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HomeMy WebLinkAboutTRUSS PAPPERWORKRE: J38453 - Hayes Residence Site Information: Customer Info: Dave Golden Homes Lot/Block: Address: Tree Top Trail City: Ft. Pierce Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: Hayes Residence Model Subdivision: State: Florida MiTek USA, Inc. 6904 Parke East Blvd. C I a i a, lFl- 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 60 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. k0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# Truss Name Date 8536320 8536321 8536322 A01 A02 A03 A04 A05 A06 A07 A08 A09 A10 All B01 B02 B03 B04 B05 B06 B07G B08 B09 B10G 23 24 25 26 27 28 29 30 31 32 33 34 36 37 38 39 40 42 43 44 Seal# T18536331 T18536332 T18536333 T18536334 T18536335 T18536336 T18536337 T18536338 T18536339 T18536340 T18536341 T18536342 T18536343 T18536344 T18536345 T18536346 T18536347 T18536348 T18536349 T18536350 T18536351 T18536352 Truss Name Date C01 D01 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. SCANNED BY St. Lucie County � ;UN Ai t; Thomas A Albanl PE No.39360 Mlrek USA, Inc. R. Cell 6634 6904 Parka East Blvd. Tampa Fl. 33610 Date: October 31,2019 Albani, Thomas 1 of 2 RE: J38453 -Hayes Residence Site Information: Customer Info: Dave Golden Homes Lot/Block: Address: Tree Top Trail City: Ft. Pierce No. Seal# Truss Name Date Project Name: Hayes Residence Model: Custom Subdivision: 45 T18536353 MV10A 10/31/19 46 T18536354 MV10B 10/31/19 47 T18536355 MV10D 10/31/19 48 T18536356 MV12A 10/31/19 49 T18536357 MV12D 10/31/19 50 T18536358 ZCJ1 10/31/19 51 T18536359 ZCJ3 10/31/19 52 T18536360 ZCJ5 10/31/19 53 T18536361 ZEJ3 10/31/19 54 T18536362 ZEJ5 10/31/19 55 T18536363 ZEJ6 10/31/19 56 T18536364 ZEJ7 10/31/19 57 T18536365 ZEJ7A 10/31/19 58 T18536366 ZHJ4 10/31/19 59 T18536367 ZHJ7 10/31/19 60 T18536368 ZHJ10 10/31/19 State: Florida 2of2 a 4 A Job Truss Type 0ty Ply Hayes Residence T785%309 J36463 Piss Common 5 1 Job Reference (optional) w East Coast Truss, Ft. Pierre, FL 34946 . TRUSS DESIGNED FOR MWFRS ONLY, PER E.O.R. REQUEST. TYPICAL IN THIS JOB, 5, DO 12 5x5 = 6 8.240 s Jul 142D19 MlTek industries.Inc. Thu Oct 3113:00:292019 Scale = I W 0 14 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = Sailsea LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Voter L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Van(LL) -0.18 14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.4412-14 ,952 240 BCLL 0.0 Rep Stress lnor YES WB 0.86 HOM(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Metnx-MS Wind(LL) 0.24 14 >999 240 Weight: 172 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 0o purins. BOTCHORD 2x4 SP NIA 'Except' BOTCHORD Rigid ceiling directly applied or 5-7-0 Do bracing. 13-15: 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=166010.8-0, 10=166010-8-0 Max Horz 2=247(LC 10) Max Uplift 2=-675(LC 12). 10=675(LC 12) FORCES. fib) - Max. CompJMax. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-3406/1471, 3-4=308111352, 4-6=2143/1065, 6b=2143/1065, 8-9=3081/1352, 9-10=3406y1471 BOTCHORD 2-16=.1220/3101, 14-16=-9062501, 12-14=929/2501, 10-12=-1240/3101 WEBS 6-14=.520/1223, 8-14=-820/470,8-12=149/588,9-12=-450/322,4.14=820/470, 4-16=-149/5B8,3-16=450/322 NOTES. 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsh h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directtonaI) and C-C Exlerior(2) -1-2-8 to 1-9.8. Inlenor(1) 1-9-8 to 17-6-0, Fxtenor(2) 17-6-0 to 20-64), Intenor(1) 20-6-0to 36-2-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 noncencument with any other live loads. 5) -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 fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (t=1b) 2=675, 10=675. Thomas A. Albni PE No.39360 MiTek UBA, Inc. FL Can 0634 69M Parke East Blvd. Tampa FL 33610 Bata: October 31,2019 ®WARNING -Manly design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE MII-7473 r., iNW2015 BEFORE USE. Design valid per use only with MTeM oomactml runs design is based only upon parameters slower, and Is for an individual Wading component. nut a Wss system. Before use, the bunding designer must verify Me applicability of daMp saturation; and prepedy incorporate Nis design MIS me overall buiWingdeslgn Bracing indicated is to prevent budnlg of individual Wes web Molar Mood members ony.Adtftional temporary and permanent boxing MiTeW Is always regusild for stabillyand to prevern collapse wen possible personal injwyand property damage. For general guManw regarding me fabrication,ttomgg0, delyey, erection and Laden of WSse3 and Mass systems,see ANSVT%I Duality CrXeda, DSB49 and BCS1 Building Component 6904 Parke EastB. Safeylnform on available form Truss Plate Institute.218 N. Lee Street, Suns 31Z Mounted", VAM14. Tampa,R MID a Job cuss Truss Type oty Ply Hayes Resitlence T18536370 J3B453 02 Common 1 1 Job Reference (optional) east GOam I ruess, rL rleace, rL donna 5.00 12 5x5 = 9 6.24Us Jul 142U19Milea InausMles, MG. Thu L 3113:Uu:292019 pace Scale=1:56.9 12 „ 3x8 3x4 = 4z6 = US = 4x5 = 3x4 = Sly = = LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdee Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) .0.18 12 ,999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.44 12-14 >948 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.89 Horz(CT) 0.14 9 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wnd(LL) 0.24 12 >999 240 Weight: 170 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-6 0o purtins. BOT CHORD 2x4 SP No.i'Except' BOT CHORD Rigid ceiling directly applied or 5-4-2 GC bracing. 11-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ildsize) 9=1574/Mechanical, 2=1681/0.8-0 Max Horz 2=246(LC 11) Max Uplift 9=587(LC 12), 2=677(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3410/1474, 3-0=-3085/1358, 4-6=2147/1G67, 6.7=2147/1077, 7-8=3095/1398, 8-9=3423/1530 BOT CHORD 2-14=1275/3105, 12-14=-964/2505, 10-12=957/2508, 9-10=-1306/3119 WEBS 6.12=528/1225, 7-12=-825/473, 7-10=184/592, 8-10=457/351, 4-12=-820/470, 4-14=-149/588, 3-14=450/322 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=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-2-8 to 1-9-8, Inlenor(1) 1-9-8 to 17-6-0, Exterior(2) 17-6-010 20-6-0. Interior(1) 20-6-0 to 35-0-0 zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about 8s Center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent 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 fill 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 1001b uplift at joint(s) except (l=lb) 9=587, 2=677. I$ Thomas A. Albert PE No.3113110 MiTek USA, MC. FL Colt 6634 6904 Parke East Blvd. Tampa FL 33610 Data October 31,2019 ®WARNING -Verify design paamerars and READ NOTES ON Ties AND INCLUDED ANTEx REFERENCE PAGE 1414)47] mv. 10A)MO15 BEFORE USE. Design valid for use only was Mmek®connecl Tins design is based only upon parameters shown, antl is for an haiwaml budding campanenL mot Sal' a truss system. Before use, the building designer must wormy the appa'abiMy of design parameters and proped"corpor4te lab design Boothe aware building design. Recall indicated is to preveit bucMing of signal buss web aver chard members only. Additional temporary and pesmantent Mating MiTOW is always required for Nabilay and to prevamcalapse with possible personal INuryand property damage. For general guidance regarding me fabdndon, stmage,dellvery, erecgon and bmdng diWsses and buss systems. see ANSVIn1l Duality Canada, DSBA9 and War Building Component 6904 Parke Sent BAN. Sarerylnrurmation awUb%fmm Trussplate InSMMa.219RLeeB M.Suae312.Alexandria,VA22314. Tampa, FL 36310 a Job Truss Truss Type Oty Ply Hayes Residence T1B538311 J36453 03 Common 1 1 Job Referents (optional) East Goad Truss, Ft. Pierce, FL 34946 Sx5 = 4 1 5.2405 Jul 142019 MiTek Industries. Inc. Thu Oct 31 13:00:30 2019 Scale =1:ma 10 34 3x4 = 4x6 — 3x8 = 44 = 3x4 = 3x8 = = LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) III Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Verl(LL) -0.18 10 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.83 Vert(CT) -0.4410-12 >954 240 BCLL 0.0 Rep Stress lncr YES WB 0.89 Horz(CT) 0.14 7 nla DIG BCDL 10.0 Code FBC2017rTP12014 Marti S Wnd(LL) 0.24 10 >999 240 Weight 168 Is FT z:0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 24-6 Go purlins. BOT CHORD 2x4 SP NG.1'Except' BOT CHORD Rigid ceiling directly applied or 54-2 oc bracing. 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1575/043-0, 7=1575/0-0-0 Max Horz 1=231(LC 11) Max Uplift 1=588(LC 12). 7=588(LC 12) FORCES. (lb) - Max. Comp.lMax. Ten. -All forces 250 (lb) or less except when shaven, TOP CHORD 1-2=-3427/1532, 2-3=3099/1401, 3-0=2150/1079, 4-5=2150/1079, 5-6=3099/1401, 6-7=-3427/1532 BOT CHORD 1-12=-1308/3123, 10-12=968/2512, 8-10=968/2512, 7-8=1308/3123 WEBS 4-10=-529/1228, 5.10=825/473, 5-8=184/592, 6-8=-457/351, 3-10=-8251473, 3-12=-1841592, 2-12=-057/351 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=S.Opsf; BCDL=5.Opsf, h=15ft; 13=451t; L=24ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Fxtedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-6-0. EMedor(2) 17-M to 20-6-0, Interior(1) 20-M to 354J-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcurtent with any other live loads, 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Is uplift atjoint(s) except Gt=lb) 1=588,7=588. ($ Thomas A Alberni PE N09380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ® WARNING -Verily design parsmelers and READ N01E50N MS AND INCLUDED MITEN REFERENCE PAGE Ml47473 re¢ NVOIDDIS BEFORE USE. valid per use only with Mirk® cannedars. This design Is based any Upon parameters shown, and is for an Ind 0dual begaing component not Lai' a Miss system. Before use, Me building designer must verly the apparabilay of design parameters And Primary Nwryorate this design Me toe overall bWidingdedgn. BmdnglMi edistopmwMbucWingdhdMdual MisswebmWor WaNmembeMOry. Maitland temporary and permanent bearIg Welk' Is loans stated far smbiliy and to prevent collapse with possible personal Injury and properly damage. For general guidance rega ding the fabdragon.storage, ddeadywedlon and Among oftmsses and truss systems. see ANSVrPH Duality Cdrode, DS849 and BLsl Building Component 6914 Parke East Blvd. Safalyrnformadon Mflable fmm Tmss Plate lndaule,218N.Lee Ned, Sule312, Alexandria, VA22a14. Tampa, FL 3E610 Truss Truss Type Oty Ply Hayes Residence T18536312 rJab J38453 A04 Common 1 1 job Reference (optional) east load uum, "."Once, r1. aRV� 1 3x8 i O Z4USJUI r RZU IV mu eK inausmes, Inc. mu um m ia.w.,i a iu Sx5 = 4 12 11 10 9 8 3x4 = 44 = 3x8 = 4x6 = 3x4 = Scale=158.6 LOADING (par) SPACING- 2-0.0 C51. DEFL. in (too) Udell Vd PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.66 Vert(LL) -0.18 10 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT)-0.4410-12 >950 240 BCLL 0.0 Rep Stress grit YES INS 0.89 Horz(CT) 0.14 7 me Ora BCDL 10.0 Code FBC2017lrP12014 Malnx-MS Wind(LL) 0.24 10 >999 240 Weight: 168 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structure[ wood sheathing directly applied or 24-6 oc purins. BOT CHORD 2x4 SP No.1 *Except* BOT CHORD Rigid ceiling directly applied or 54-2 oc bracing. 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1576/Mechanica1, 7=1575/Mechanical Max Hom 1=231(LC 10) Max Uplift 1=588(LC 12). 7=588(11UC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3424/1531, 2-5=-3096/1400, 34=2150/1079, 45=2150/1079, 5-6=309811400, 6-7=-342611532 BOT CHORD 11-12=130713119, 10-12=968/2511, 8-10=968/2511, 7-8=1308/3122 WEBS 4-10=529/1227, 5-10=-825/473, 5-8=184/592, 6-8=457/351, 3-10=-824/473, 3-12=183/591, 2-12=455/351 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsf; h=15R; B=45ft; L=2411; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional) and CC Extenor(2) 0-0-12 to 3.0-12, Interior(l) 3-0-12 to 17-6-71, Extedor(2) 17-6-11 to 20-6-11, Interior(l) 20-6-11 to 35-0-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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 lb uplift at joints) except (jl=1b) 1=588,7=588. 7 1a I Thomas A Absent PE No.3g380 MiTek USA, Ina FL Cart 6634 8904 Parke East Blvd. Tampa FL 33810 Data: October 31,2019 ®WARNING- Venfy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIW473m, 1.0312015 BEFORE USE. Design vale for use onlywith Mffek®conntttort. This design is based only upon parameters shown, and Isforan InWivldual bulding component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property incotmod. Mira design into no overall �-�•YY buildNgdesign. Bracing Indicated isto prevent bucking oflndiwduattruse web arelor chow members only. Additional temporary and pennanem tracing MiTek' Is ahmays required for abbey and to prevent collapse with possible personat injury and property damage. For general guidance regarding the fabrication, storage, delivery. summon and comma ortrusees and truss assume. see ANSVTP/1DualiW CRUND, DSui and SCSI Building Component areas Parke East BIM. Salmolr bMasobn available from Truss Pine Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Jobs I cuss Truss Type Oty Ply Residence T78536313 J38453 05 Hip 1 1 [ayes ob Reference o tional Iy ZV m mu en inuu nn s, Inc. I nu vcl it ls:uua4 zaty Scale =1596 5 6 axe = 4 5 14 13 12 11 10 9 1 3x4 = 4x5 = 4x6 = 3x4 = 3x8 3x8 = 3z6 = 3x4 N gHa I 1 1�nfl 26.2-13 35O-ii Plate Offsets (X,Y)— t5:0-5-12,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) -0.18 9-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 Be 0.80 Ven(CT) -0.46 9-11 >921 240 BCLL 0.0 Rep Stress Incr YES W9 0.86 Horz(CT) 0.14 8 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wred(LL) 0.24 9-11 >999 240 Weight: 187 lb FT m 0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 •Except' 10-13: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1576/Mechaniwl, 8=1575/Mechanical Max Horz 1=-225(LC 10) Max Uplift 1=-588(LC 12), 8=588(LC 12) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-5-3 oc puffins. BOTCHORD Rigid ceiling directly applied or 5-3-0Go bracing. FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3436/1586, 2-3=-3120/1459, 3-4=2190/1144, 4-5=1958/1117, 5-6=2184/1141, 6-7=3125/1461, 7-8=-3441/1587 BOT CHORD 1-14=1359/3132, 12-14=106012545, 11-12=682/1951, 9-11 =1 048/2546, 8-9=-1361/3136 WEBS 2-14=-4391339, 3-14=1721577, 3-12=809/489, 4-12=-320/591, 5-11=256/563, 6-11 =-81 81493. 6-9=-175/583, 7-9=-040/338 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=5.Opsf BCDL=5.Ops1; h=15ft; B=451t; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) 0-0-12 to 3-0-12, Intedor(1) 3-0-12 to 17-D-11, Extedor(2) 17-0-11 to 22-3-10, Interior(l) 22-3.10 to 35-0-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 chard in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will tit between the bottom chord 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 100 Ib uplift at joint(s) except (jl=1b) 1=588,8=588. Thomas A Alban! PE NoA9380 MiTek USA, Inc. FL Cert6834 6904 Parke East Blvd. Tampa FL 33610 Data.. October 31,2019 ®WARNING Verify design paameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M@7473 rev. 101=015BEFOREUSE Design valid far use onlywith MDek®connectors. This design Is based only upon parameters order, and Is for an indieidual building component, not �■- q` a Wss system. Before use, me heading designer must verify the applicability of design paremohnS and prepedy hitmpordle this design into the overall buildingdesign. Bmdngindiwledistopmvntbuck gofmdMdualtmsswebanddrOedmembeonly. Additional temporary and permanent bracing MIT61C is always requ'ved for stability and to prevent collapse with panda personal inluryand pmpemy damage. Forgenerdguidanceregardiigthe (abdeann, stomge,delivery, erection and trading oftmsses and "as assume. see ANS&TRI Duality Ogeda, DSB419 andBCSI Building Component 6904 Papa Fast BIW. Safefylefarmagon available earn Truss Plate Institute.218 N.Lee sted, Suite 312. Alexandria, VA22314. Tampa, FL 361310 Job cuss Truss Type Qty Ply Hayes Residence T18536314 J38453 O6 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 349M 8.240 a Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:00:33 2019 Page 1 ID:?gH126alRIKVv8yfnbflFoyck N-mtA3T9k4zDz351nDxg9OrCnXgl XgYfwajAHhTjyNUAy 7-10.9 15-0.11 20-0-11 27-2-13 35-0-11 7-10.9 7-2-2 5:N 7-2-2 7-&14 S.T. =159.1 5x8 = 5x5 = 3 22 23 4 Ia 1 12 11 10 9 a 7 axe 2x4 II 4i - 3x4 = axe = 44 = 2x4 II axis = 7-10-9 15-0-11 20.0.11 27-2-13 35.0.11 7-1a9 1 7-2-2 I 5{I-0 7-2-2 7-9-14 Plate Offsets (X Y)- 13:0.5-12 0-2-81 LOADING (pat) SPACING- 2-a0 CSI. DEFL. in (loc) Udeff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(L-) -0.17 9-10 -999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.41 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES INS 0.35 Horz(CT) 0.14 6 n/a Na BCDL 10.0 Cade FBC2017/rP12014 Matrix -MS Wind(-L) 0.24 9-10 >999 240 Weight: 169111 FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 •Except• 8-11: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1576/10echanical, 6=1575/Mechanical Max Hom 1=-198(LC 10) Max Uplift 1=-588(LC 12), 6=588(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. WEBS 1 Row at midpt 2-10. 5-9 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3391/1599, 2-3=-2452/1275, 34=2173/1269, 4-5=2453/1275, 5-6=-3393/1600 BOT CHORD 1-12=1388/3056, 10.12=-1388/3056, 9-10=-893/2172, 7-9=1378/3058, 6-7=-1378/3058 WEBS 2-12=0/338, 2-10=1003/547, 3-10=166/537, 4-9=-198/538, 5-9=1005/549, 5-7=0/338 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=1Sit; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0.12 to 15-0-11, Extedor(2) 15-0-11 to 19-3-10, Interior(1) 19310 to 20-0-11, Exterior(2) 20-0-11 to 24310, Inlerior(1) 24-3.10 to 35-0-11 zone; Cantilever left and right exposed ;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotabon about Its center. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I t between the bottom chord 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 100 lb uplift at joint(s) except (jl=1b) 1=588,6=588. , Thomas A. Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 16 WARNING - Verify design parameters and READ NOTES ON IRIS AND INCLUDED MITEK REFERENCE PAGE 01F7473 rev. 10/ W015 BEFORE USE. Design valM for use only web MTeMoennectms. This design is based only upon parameters shown, and is faran ineiradual building camponeM, not ��• a Was system. Before use, the building designer mustve a me applimbility of design parameters and properly Inco,vate gas design Into Me overall ��-��•YYY buildingdesign. Brecing indicated is to prevent bucking of ircmdual Loss web andfor Nord members arty. Addnio lognpomryand permanndlaciag MiTek' m always required for stability and to prevent wilapse with possible personal injury and property damage. ForgenewpWanceregaMingthe fabrication. Storage.delivery, emotion and trading ofbusses and truss systems. us ANSVTPH Duality Carter(., DS889 and Best Building Component 6904 Parke East Blvd. Saferylulomutwo available fwm Truss Plata InSMMe, 210 N. Lee Sbeet.5une312. Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type cry Ply Hayes Residence T78536315 J38453 A07 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5xB - 5x5 = 8,240 s Jul 142019 MiTek Industries. Inc. Thu Oct 3113:00:342019 Scale = 1:BUD 12 11 '. 363z4 = 3x4 = 4.6 = 3z4 - 3,6 v = 3z8 = 8-1-2 154i8 1&54f 2610.14 35-0-0 8-1-2 7-56 1 3-11-0 766 Plate Offsets (X Y)- [4:0.5-12 0.2-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(-L) -0.18 12 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4612-13 >922 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.65 Hom(CT) 0.15 8 Na n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wmd(LL) 0.25 12 >999 240 Weight: 181 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6­6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1575/0.8-0, 8=1575/Mechanical Max Hoa 1=206(LC 11) Max Uplift 1=-588(LC 12), 8=588(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3479/1654, 2-3=-3195/1539, 3-4=2343/1257, 4-5=2108/1230, 5-6=2344/1257, 6-7=3194/1539, 7-8=-3480/1654 BOT CHORD 1-13=-1445/3175, 12-13=1179/2643, 11-12=-841/2106, 9-11=-1167/2644, 8-9=1434/3175 WEBS 4-12=-246/589, 5-11=-261/582, 3-12=742/455, 3-13=-159/533, 2-13=398/311, 6-11=-742/455, &9=158/532, 7-9=399/312 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.0psf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. U; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0.0 to 3-0-0. Interior(1) 3-0-0 to 1568, Extedor(2) 15-6L8 to 23-8-7. Interior(1) 23-8-7 to 3560 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 nonconcu0ent 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 2-041 wide will 6t between the bottom chord 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 100 M uplift at joint(s) except (jl=1b) 1=588,8=588. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Cert 6034 8904 Parke East Bind. Tampa FL 33610 Data: October 31,2019 ®WARNING- Verlfy deel9n parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 1MW/2015 BEFORE USE. Design valid for use only aim MTelt® connectors. Thu design Is based only upon parameters shown, and is for an individual mIffi g component, not -a• a Coss system. Shames mMf e, 0e building designer must lfy me applionbilay of design parameters and properlyincomrxr onae Nis design into the aall building design. Bracing ismoded is to prevent Welding of NdMdual truss web armor Nord members only. Additional temporary antl parmanent bracing MiTek' is alwaysreguiled far stability and to preerat lisp. with possible personal Injury and property damage. Forgenereguidanceregardingme eabdcagon, storage, delivery, erection and bmtinQ oftmsses and truss systems. see ANSVTFI1 Qualify Orleans, DSB49 and BCS1 Buffmn9 Component 6904 Parke East BIM. SafWylnN.m ion available tram Truss Plaea Inst ..218 N. Leo Vme.8 de 312. Alexandra, VA22314. Tampa, FL 36610 Job I e russ Truss Type oty Ply Hayes Residence T18536316 J38453 Pass OB Hip 1 1 Job Reference (optional) o.Aw s em w m ro rvn i ea mousmes, ma I nu va sl 1,rw:aa 4u la rage S 5 = 3x4 = Sx5 = 3 22 4 23 5 Scale=159.1 7 12 11 25 27 10 9 8 3x8 2x4 II 3x8 = Axe _ 3x8 = 2x4 11 34 = 6110.0-99 13-011 11 282-12_23 3--0 I 2 -0Q 691141 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) -0.26 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CI) -0.60 9-11 >698 240 BCLL 0.0 Rep Stress lncr YES WS 0.75 Hom(CT) 0.16 7 We We BCDL 10.0 Code FBC2017TTPI2014 Matrix -MS Wind(L-) 0.26 9-11 >999 240 Weight: 1701b FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1576/Mechanica1,7=1575/Mechanical Max HoDn 1=-172(LC 10) Max Uplift 1=588(1_C 12), 7=588(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-7 0o purling. BOT CHORD Rigid ceiling directly applied or 2-2-0 Dc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3432/1670, 2-3=-2675/1379, 3-4=2398/1357, 4.5=2398/1357, 546=-2675/1360, 6-7=-3435/1672 BOT CHORD 1-12=1466/3l l9, 11-12=-1466/3119, 9-11=-1109/2527, 8-9=-1456/3123, 7-8=-1456/3123 WEBS 2-12=0/254, 2-11=817/489, 3-11=264/655, 4-11=-344/198, 4-9=344/197, 5-9=-264/656,6-9=820/491,6.8=0/254 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=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) G G-12 to 3-0-12, Intenor(1) 3.0-12 to 13-0-11, Extedor(2) 13-0-11 to 17-6-11, Interior(1) 17-6­11 to 22-0-11, Extenor(2) 22-0-11 to 26-3-10, Interior(1) 26-3-10 to 35-0-11 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 nonconwrtent 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, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 1=588,7=588. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL S3610 Date: October 31,2019 ®WARNING -Veafy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1&Id073 .1WOM015 BEFORE USE. Design valid Mruse art, w m MITehW connectors. TNs resign is based ony upon parameters shown, and Is Mr an indivduat building component not ��• a truss system. Before use, the building designer must vmiythe appiiooffin of deagn parameters and property incorporate this design Into the overall �-�•YY bmidingdesign. Bracing indicated is to prevent Making oflncrAdual truss web andlorchord members only, AddbrdaIMmporaryampermanentbracing MiTek' Is always requhed for stability and to prevent collapse with possible personal Injury and property damage. Forgeneralpidanceregaram,as Mbrwon, norage, deWery, erection and bracing oftrusses and truss systems, we ANSOTPH Quality CRteha, DSB89 and SCSI Building Component 6904 Paden East area Safelylnformadan availablebon Tmss Plate IneftNe,218N.LeeB M.Suae312,Alexandria,VA2=14. Tampa, FL 36610 Job P' ells apry Ply HayesResidenceT18536317 To J38453 09 1 1 Job Reference o tional �_.• ... ­.1-- g.1us4m 1r4ulvSm, mmoussnes. Inc. t nu uct 311 s:uu:so zm a vagel ID:7gH126alRIKW8yfnb8Foyck N-BW5AnzG8LdyDWocHi5TrP5nEZ_IzK1P8WM42yNUAV e-7-0 16412 16-10A 24-0-0 3-7-0 6-5.8 I "I 76-8 � 5.00 12 4x8 = 4x8 14 2 15 18 17 3 8£ Scale -1:42A axis II 3x4 = 3x8 = 3x4 = 3x4 = 1x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.71 BC 0.83 We 0.56 Matrix -MS DEFL. in Vert(L-) -0.10 Vert(CT) -0.26 Horz(CT) 0.05 Wind(LL) 0.15 (lac) Vdeg Lid 6-13 >999 360 6-13 >999 240 5 Na n/a 6-13 >999 240 PLATES GRIP MT20 244/190 Weight 137 he FT=0% LUMBER. BRACING - TOP CHORD 2x4 SIG No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc purlins, BOT CHORD 2x4 SO No.2 except end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling direNy applied or 6-2-15 oc bracing. 1-10: 2x6 SP No.2 WEBS 1 Row at midpt 4-8 REACTIONS. (lb/size) 5=1085/Mechanicel, 10=1085/U-e-0 Max Harz 10=-243(LC 12) Max Uplift 5=-382(LC 12), 10=429(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=6541396, 2-3=10781705, 3-0=1272/673, 4-5=2144/989, 1-10=-1060/642 BOT CHORD 9-10=116/256, 8-9=-37/597, 6-8=818/1927, 5-6=-818/1927 WEBS 2-9=625/447, 2-8=408/737, 4-8=94B/529, 4.6=0/316, 1-9=498/923 NOTES- 1) Unbalanced mof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-secand gust) Vasd=124mph; TCDL=5.Opsf BCDL=S.Opsf; h=151t; B=45ft; L=2411; eave=411; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exle ior(2) 0-2-12 to 3-2-12, Intedor(1) 3-2-12 to 3.7-4. Exterior(2) 3-7-4 to 7-10-3, Interior(1) 7-10-3 to 10-0-12, Exterior(2) 10-0-12 to 14311, Interior(1) 14-3-11 to 24-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcuTent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 He uplift at joint(s) except N=11b) 5=382,10=429. Thomas A. Mbani PE Na.39380 MiTek USA, Inc. FL Cart 6634 UN Packs East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING - Vw4Ydesign pammelwn antl READ NOTES ON NOS AND INCLUDED MITEK REFERENCE PACE ar".7473'ev. 1WON2015 BEFORE USE. Design gaud for use only with MITew conneetoM. Thus design is based ony upon Parameters shown. and Is for an reseeding turding component nM * �B a truss system. Before use, the building designer must verify the aWficahiay V design paMmeters and properly lncorporwe Mee design into the overall -•Y�, bugdmgdesige. Bracing indicated is to PMWM blrxung of udMCual Coss web aeons chord members only. Adoabnaltemporaryandpeneseentbracing MiTek' 1,aways required for stability and to prevent collapse with possible personal injury and pmpeM damage. Forgeneralguidanceregamlingthe fabrication, atomge. denVery, erection and bradng Wei and buss systems. we ANSInnew Quality Creeds, DSB419 and BCSI Building Component earlier Parke East BNd. SafearelonnatlOn available roan Truss Plate Immure, 218 N. Lee etwet. Suffe 3lZ Alexandra, VA22314. Tampa, FL 36610 Job cuss Truss Type Qty Ply Hayes Residence T18536318 J3a453 10 Roof Special 7 1 Job Reference (optional) Irubs, rr."... 11 .`10 5x5 = 5x5 = 18 19 20 3 , 3.240 s Jul 142019 MITek Industries, Inc. Thu Oct 31 13:00:37 2019 Page 1 5x5 = 2.4 I 5x8 = 5x.5 21 22 5 23 24 6 7 25 26 6 6cale=1:62.8 17 16 15 14 13 12 11 10 3x6 11 3x4 = MO = 3x8 = 4x6 3x4 = Ass = M II 2-11-3 1033 Ir-11 17.E-11 24-0-11 2 10 2323 35-0-11 zn a I 7dJ1 I I r Plate Offsets (X,Y)- (2:0-5-12 0-2-81 f6:0-5-12 0-2-81 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (roc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.16 14 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.3914-15 >999 240 BCLL 0.0 Rep Stress Ina YES We 0.81 Hom(CT) 0.09 10 n/a Na BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wnd(LL) 0.22 14 >999 240 Weight: 214 IS FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 23: 2x4 SP 270OF 2.2E except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 2-15 REACTIONS. (lb/size) 17=1564/Mechanica1, 10=1564/Mechanical Max Horz 17=-71(LC 10) Max Uplift 17=-589(LC 12), 10=580(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1123/596, 2-3=2629/1389, 3.4=2913/1553, 4-5=3017/1600, 5.6=3017/1600, 6.7=-2743/1457, 7-8=1805/1012, 8-9=2021/1014, 1-17=1554/830, 9-10=15D4/819 BOTCHORD iSi6=415/986, 14-15=1194/2562, 12-14=1203/2556, 11-12=-1238/2610 WEBS 2-16=964/600, 2-15=937/1915, 3.15=-1405/823, 4-15=275/586, 4-14=284/676, 5-14=508/382, 6-14=267/683,6-12=162/410, 7-12=287/217, 7-11=1154/568, 8-11=92/443, 1-16=742/1482, 9-11=834/1796 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0.1-12 to 5-11-3, Interior(1) 5-11-3 to 11-0-11. Exterior(2) 11-0-11 to 14.0-11. Interior(1) 14.0-11 to 24-0-11, Exterior(2) 24-0-11 to 24-10-3, Interior(1) 24-10-3 to 29-2-3, Exterior(2) 29.23 to 32-2-3, Interior(l) 32-2-3 to 34-10-15 zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; 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 per bottom chord live load nonconcunent with any other live (Dads. 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-D-0 wide will fit between the bottom Chord 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 100 Ib uplift at joint(s) except (jt=lb) 17=589,10=580. Thomas A MITI PE No.39380 MITek USA, Ina FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -Verify tlesign paraei anJREAD NOTES ON THISANDINCLUDED MITEKREFERENCEPAGE 111147473r v 10M3/2015 BEFORE USE. Design vaad truss onN with MBek4Dmrmecors.This design is based only upon parameters shown, and is for an indimc.al buldl, component, not a buss system. Before use, the building designermust venly the eppGrabilityof dedgn parameters and properly incoMorste this design into the oven buildingdesign.Bmctgir isatedistopmmtbudidtgOIndividualWsswebanNorMoNmembemany.MditionaltempomgarxlpermaneMW=hg MiTek7 is akvays required for 5abiityand to prevent collapse with possible personal injuryand pmpedy damage. Forgeneralpidanceregardingthe fabdaMon,Scale.deliver, erection and trading mtMSSOS antl truss systems, we ANSVTPIf Quality Cdfeda, DSB49 and Best BufIYnB Componenf 3904 Parke East BNd. SahfylnkiNeAflon available hem TNss Plate Inatome, 218 N. Lee B d, Suae 31$ Alexa dtl , VA=14. Tampa, FL 36610 Jab Truss Truss Type pry Ply Hayes Residence T18536319 J38453 All Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 1-8-11 8-10-11 &11 R2-0 5.00 12 Sx5 = 4x6 i i M.24u s Jul 19 Lul9 ml I ex Industries, Inc, I nu Oct 31 13:uu:3n Jul rage l ID ?gH126alRIKVv8ymbflFoyck_N-71zy WsoOnIcLBWBkikZYGVRo2EIDoaJsS?S8xyNuAt I I1 23.2 11 30-0-11 I 35-0-11 7-2-0 ]-2-0 ]-2-0 4-8-0 Scale=1:60.6 3x4 = Safi = Ax6 = 3x4 = 5x5 = 16 15 14 13 12 11 10 9 3xe II 3x10 = 5x6 VuS = 3x4 = 4x5 = 4x8 = 3x8 II 3x4 = b8-11 I iiS-0 20-10-0 I 30-0-11 I 35-0-ii A 1 Plate Offsets (X,Y)— f4:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.21 12-14 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.55 12-14 -760 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.84 Horz(CT) 0.13 9 file n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS WrOd(LL) 0.2812-14 >999 240 Weight 1891b FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 16=1564/Mechanicel, 9=1564/Mechanical Max Hom 16=-66(LC 12) Max Uplift 16=-589(LC 12). 9=580(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=784/382, 2-3=734/395, 35�3131/1513, 5-6=-3466/1684, 6-7=-1718/922, 7-8=1905/935, 1-16=-1612/763,8-9=1536/800 BOT CHORD 14-15=1274/2775, 12-14=1673/3603, 10-12=1549/3275 WEBS 3-15=-2323/1168, 3-14=183/699, 5-14=605/405, 6-12=25/460, 6-10=-1801/866, 7-10=-25/395, 1-15=-712/1517, 8-10=809fl800 Structural wood sheathing directly applied or 2-2-0 oc punins, except end verticals. Rigid ceiling directly applied Or 4-9-13 oc bracing. 1 Row at midpt 3.15, 6-10 NOTES. 1) Unbalanced real live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf, BCDL=5.Opsf, h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) D-1-12 to 5.11-10, Interior(1) 5-11-10 to 30-0-11, Exterior(2) 30-4-11 to 34-10-15 zone; Cantilever left and right Exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 6) a 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) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 16=589,9=580. Thomas A. Albani PE N093110 Militia USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473rev. fM312015 BEFORE USE. Design valid for use only wMr MTekda connectors.'fhis design is based only upon parameters shown, and is fa an individual building component, not a Russ system. Before use, the building designer mud verity Me applicability of desire pammders and property Inmrporde Nis design Ono Rbe overdl buildingdesgn. Bracing indicated late prevent buckling ofiremdual truss web glover Mom members only. Additional temporary and permanent bracing M!Tek' Is always required for Stability and to prevent coaapsewiW possible personal injuryand property damage. Forgenereguidanceregandingthe fabdrflon,sumge,derwery,emOOnmdbmdngefbussesaMMsssMems,see ANSIMP/l qualify counts, DSB-B9 and SCSI Building Component 6904 Parke East avid. Sarefylnlorm+fi0n available Man Truss Plate lnaglule.218 N. Lee Bired, Side 312. Alexandria, VA 22314. Tampa, FL 36610 ob • Truss Truss Type 0ty Ply Hayes Residence Jo T1B536320 38453 Al2G Roof Special Girder 1 _ Job Reference (optional) _ tasl Gaasl Tuss, Ft. Pierce, FL 34945 8,240 a Jul 142019 MiTek Industries, Inc. Thu Oct 31 13:00:40 2019 Pagel Scale =1:59.7 5.00 112 4x6 = 2x4 II Us = 2x4 II 34 =axe = 2x4 II 5x8 = 4s 1 20 21 22 2 23 24 3 25 28 27 428 29 5 6 30 31 7 32 33 34 35 368 37 19 W 39 to 40 41 17 96 42 15 44 AS 14 13 46 47 12 A8 49 11 5g 51 10 sne II 5x8 = 3x8M16SHS = 3x8 = 2x4 II 4x8 = 4x4 = 3v6 I 2x4 II 3x8M18SHS = SS15 10.112 1126 21E-9 26-10-12 32-4-11 35 F11 sst5 I saa I se-3 I sea I saa Plate Offsets (X V)- [8:0.5-12 0-2-8) LOADING (pail) SPACING- 2-0-0 CSI. DEFL. in (loc) Bdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.35 14-15 >999 360 MT20 2441190 TCDL 15.0 Lumber DEL 1.25 BC 0.86 Vert(CT) -0.8014-15 >518 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.68 Hom(CT) 0.15 10 n/a rim BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wnd(LL) 0.47 14-15 >887 240 Weight: 3811b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE BOT CHORD 2x4 SP No.1 BOT CHORE WEBS 2x4 SP No.3'ExcepC 1-18,3-18,3-15,6-15,6-12,8-12: 2x4 SP No.2 REACTIONS. (lb/size) 19=3366/Mechanical, 10=3436/Mechanical Max Harz 19=-57(LC 8) I Max Uplift 19=-1238(LC 8), 10=-1278(1_C 6) FORCES. (Its) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-3236/1273, 1-2=5388/1982, 2-3=-5388/1982, 3-0=10129/3731, 4-6=10129/3731, 6-7=-7290/2716, 7-8=729012716, 8-9=3171/1165, 9.10=3307/1212 BOT CHORD 17-18=3145/8694, 15-17=3145/8694, 14-15=3517/9663, 12-14=3517/9663, 11-12=-1015/2825 WEBS 1-18=-2229/6063,2-18=802/556,3-18=-3779/1395,317=0/447,3-15=-604/1640, 4-15=-751/506,6-15=218/533,6-14=0/461,6-12=2713/980,7-12=-810/553, 8-12=-1868/5072,8.11=1698/773,9-11=1268/3521 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 7-3-9 cc bracing. NOTES- 1) 2-ply Was to be connected together with 1Ed (0.131"W") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 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 (6), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; B=4511; L=24ft; eave=5ft; Cal II; Exp C; Encl.. GCpi=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 noncancurrent 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except ot=16) 19=1238,10=1278. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6634 6304 Parke East Blvd. Tampa FL 32910 Date: October 31,2019 WARNING -Verify design pannew ers and READ NOTES ON MIS ANDINCLUOED MITEK REFERENCE PAGEMII-7473rev. 10/01201S BEFORE WE. • Design valid for use onlywdh MBel4sconnerlms. This design is Eased only upon parameters shown, and is for en individual nulding component not attuss system. Before use, the building designer mug very the appticat,ayef tlevgn parameters and properly incorporate Mis design into Me overall building design. Bracing indicated is to prevent tecyJng oflndMdual Miss web andlM chow members only. Additional temporary and pemanem bracing MiTek' Is always required for stability and W pnewid mlapse wait possible personal injury and property damage. Forgensulguidanceregaming Me laceration. norage,detivery, Began and bating oftmsses and Miss systems,see ANSVIPN OuaGly adrorla, DSB49 and SCSI Building Comported 69011 Parts East Blvd. Witylef0rmatlon avalable ham Tmss Plate Ingaule, 218 N. Lee &md, S fte 312, Alexandria, VA22314. Tampa, FL 36610 Job uss Truss Type pry Ply Hayes Residence PI T78536320 J38453 12G Roof Special Girder 1 Job Reference (optional) Iuss, Ft. Pience, FL 34946 8,240 a Jul 14 2019 MiTek Industries, Inc, Thu 0d 31 13:00:40 2019 Page 2 ID:?gHl26alRIKVv8yfnb9Foyok_N-3DSjxYgTJNs3QgpZr7nldhajfsvMhlScKmUZDDVNuAr NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 1901b dawn and 177 Its up at 1-9-7. 1901b down and 177111 up at 3.9-7. 1901b down and 177 He up at 5.9-7, 186 lb down and 1771b up at 7-9.7, 1851E down and 177 Igo up at 0-9-7. 185 ID down and 177 Ib up at 11-9-7. 1851E dawn and 177 Its up at 13-9-7. 1851E dawn and 1771b up at 15-9-7, 185Ib down and 177 lb up at 17-9-7. 1851b down and 177 Ile up at 19-9.7, 185 I6 down and 177 Ib up at 21-9-7, 18516 down and 177 Ile up at 23-9.7, 1851b down and 1771E up at 25-9-7, 1871E down and 177 Ito up at 27-9-7, 1901E dawn and 1771E up at 249-7, and 185 He down and 1791E up at 31-9.7. and 28 Ib down and 541E up at 33-9-7 on tap chord, and 92111 dawn at 1-9-7, 92 Is dawn at 3-9-7. 92 lb down at 5-9-7, 92 Ib dawn at 7-9-7, 921E down at 9-9.7, 921E down at 11-9-7, 92 Ib dawn at 13-9-7, 92 Ib down at 15-9-7, 92 Ib down at 17-9-7. 921E dawn at 19.9-7. 92 lb down at 21-9-7, 92 Ib down at 23-9-7. 921E dawn at 25-9-7, 92 lb dawn at 27-9-7, 921E down at 29-9-7, and 92 lb down at 31-9-7, and 2361E down and 1191E up at 33-9-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Inuease=1.25 Uniform Loads (pIry Vert: 1-8-70, 8-9=70, 10-19=-20 Concentrated Loads (III) Vert: 5=142(13) 16=73(B) 18=-73(B) 2=142(8) 14=73(121) 6=142(13) 20=142(B) 21=142(B) 23=142(19) 24=142(B) 25=-142(B) 26=142(B) 28=142(B) 29=-142(B) 30=142(B) 31-142(133=142(B) 34=142(B) 36=-142(B) 38=73(B) 39=73(B) 40=73(13) 41=73(B) 42=-73(B) 43=-73(B) 44=73(13) 45=73(B) 46=73(B) 47=-73(B) 48=73(B) 49=73(13) 50=73(B) 51=-236(B) ®WARNING -Verify tlesign panme(ers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 rev. INW/3015BEFORE USE. Design valid noruss onywim Mirek®cannectom. This design is based any upon pammHers shown, and Is for an IndlWual bulNng camponent. not a Was system. Before use, the building designer must vedMBle applicability of design pommeters and pepeM lnoomorate ills design We the overall � bulidingdesign. Beaded indicated is to prevent budding of NOMdual Was web andror mob members any. Adddlonaltemporaryandpennunent Mating Welk' la always required nor stability and to pmvem collapse with possible personal injury and property damage. Forgeneralguidanceregardingthe febd.bon,stonge,deiNery,emdlonwdbmcing Wtmssesmd Wsssystems,see ANSUTPH Quality Cdrorna, DS949 and SCSI aufldlng Component Bees Parke East BIM. Sareynnbrmaffan av dable seen Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 35610 Job toss Truss Type 0ty Ply Hayes Residence T78536321 J38453 801 Common 1 1 Job Reference (optional] uU,I, rt netts, I d v.o 4x4 = 3 s Jul 14 2019 MITek Industries, Inc. Thu Oct 31 13:00:41 2019 Scale: 114'=l' 1$ 3x4 = 3x4 = 4x4 = 3x4 = 3x4 = &11-15 9-0 2 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vde0 L/d TCLL 20.0 Plate Grip DOL I.25 TC 0.88 Vert(LL) -0.26 6-8 >999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.52 6-14 >673 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.38 HoR(CT) 0.08 5 me Na BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.24 6.14 >999 240 PLATES GRIP MT20 2441190 Weight: 125111 FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-11-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1320/0-6-0, 5=1320/0-8-0 Max Hoe 1=194(LC 11) Max Uplift 1=493(1_C 12), 5=-493(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 1-2=2684/1226, 2-3=-2375/1145, 3-4=2375/1145, 45=2684/1226 BOT CHORD 1-8=1013/2447, 65=552/1593, 55=1013/2429 WEBS 3-6=329/917, 4-6=567/435, 3.B=-329/917, 2-8=567/435 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Intedor(1) 3.0-0 to 14.8-0. Exterior(2) 14-8-0.to 17-8-0, Interior(1) 17-8-0 to 29-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 chard live load nonconcu enl with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1=493, 5=493. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 31,2019, ®WARNING-Venfytleslgnparamelers ardREAD NOTES ON THISAND INCLUDED MITER REFERENCE PAGEMU-7473 rev. 1ad3aOI5 BEFORE USE. assas Design valid braze onlyanih Mlrek®connectore. The design Is based only upon parameters ahown, and Is for an Individual buaGng composed, not ME' a Was syvem. Before use, the building MsignelmuM very Me applicability ofdevgn parameters and property lncomoince Nis tlegn vintothe overall buildingdedgn. Bracing Indicated is to prevent buckling of Individual fuss web Wells client members ony. AAdalonaltempomrya„dpennanemlessa g MiTek' Is ahrap required for Stability and to prevent mAapsewith possible personal injuryand prepe,ry damage. Forgeneralguldanceregami,tre recreation, Usage, degvery, erection and bracing offusees and truss systems,see ANSU'ref Quality Criteria, DSB49 and BCS1 Building Component 6904 Parke East BIW. SassylnformMbn awgable hem Truss Rate InMOo.218 N. Lee Biren, Buse 312, Alexandra, VA22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Hayes Residence T18536322 J38453 B02 Hip t 1 Job Reference (optional) i o,usuu, r4mawverc mauseres, Inc. mu uo ir¢w:ozzum raga Scale=1:49.3 4x8 = Axe 3 20 21 4 3x4 = 1.4 II 3x4e= 3x8 = U4 — 1x4 II 3x4 7-1-2 I 13-6-8 I 15.9b zz-z.14 zs-0-0 Plate Offsets (%,Y)- 13:0.5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.12 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.3010-11 >999 240 BCLL 0.0 ' Rep Stress Ina YES W9 0.89 Horz(CT) 0.11 6 n/a RIB BCDL 10.0 Code FBC2017yTP12014 MaUlx-MS Wnd(LL) 0.17 11-14 >999 240 Weight: 14416 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-7-15 0o purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5.3.12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1320/0-8-0,6-1320/0-8-0 Max Horz 1=-179(LC10) Max Uplift 1=-093(LC 12). 6=-493(LC 12) FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) Or less except when shown. TOP CHORD 1-2=2775/1311, 2-3=1946/1016, 3-4=1716/1018, 4-5=1948/1017, 5-6=2774A311 BOT CHORD 1-11=-113212512, 10-11=113212512, 9-10=676/1714, 7-9=-1120/2511, 6-7=1120/2511 WEBS 2-11=01304, 2-10=907/506, 3-10=168/440, 4-9=215/441, 5-9=9051505. 5-7=0/302 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=160mph (3-second gust) Vasd=124ni TCDL=5.0psf, BCDL=5.Opsf,, h=15ft; B=45ft; L=24ft; eave=4ft; Cat II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exte ior(2) 0-0-0 to 3-04). Inlenor(1) 3-0-0 to 13.6.8, Exterior(2) 13-6-8 to 20-0-7, Interior(1) 20-0-7 to 29-4-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 noncencument with any other live loads. 6) a 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 Ib uplift at joint(s) except (jt=lb) 1=493, 6=493. Thomas A Albert PE Ng.39380 MlTek USA, Inc. FL Cart 6634 0904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING-Va irydesignpaamelea and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIIJ473 rev, 1"3/2015 BEFORE USE Design valid foruse a llywim Urrek® cdnnevors. This design Is based ony upon parameters shom, and is Wan individual W6ding compone,IL not ass �**ee ITS! a Uuss system. Before use, the building designer mustve iy the applicability of daWn parameters and proper NIx,orm. We design WA me overall Dwldingdealgn. BreWg Indicated is to prevent Waling MindMdual Wssweban&orchod members only. AddYionallempomryandpermanentbracing MiTeW Is always required for slablaty and to prevent cuuapss with possible personal Injury and proper damage. For geneml guidance regarding the fabriseacn, storage, delivery, eredion and brsdng of trusses and "as systems, see ANSVrPH quality Crrfeda, DSBde and SCSI Building Component 6904 Parlor East BIM. Sareylnformagon available bom Tmss Rate Inname.218 N. Lee gmM, &fte 312, Alexandria, VA22314. Tampa, FL 36610 Job , , Tress Truss Type Dry Ply Hayes Residence T18536323 J38453 B03 Hip 1 1 Job Reference (optional) case',uu,l Iress, n. Tiered, rL oReeo 4x8 = 4x4 = 3 20 21 4 U.Z4 S JUI 19 ZUle MI I OK mOUSRIeS, me. I nil VCt 41 1J:UU:4J Zulu Scale = 149.3 11 lU e T Slid = ix4 II 3x4 = Sx8 = 4x4 tx4 N Slid = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code FBC2017rrP12014 CSI. TC 0.61 BC 0.86 WE 0.78 Matrix -MS DEFL. . in (too) VdeO Lid Vert(LL) -0.12 10 >999 360 Vert(CT) -0.3010-11 >999 240 Horz(CT) 0.11 6 Na Na Wind(LL) 0.17 9-10 >999 240 PLATES GRIP MT20 2441190 Weight: 14210 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-3-6 Be bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1320/0-8-0, 6=1320/0.8-0 Max Horz 1=172(LC 11) Max Uplift 1=-493(LC 12), 6=493(LC 12) FORCES. file) - Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-2=2794/1347, 2-3=2003/1060, 3.4=1772/1059, 4-5=2004/1060, 5-6=2793/1347 BOT CHORD 1-11=1169/2531, 10.11=-1169/2531, 9-10=730/1771, 7-9=1157/2531, 6-7=1157/2531 WEBS 2-11=01291, 2-10=866f487, 3-10=157/445, 4-9=193/446, 5-9=865/486, 5-7=0/290 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=5.Opsf; BCDL=S.Opsf; h=151t: B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and G-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 13-0-0, Exterior(2) 13-0-0 to 20.6-15, Interior(1) 20-6-15 to 29-4-0 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water pending. 4) 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 nonconwrrent 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 lb uplift at joint(s) except (j --Ib) 1=493,6=493. t$ Thomas A. Albani PE No.39390 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data. October 31,2019 ®WARNING-Vedyy design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE 16111-7473 rev. 1=37015 BEFORE USE. Design valid mouse only won MTeaDoomeelala. TNs design Is based =V upon parameters shown, and is for an individual bugling Component, not my a Wss system. Before use. the building designer meet vedythe appAaablNy of deep parameters and propedy incelporale this design into the overall bulldingdeslgn. Bracing indiested late pravent buding a mosNdual buss web andlaahord members only. AilOtlland temporary and permanent bracing MiTek' IsalwaysmguVed MrsabililyandtoprewmwlispsewithpasslbleperwnalinjurymdpmpertVdamage. Forgenemiguidanearegardingthe fabdealkn,Storage. del4e, eredl0a and bamdol armless and Was systema,see ANSI/rPN Quality Canado,DSB-e9 and BCS/ Building Component 69D4 Parke Fast Blvd. Sefelylnbrmerhan available Vom Truss PIMainMkWe,218N.Le MmM.g fte312,Alexandda,VA22314. Tampa, FL 36610 Job Truss Truss Type City Ply Hayes Residence T1B536324 J38453 B04 Hip 1 1 Job Reference a tional ;ads% russ, Ft. Plena, FL 3494B 8.240 s Jul 14 2019 MITek Industries, Inc. Thu Oct 31 13:00:44 2019 Page 1 ID:7gH126alRIKVv8ymbOFoycK__N.y_KDmvt_NbM W R7K4yaoXN W rl9da_CFNSnMayNuAn 63-8 -� 11-11-0 I 83-8 57-12 &2B2 S-012 -01I F4.1 3UKPV 4a8 = 1x4 II 4x8 = 3 18 19 2D 4 21 22 5 3x4 = 1.4 II 3x4 = 3xB = 3x4 = 3x4 = 3se II 634 11-11-0 23-4-12 2940 am 1 i]-12 1 s4-1z 1 54-1z 1 511-0 ' Plate Offsets (X,Y)— f3:D-5-4,0-2-0I, f5:0-5d,0-2-0I LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.10 11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.2411-12 >999 240 BCLL 0.0 ' Rep Stress Ina YES Wit 0.59 Holz(CT) 0.08 17 n/a nda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wlnd(LL) 0.14 11 >999 240 Weight: 159 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 6-7: 2x6 SP No.2 BRACING. TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or4-11-15 oc bracing. REACTIONS. (lb/size) 1=1310/0-8-0, 7=131010-8-0 Max Horz 1=139(LC 12) Max Uplift 1=-483(LC 12), 7=496(LC 12) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2799/1375, 2-3=2096/11%3-0=1864/1089, 4-5=1864/1089, 5.6=14271761, 6-7=.1254f723 BOT CHORD 1-12=1345/2539, 11-12=1345/2539, 10-11=-940/1868, 8-10=594/1233 WEBS 2-12=0/254, 2-11-770/449, 3-11=130/468, 4-10=453/339, 5-10=443/886, S-8=-011/314, 6-8=612/1295 NOTES- 1) Unbalanced root live loads have been censidered for this design. 2) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf BCDL=5.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(l) 3.0-0 to 11-11-4. Extedor(2) 11-11-4 to 16-2-3, Interior(1) 16-2-3 to 23-4-12, Exterior(2) 23-4-12 to 27-7-11, Inte tor(1) 27-7-11 to 29A-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chum and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 1=483, 7=496. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cod6634 6904 Parka East Bed. Tampa FL 33610 Data: October 31,2019 ®WARNING -Venfy design RarannsWe and READ NOTES ON THIS ANDINCLUOED M?EK REFERENCEPAGE 9II-7Q3 ray. 10/e32015 BEFORE USE. ■' Design valid for use onyien sorest!) connected. lNs design is based" upon parameters shown, and is (wan individual building component, not q` a truss system. Before use, tee building design rmucveriy Me appkadiBy of dedgn parameters and pmpery Incorporate Nis design Into Me oversg b ilefir sign Syncing reffoated Is to Prevent Welding ofirdividual truss web andfori,hors! members only. AdditionaltempmaryeMpeammindbracing MiTek' is staays required for nobler, and to prevaM collapse wet possible personal injayand propeny damage. Fwgenendgultlancamgardirgibe fOAmtion,storage,delivery,erecionandbmdngef umsarMWsssystem,see ANSIMPHDua@y green., DSB49 and BCSI BuIlding Component 691 Paake East BIW. Safeylnformeflon avflableaom Truss PlcelnWOe.210N.Lee Rmel,8uae312,Alexandda,VA22.114. Tampa, FL 35610 Job ' • toss Truss Type Oty Ply Hayes Residence T78536325 J38453 B05 Hip 1 1 Job Reference (optional) e East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 142019 MiTek Intlustries, Inc Thu 003113:00:452019 Page ID:1gH126alRIKVv8yfnb8Foyck_N-OBuc_Ftc8vUMXbiXegMCIG HaetelM4gLT1BKulyNuAm -1-2-8 �I 9� 2-22 I 2-0-0 -05G599141-2&1� ki Scale=151.1 4x8 = Erl-> 4 21 22 5 1< 11 1V O 3z4 = 1.4 II 3x4 = 3z8 = 3z4 ix4 II 3z4 = 5-9-14 11-0-0 18-0-0 230-2 29d-0 SG.td 5.'J_� ]dfl 5_'l_'l S.M1d 4 io Plate Offsets (X,Y)— f4:0-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) BdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(L-) -0.13 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3310-11 >999 240 BCLL 0.0 ' Rep Stress Ina YES WE 0.43 Horz(CT) 0.11 7 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MS Wind(LL) 0.1710-11 >999 240 Weight: 1401b FT=0% LUMBER. TOP CHORD 2x4 SP No.2 *Except' 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SO No.3 REACTIONS. (lb/size) 7=1318/0-8-0, 2=1406/0-8-0 Max Hom 2=160(LC 11) Max Uplift 7=491(LC 12), 2=582(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-2-12 oc bracing. WEBS 1Row at midpl 4-10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD 2-3=2839/1410, 34=-2229/1184, 4-5=2007/1158, 5-6=2233/1172, 6-7=2842M,108 BOT CHORD 2-12=1236/2563, 11-12=-1236/2563, 10-11=-885/2OD4, 8-10=122312581, 7-8=1223/2581 WEBS 3-1 1=-652/389,4-1 1=-101/464, 5-10=1121465, 6-10=668/401 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft; B=4511; L=24f1; eave=411; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exlerior(2) -1-2-B to 1-9-8, Intedor(1) 1-9-8 to 11-0-0, Exterior(2) 11-0-0 to 15-2-15, Intenor(1) 15-2-15 to 18-4.0, Exterior(2) 184-0 to 22-&15, Interior(1) 22-6-15 to 29-4-0 zone; canfilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 3) Provide adequate drainage to prevent water policing. 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 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 It, uplift at joint(s) except Ut=1b) 7=491, 2=582. Thomas A Albert PE No.39380 MiTek USA, Inc. FL Cert8834 69U Parke East Blvd. Tampa FL 33610 Data: October 31,2019 ®WARNING -Verify tleslgn paameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PA GE MII-0473 rev. 1MM015 BEFORE USE. Desgn valid mr use only with MiTekle Can nectam. rub design Is based only upon pammeteIS shown, and is for an individual bulling oempomml, not �• a bass system. Before use, the building designer must verily 0e applcebilay, of design parameters and propeM inearyerele Ins design into 0e oserell buildingdesign. Bracieglndieatedistop went backing orindivkualImes web anNmChord members eay. AdditionaltemporaryaMpermanembracing MiTek' is always required for stability and to present collapse with passible personal injury and propeMdamage. FmgmessIguidanceregaminglhe fammam.storage, daneey,ere6on and among otWsus and Wss".me. see ANSt4P11 Qualify Canada. DSB419 a ad SCSI Building Component 1� Sareyrnyormaflan awlable fmn Tmss Plate InsN e, 218 N. Lee Slmet. Suite 31t nexendda, VA22314. Tam Tampa, R 3aa10 Job cuss Truss Type Oty Ply Hayes Residence T18536326 J38453 B00 Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:00:46 2019 Page 1 ID:7gH126a[RIKVvWnbflFoyck N- NS BbuEvDcD9IGjCNuRtygscGxsSaeViwoTyNuAI 11-28 j 14-M 20-4-0 1-2 1-2-8 a2 Sa2212ag14 I 2910 4x8 = 1x4 II Axe = Scale = 1:51.2 12 11 -9 4x4 = 3x4 = Us = 4x4 = 4.4, 3x4 = I g-o-0 I tale-o I 2a-4-o I 29-4-0 9-0-0 5d-0 5-&D am Plate Offsets X(_ ,Y) [2:0.1-2 Edge) [4:0-5-4 0-2-0) [6:0.5-0 0-2-0) [8:0-1-2 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Bdee Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.16 9-15 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.40 9-15 >870 240 BCLL 0.0 ' Rep Stress Ina YES We 0.26 Horz(CT) 0.11 8 real n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(ILL) 0.20 11 >999 240 Weight: 140 Do FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-U-6 cc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 8-1318/0.8-0, 2-1406/0.8-0 Max Horz 2=134(LC 11) Max Uplift 8=-491(LC 12), 2=-582(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.2846/1515, 3d=2446/1269, 4.5=2603/1443, 5-6=2603/1443, 6-7=2454e1261, 7-8=-2863/1513 BOTCHORD 2-12=-1343/2600,11-12=999/2212,9-11=977/2219,8-9=1331/2620 WEBS 3-12=-455/379,4-12=76/428,4-11=307/576, 5.11=-452/345,6-11=291/571, 69=.81/432, 7.9=-069/389 NOTES- 1) Unbalanced roof live loads have been cansidered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL�5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8. Interior(l) 1-9-8 to 9-0-0, Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 204-0, Exterior(2) 204-0 to 24-8-6, Interior(1) 24-8.6 to 29-" zone; cantilever left and right exposed ;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 par bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will to between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 1001b uplift at joint(s) except (t=lb) 8=491, 2=582. Thomas A. Albert[ PE No.39380 MiT9k USA, Inc, FL Cat 9904 Padre East Blvd. Tampa FL 33810 Date: October 31,2019 ®WARNING -Venly design parameleie and READ NOTES ON THIS AND INCLUDED ARTEK REFERENCE PAGE MII.7473 rev. 10/013015 BEFORE USE. Design valid for use ony wM kbTec® connectors. Ttas design is basea only upon parameters shown, and is for an individual building mmpanenL not ��®® a Wss system Before .,..Me boiling designer ..at vere Ne applicability of design parameters and pmpaq Incorporate ible dedip into Me overall �tY� bwllgdesign. Breeding iflloged is to prevent buckling M individual truss web arl/m Mont members only. Additional temporary and permanent bracing M1Teka Is always required for stability and to prevent collapse wM posside personal injury and property damage. Forgeneral gulance negading Nit fabdcaaon. aorage.deWery, erection and mating d iress"I'di Wss systems, see ANS"Prf Quality Chong, DSBJr9 and SCSI Building Component 6904 Pad,e East Blvd. Salerylnlomest an avabble Ion Tmse Plata lns O..21$ N. Lee Mmd, Suite 3lZ Nexandm. VAM14. Tampa, FL 36610 Job rasa Truss Type Oty Ply Hayes Residence ' T78536327 J38453 807G Hip Girder 1 2 Job Reference (optional East Coast Truss, Ft. Pierce, FL 34946 8,240 s Jul 14 2019 MITek Industries, Inc. Thu Oct 31 13:00:47 2019 Page 1 ID:?gH126aIRIKVv8yfn1CgFoyck_N-MZOMPxvsgVA4mvrvm5PgO9NugGzgzCexLgRzvyNuAk 1-2-8 1-2A 1 12-1-15 7-23-0 3-26-22 I 2&9941-0435-154 Scale=151.2 ass = 1x4 II 3x4 = 4x8 = 11 29 30 " 31 10 32 33 ° 34 35 ° &B = 1.4 II as = sea M = 3x4 = ix4 II ass = 3-9-14 74)-0 12-1-15 22-0-0 25b-2 29d-0 3-&14 3-2-2 5-1-155-t-15 1 3Ad I 3.9.t4 Plate Offsets (X,Y)- (3:0-5-4 0-2-01 (6:0-5-4 0-2-01 (7:0-0-2 0-0.01 LOADING (par) SPACING. 2-0.0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.22 9-11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.51 9-11 >689 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.43 Hoa(CT) 0.13 7 TUG Na BCDL 10.0 Code FBC20171rP12014 Matrix -MS Wind(LL) 0.29 9.11 >999 240 Weight: 265 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 7-10: 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=265310.8-0, 2=2741/0-8-0 Max Horz 2=107(LC 7) Max Uplift 7=-946(LC 8), 2=1038(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 7-11-11 oc bracing. FORCES. (Ib)-May. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=6144/2163, 3<=7476/2745, 4-5=7476/2745, 5-6=7479/2748, 6-7=6158/2179 BOT CHORD 2-12=189615589, 11-12=1898/5621, 9-11=2591/7479, 8-9=1914/5635, 7-8=1912/5602 WEBS 3-12=-27/736, 3-11=796/2242, 4-11=7861519, 5-9=-808/516, 6.9=-786/2237, 6.8=-37`740 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"x3l nails as follows: Top chords Connected as follows: 20 -1 row at 0-9-0 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 Go. 2) All loads are Considered equally applied to all plies, except H 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; Vutl=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Ops1; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1$ MWFRS (directional); Cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0ps/ 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. 9) Provide mechanical Connection (by others) of truss to beading plate capable of withstanding 1001b uplift at jolm(s) except (p=lb) 7=946,2=1038. 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 18516 dawn and 1821to up at 7-0-0, 185 Ib down and 1771b up at 9-0-12, 1851b down antl 17716 up al 11-0-12, 1851b down and 1771b up at 134}12, 1851b down and 1771b up at 14-8-0, 1851b down and 1771b up at 1634, 185 Ib down and 1771b up at 18-3-4, and 1851b down and ITT Ite up at 20.3-0, and 185lb down and 182 lb up at 22-4-0 on top chord, and 441 It, down and 107 he up at 7-0-0, 92 Ib down at 9-0-12, 92 Ib down at 11-0-12, 92 lb down at 13-0-12, 92 he down at 14-8-0, 92 lb down at 16-3-4. 921b down at 18-3.4. and 92 Ib down at 20.3-4, and 441 lb down and 10716 up at 22-3-4 on bottom chord. The designiselection of such Connection devioe(s) Is the responsibility of others. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Colt 8634 9904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,ontinued on pope 2 ®WARNING- Vainly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14IIJ473 rev. 10NS/3015 BEFORE USE. ��e® Design said fcrus, onlywco MdeM connectors. This design is based "Won parameters shown, and la for en IrdlNdual Wading componea not a truss system. across Use. the building designer must sorry Me applicability of demp pammehus and progeny lncoryorale INS demon into Ne overall ftY�• ffftttYYY builchgdeslgn. Bracing indicated is to prevent Welding ofindvldual lmssweb Indeed chom members only. A4deional temporary and parmanem bracing MiTek' Is always required for stability andto prevem collapse with possible personal injury and pinpeMdamage. Forgemdal l adanca regaN,ng the fabrication. Storage, detivery, eredion and ball oftrusses and Wss systems. see ANSI?P/1 deeply Coined., DS049 and BCSI Building Component 6904 Parke East BIW. Salelyinfxmmion magable hoed Truss Pirate Merriam. 218 N. Lee Street. Sure 312. Alexandria, VA 22314. Tampa. FL 36610 Truss Truss Type pty Ply Hayes Residence rJ31453 T18535327 607G Hip Girder 1 q L Job Reference (optional) • East Coast Tnrss, Ft. Pierre, FL 34946 8.240 a Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:00:47 2019 Page 2 ID:7gHl26alRIKVvByfnbOFoyck_N�ZOMPxvsgM4mvrvm5PgD9W¢gGzgzCexLgRzv NuAk LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3-70. 3-6=70, 6-7=70, 13-16=20 Concentrated Loads (lb) Vert: 3=-142(F) 6=142(F) 12=441(F) 8=-441(F) 19=-142(F) 20=142(F) 21=142(F) 24=142(F) 25=142(F) 26=142(F) 27=142(F) 29=73(F) 30=73(F) 31=73(F) 32=-73(F) 33=73(F) 34=73(F) 35=73(F) ®WARNING -Verily design Parameters and READ NOTES ON TIOS AND INCLUDED INTEN REFERENCE PAGE MI4I473 rev. 1WON20IS BEFORE USE. Design valid foruse enlywbb MTeWconneards. This design is based only upon parameters Nown, antl is for an irwividual Wilding Component, not a Inds system. Before use, 0e buiMing designer must very Me apprarbildy of design parameters and properly carxeste Nis design into Me overall bulkingdesMi. Basting rMicated Is to prevent Warning of NdrAdual truss web andbr tlmrd members only. AMAJonaltemporaryendpeimanentbracing MiTek' Is sways required for Stability and to prevent Collapse win passible personal njuryand property damage. Forgenerelguldanceregardingtbe fabrication, sta%.delivery, erection and bracing ofbusees and Was systems.see ANSYTPI1 Duality Cdleda, DSB419 end BCSl Building Component Son 8904 Parke East BNd. Serreyyo lnrm avaaabk Wm Truss Plate Ins e, 218 N. Lee MmM.8 de 312, Al dda,VA=14. Tartpa, R 36610 Job Truss TrussType City Ply Hayes Residence T1 8536328 J38453 BOB Roof Special 1 1 Job Reference [optional) East Coast Truss, Ft. Pierce, FL 34946 4x4 = 3 4x4 = 8,240 s Jul 14 2019 MITek Industries, Inc Thu Oct 31 13:00:48 2019 Page 1 ix4 = Scale =1513 b' 3z4 = 3x4 = 3x8 = Sx5 = 3x4 = 3x8 II Plate Oftsets(X,Y)— f6:G-5-40-2-01 f10:0.2-80-3-01 LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.3011-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.08 8 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MS Wind(LL) 0.17 11 >999 240 Weight: 160 lb FT as0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'ExcepP BOT CHORD 7-8: 2x6 SP No.2 REACTIONS. (lb/size) 1=1310/041-0,8=1310/D-8-0 Max Horz 1=139(LC12) Max Uplift 1=-083(LC 12), 8=-496(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2776/1297, 2-3=-2629/1313, 3-4=2544/1346, 4.5=2292/1202, 5.6=2014/1088, 6-7=-1200/630,7-8=1276/699 BOT CHORD 1-12=1256/2520, 11-12=874/1826, 10-11=983/2030, 9-10=502/1041 WEBS 2-12=-446/354, 3.12=-363/787, 3-11=591/1202, 4-11=11761687, 5-11=133/357, 5-10=-651/418,6-10=-597/1232,6.9=610/387, 7-9=597/1253 Structural wood sheathing directly applied or 2-11-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-1-7 oc bracing. 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=5.Ops1; BCDL=S.Opsf; h=15ft; B=45ft; L=241t; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional) and G-C Exledor(2) 0-0.0 to 3.0-0. Inlenor(1) 3-0-0 to 12-2-0. Exterior(2) 12-2-0 to 14-4-12, Inleriar(1) 14-4-12 to 25-4-12, Exterior(2) 25-4-12 to 28-4-12, Intenor(1) 28-0-12 to 29-1-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 nenconcument 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 Tn between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=483, 8=496. Thomas A Albani PE No.39380 MITak USA, Inc. FL Cen6634 6904 Parke East Blvd. Tampa FL 33610 Date October 31,2019 ®WARNING -Verily design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIs7473 rev. 1"MO15 BEFORE USE. Design wild for use only wah MMsM ConnMors. This design is Eased only upon parameters shown, and is far an indradual bulling component not �- A truss system. Before use, the building designer must verily the applicability of deign parameters and property maximums. this design Into me overall EuiMingdosign. Bracing iMiwedistopreventbvcllingofmdhtdualmiss web ardiorNONmembers onty.AddEionallempomryardpermaneNbranig MiTek' is eWayS required for atabilbyand to preceN coOapsawM possible personal inlury and pmpeMdamaAe. Forgermaguldameregardingthe Indicate, Storage, delivery. emotion and among of" nos and Coss Systems, see ANSV7Pr1 Quality CM¢da, DS849 and SCSI Building Component 6904 Parka East BIW. SAetylnfarmadon notable (turn Truss Plate Insfitme, 218 N. Lee Street Suite 31Z Alexandria, VAMI4. Tampa, FL MID Job . . Truss Truss Type all Ply Hayes Residence T78536329 J38453 B09 Root Special 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34M 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:00:49 2019 Page 1 ID:?gH126alRIKVv8yfnb8Foy& N-Iy86gdx7C8—nOC?ItWR8VaSM1UzLIpTxOf9YloyNuAi 1 6-0-14 12-z-0 16-0-12 21-10-12 I 27-0-12 1 z94-0 r 6-0-14 5-9-2 4-2-12 5fi0 55-0 1-11-0 Scale =150.3 4x4 = 3x4 = 3x4 = 3x8 = 3x4 = 4x4 = Sx5 = 8E-4 i6-0-12 21-10-12 z74-12 z9-0U 8S6 I Z1nA I 5.a-0 fifi0 1 1-Nit r Plate Offsets (X,Y)— (8:0-2-4 0-2-12( LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/de8 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 115 TC 0.55 Vert(LL) -0.16 11 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.4011-12 >863 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.08 8 his n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(L-) 0.22 11 >999 240 Weight: 1511b FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Excepl' BOT CHORD 7-8: 2x6 SP No.2 REACTIONS. (Ib/size) 1=1310/0.8-0, 8=1310/0-8-0 Max Hom 1=139(LC 12) Max Uplift 1=-483(LC 12), 8=-496(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2763/1300, 2-3=249011216, 3-4=3165/1590, 4.5=2811/1375, 5-6=2202/1107 BOT CHORD 1-12=-1251/2511, 11-12=-865/1824, 9-11=1051/2202, 8-9=-333/639 WEBS 2-12=-474/369, 3.12=260/690, 3-11=782/1616, 4-11=1492/843, &11=3351718, 5-9=-823/502, &9=84011831, 6-8=13397742 Structural woad sheathing directly applied or 2-10-11 ac pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 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=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4fi; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (direclionap and C-C Extenor(2) 0.0-0 to 3-D-0. Interior(1) 3-&0 to 12-2-0, Extedor(2) 12-2-0 to 15-2-0, Interior(1) 1&2-0 to 27-4-12. Extedor(2) 27-4-12 to 29.14 zone; Cantilever left and night exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 pan bottom chord live load noneonwment 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 It, uplift at joint(s) except at --lb) 1=483,8=496. Thomas A. Albani PE No.39380 MIT& USA, Ina FL Cart 66U 6904 Parke Fast Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING- Ve1iry0e1rgn1ar I.rsand READ NOTES ON THIS AND INCLUDED MITEK REFERENCEVAGE Mll-7473 rev. 10/03/2015 BEFORE USE. assass Design valid for use only adb MTeW coeva lors. This design is based only upon parameters Norm, and is for an Indiodual bulling component. no ��• a truss system Before use, Me building designer mustvermrs iry Me applicability added, Paraeteantl properlyWverall blcorpemte s design Into Me o buiNingdeaign. Bracing indicated is topweentbucxragofIndividual truss web andlarchord! members only, Auldibonad won,x iryandPecolbracing MiTek' s always required for stability and to prewuld collapse wra possible personal injury and Property damage. For general guidance regarding its fabrication, Storage. delivery, erection and booing M Uusses and buss Systems, ase ANSVTPIf Qualifyfiteda, DSB49 and Best Building Component 6904 Parke East BIW. Sarefylnfarmaaon avaitable M1om Toss RMe ln9ftWe 218 N. Lee SueM, Suite 3l2. Ne andri . VAa314. Tampa. FL 36610 Job Truss Truss Type Oly Ply Hayes Residence T1B536330 J38453 B10G Roof Special Girder 1 Job Reference (optional) Last coast Tuss, rL Pierce, hL "J4946 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 13:00:582019 Page 1 I D:?gH126alRIKVv8yfnbflFoyck N-YhAWii2m4v7W1bB1 w5FMUKt264GwrGTZrWsmyNUAZ 1 14 1 Mg 1 12-0-12 1 753-11 1 18e-2 1 239-9 l 29-0-0 I 1-7-0 5ZA2 52- 22 32-15 32-15 5-2-15 54-7 SDD 13 4x8 = Us i 2 1.4 II 4x8 = Scale=1:51.1 2x4 II 3x4 = 3x8 = 3x4 = 3x4 = 1.4 II 44 = 6a8 = NAILED 4x8 II THD25-2 NAILED 1 1-7-4 1 610.0 1 124J12 I 15311 1 18-6-9 I 239-9 1 29-4-0 Plate OHsets_rX,YI-_ [2:0-5-4,04-0I, [4:0-53,0-2-0L [6:0-5-0 0-2-0) 110:0-2-0 0-3-121 - LOADING (part) SPACING- 2-0-0 CSI. DEFL. in (loc) Ndeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) -0.15 12-13 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.26 BC 0.82 Ven(CT) -0.3312-13 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.69 Hom(CT) 0.06 9 We n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wnd(LL) 0.1912-13 >999 240 Weight 400 Do FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 9.11: 2x6 SP No.2 WEBS 2x4 SP No.3'Except' 8-9,1-17: 2x6 SP No.2, 8-10: 2x4 SP N0.2 BRACING. TOP CHORD Structural wood sheathing directly applied or 4-5-9 cc purl except end verticals. BOT CHORD Rigid ceiling directly applied or 10-D-0 cc bracing, Except: 8-7-1 cc bracing: 12-13 8-7-10 cc bracing: 10-12. REACTIONS. (lb/size) 9=3234/D-8-0, 17=1631/0-8-0 Max Harz 17=-114(LC 8) Max Uplift 9=-1227(LC 8), 17=-631(LC 8) FORCES. (lb) -Max, Comp-IMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=531/210, 23=1755(714, 34=1755/714, 45=2749/1061, 5-6=-4154/1547, 6-7=-5830/2221, 7-B=-5830/2221, 8-9=2820/1158, 1-17=1604/614 BOT CHORD 15-16=56/434, 14-15=-879/2539, 13-14=1390/3801, 12-13=2232/5987, 10-12=-2226/5983, 9-10-1041259 WEBS 2-16=-1306/568, 2-15=730/1857, 315=-422/276, 4-15=1104/435, 4-14=546/1546, 5-14=-1960/791, 5-13=623/1758, 6-13=2742/1057, 6.10-1448fl l95, 7-10=459/324, 8-10=-2319/6101, 1-16=539/1429 NOTES- 1) 2-ply buss to be Connected together with 10d (0.131"x3") nails as follows: Top chards Connected as follows: 2x4 - 1 now at 0-9-0 oc, 2x6 - 2 rows staggered at D-9.0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-5-0 cc. Webs Connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are Considered equally applied to all plies, except 8 noted as front (F) Or back (S) 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=5.OpsF BCDL=5.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; M WFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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 nonconcUTenl 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 100 lb uplift at joint(s) except ((=lb) 9=1227, 17=631. 10) Use USP THD26-2 (Wth 18-16d nails Into Girder 8 12-1Dd nails into Truss) or equivalent at 24-SA0 from the left end to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in Contact with lumber. 12) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25') toe -nails per NDS guidlines. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 691M Parka East Blvd. Tampa FL 33610 Data: October 31,2019 ®WARNING-Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGE 1111-7473m IMM015 BEFORE USE. Design val'M tar use onywbh Mlrek® connectors. Tuts design is based amy upon pa2mete s shown, and isfman Individual building oamponea net my a truss system. Before use, to building dedgnermuetveiy the applicatiiby ofdeop parameters and proper"corparm. this deep m me overall butdingdeslgn. BmeNgindiratedistopmwnt WWingofind'Mdual Wsswe =&maodmembenony. AddionalUmponryandpeneveNbreang MiTek' is always required for stability and to prevent collapse with possible personal lNuryand property damage. Forgenenlguidanceregartinglhe fabrication. Damage, delivery, erection and bracing ofbusses and "as aystems, we ANSVTPh Quality Craton., DSB49 and BCS1 Building component 6904 Palle East BIW. Sahylnrvrmadon walabte hom Truss Plate Institute, 218 N Lea Street, Wile 312. Alexandria, VA22414. Tampa. FL 36610 Job Truss Truss Type Ott, Ply Hayes Residenm T18536330 J3B453 810G Roof Special Girder 1 q L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert: 1-2=70, 2-4=70, 4-6=70, 6-8=70, 9.17=-20 Concentrated Loads (Ib) Veit: 20=101(B) 21=107(B) 22=1942(S) 23=58(B) 24=59(1!1) 8,240 s Jul 14 2019 MITek Industries, Inc, Thu Dot 31 13:00:58 2019 Page 2 ID:7gH126a1RIKVv8yfnbflFoyc N-yhAWi2m4v7WbbB1w5FMUKt264GvurGTZrWsmyNuAZ ®WARNING -verify Jeagnparameles and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE M67473nv. IMMOISBEFORE USE. Design valid Infuse onywn MITek® connectors. Tads desgn Is based only upon parameters slrovo. and is for an Inset ual building component, not ��' a buss system. Before use, are budding designer must vedythe applirabbry of dean, parameters and property Incorporate Nis design mofhe overall bmldingdesign. Emclog indicated is to preverd budding of individual truss web Lead dmad members only. Addbianaltemporaryaepermanerdbredng M!Tek' Is always required for stability and to prevent collapse wNr possible personal injuryand property damage. Forgeneral guidance regaNirrg the fabriw4an, storage, delivery, emotion and trades oftrusses and Buse systems, see ANSM11 cootie, Caller(., DSB49 and SCSI Building Component fi904 Parke East Blvd. Safay Informadan available hod Truss Fate lnsUlNe, 218 N. Lee Sbeet, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job rus8 Truss Type 0ty Ply Hayes Residence • • T78536331 J38453 C01G Hip Girder 1 1 Job Reference (optional 4x8 = o.wu s Jun 4 61m mu erc Inausnles, no. I nu Va m la:Du:Du Luiu 1x4 II 3x4 = 4x8 = 20 21 22 4 23 24 25 26 5 27 28 29 6 FYs-108KF[•1 '- 30 31 - 32 11 33 '- 34 35 " Sea = 1x4 II 3x10 = ix4 I 34 = 3x8 M18SHS = 4x4 = Plate Offsets MY)— 13:0-5-4,0-2-01,16:0-54,0.2-01 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.45 10-12 >642 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Veri -0.5510-12 -524 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inv NO WB 0.69 HOrz(CT) 0.12 7 Na n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 109 lb FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2'Except' TOP CHORD 3-6:2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.1 WEBS Zx4 SP No.3 REACTIONS. (lb/size) 2=1725/0.8-0, 7=1725/0-8-0 Max Horz 2=82(LC 6) Max Uplift 2=-1092(LC 8), 7=1092(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4694/2135, 3-4=4951/2963, 4-5=4951/2963, 5b�4952/2965, 6-7=-3694/2134 BOT CHORD 2-13=1859/3354, 12-13=1866/3372, 10-12=-2811/4952, 9-10=1866/3371, 7-9=1858/3353 WEBS 3-13=-112/372, 3-12=1035/1798, 4-12=-526/341. 5-10=539/338, &10=-1037/1800, 6-9=-111/372 Structural wood sheathing directly applied or 1-11-5 oc purlins. Rigid ceiling directly applied or 3-8-9 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf, h=15ft; B=45ft; L=2411; eave=4ft; Cal II; Exp 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) 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 nonconcument with any other live loads. 7) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at jolm(s) except Ot=lb) 2=1092, 7=1092. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 128 lb up at 5-0-0. 141 lb down and 123 It, up at 7412. 141 lb down and 123 lb up at 9-0-12, 141 lb down and 123 It, up at 11-0-12, 141 Ib down and 123 Ib up at 12-11-0, 141111 down and 12316 up at 14-11-4, and 141 Ib down and 123 lb up at 16-114, and 141 Ib down and 128 Ib up at 19-0-0 on tap chord, and 2241b down at 5.0-0, 871b down al 7-0-12, 871b down at 9-0-12, 871b down al 11-0-12 871b down at 12-11-4, 871b down at 14-11-4, and 117lb down at 16-114, and 2241b down at 18-11-4 on bottom chord. The designiselection of such Connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A Albert PE No.39380 MiTek USA, Inc R. Can 669 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 ®WARNING - Verifydaalgnparamelere and READ NOTES ON TMS AND INCLUDEDMITEK REFERENCE PAGEMII-7473 rev, r0/OM015 BEFORE USE. Design valid for use only wall MTek® corrosion. This design Is based any upon pearl shown, and Is for an iMiMdual building Component, not ITS I- e W ss system Before use, are buiding dadgnermust very me eppacabilily of devgl panmetme and propeM o'comorete cob tlasign Nto Na overall buildingdesign. greens Indented is to preventbudingofIndividualtrusswebandhxtlndmembersony.AIdalonalremporeryandpermanembradng MiTek' is always required Mr snba4y and to sense collapse with possible personal Injury and property damage. For general guidance regarding Me rabnovion, Starage, deWeryredMass, eon and bradng Aimless and Mass systems. see ANSVTP/i Duality CrM8a ede, DS9 and BCS1 Building Component ®on 6904 Parka East BIM. Safeylntarm available hem Truss Plata lnslaute,218 N. Lee Send. Suite 31Z Alexandria, VA=14. Tampa, FL 35510 Job TrussType Cry Ply Hayes Reside=T78536331 J38453 LC�015G Hip Girder 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:00:59 2019 Page 2 ID.?gHl26alRIKVv8yfnbgFoyck_N-0Ikuw22OrCFNCImDT=UvhszWN0eL8PhDa3ODyNUAV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=70, 3-6-70, 6-8=70, 14-17=20 Concentrated Loads (Ib) Vert: 3=-75(F) 6=-75(F) 13=120(F) 9=120(F) 21=75(F) 22=75(F) 24=-75(F) 25=75(F) 27=-75(F) 28=-75(F) 30=-47(F) 31=-47(F) 32=-47(F) 33=-47(F) 34=-47(F) 35=47(F) ®WARNING- Vedrydeg1n1.moNIers and READ NOTED ON TIES AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 1040312015 BEFORE USE. Design valid Ionise I n t wtih 1470,3 connectors. 11, design is based ony upon parameters shown, and Is form IncMdual builtng component, not my e buss system. Before use, the building designer must verythe applicability M design parameters and property Incomorete Nis design Into the overall bulldingdesign. Bracing beiceted is to prevent bucklInIndividual g of Indual Wss chard web enter members ony. Addidonaltemporeyandperegrentbracbg MiTek' Is always required for stabity and to prevent collapse with possible personal injury and property damage. Furgeneadgugainceregardigthe famoagon, storage, delivery, erection and Arming oftmsses and truss systems, see ANSg 100elly CdOde,DS& Send SCSf9allding Component 6904 Parke Fast BNO. SafeylnformeUon avensble from Truss Pig. Images, 218 N. Lee Sme. Suite 31Z Alevndra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Hayes Residence T18536332 J38453 Do1G Hip Ginter 1 1 Job Reference (optional) I 5.Do 12 5x8 = h.Z4U5JUI 142UIU Md el, lndUStrles, Inc. Thu Oct 3113:01:002019 4x4 = 5x8 = 3x4 = 1x4 II a Je 6x8 = as as 3x8M18SHS = ad 40 1x4 I 3x4 = 5x5 = Style =1:38] LOADING (psf) SPACING. 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.80 BC 0.88 WB 0.62 Matrix -MS DEFL. Vert(LL) Vert(CT) HOr;: CT) Wind(LL) in (loc) 9de0 Ud -0.27 10-12 >958 360 -0.62 10-12 >410 240 0.08 7 We ma 0.34 10-12 >756 240 PLATES MT20 M18SHS Weight: 96 lb GRIP 2441190 244/190 FT=0% " LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-4-1 DO pudins. 3-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1179/0.84, 7=1179i Max Horz 2=-56(LC 23) Max Uplift 2=-447(LC 8), 7=-447(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-24817762, 3-0=4351/1430, 4-5�435111430, 5-6=4350/1433, 6-7=24801762 BOT CHORD 2-13=-619/2269, 12-13=-6122287, 10-12=1324/4350, 9.10=-612/2278, 7-9=618/2261 WEBS 3-12=-73112162, 4-12=388/248, 5-10=393/245, 6-10=734/2162 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=5.Opsf; BCD1_=5.0psf; h=1511; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and dght 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 center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will f8 between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joints) except (p=1b) 2=447,7=447. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 98 Ile down and 69 Ile up at 3-0-0, 103 lb down and 64 Ib up at 5-0-12, 98 fig down and 64 lb up at 7-0-12, 98 Ib down and 6411b up at 9-0-12, 98 lb down and 64 lb up at 10-8-0, 98 Ib down and 64 Is up at 12-3-4, 98 to down and 64 lb up at 14-3-4, and 103 lb doom and 64 lb up at 163-4, and 98 Ib down and 69 lb up at 184-0 an top chord, and 72 lb down at 3-0-0, 25 Ib down at 5-0-12, 25 lb down at 7-0-12, 25 le down at 9-0-12, 25 fig down at 10-8-0, 25 It, down at 12-3.4, 25 to down at 14-3-4, and 25Ib down at 16-3-4, and 72 Ito down at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-6=70, 6-8=70, 14-17=-20 Thomas A. Albani PE No.39380 INTO USA, Inc. fL Cert 6634 6904 Padre Etun Blvd. Tampa FL 33610 Date: October 31.2019 ®WARNING- Verify design Parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIIJdn re,, IWOMO15 BEFORE USE. wwww Design valid for use onlywilh Mirek®connectars. This design Is based only upon parameters shown, and is Ivan Individual building campanent, not caw' a Dun system.syste. Before Use, the building designermust verii appikabilityof deign parameters and pnapery Ncoryorne this design intome owmll building design. Bracing indicated is to prawnt buckling N ToMdual mass web anNar More members only. Additional temporary and permanent bracing MiTek' is always moundforstabily and to prewm wllapse wNt possible personal Uji end pmperty damage. Fcrgenemiguldanceregerdingthe formation, Nonage. delivery, eregion and bmYang ofbusses and Wss Systems, see ANSgRfDually CNmda,DSBd9and BCSIBuilding Component Sarslylnloernetfon available Wm Truss Plate lnntute, 218 N. Lea Street. Suae 312, Alexandria, VA 22314. 6904 Parke East Blur. Tampa. Fi. 36610 Job nlss Truss Type pry Piy Hayes Residence T1B536332 J38453 D01G Hip Girder 1 1 Job Reference (optional) Gast coast Iwas, Ff. tierce, FL 34946 8.240 s Ju1142019 MiTek lndusnes,Inc. Thu Oct 3113:01:002019 Paget ID:9gH126a1RIKVveyfnbOFoycK__N-U31H7N30eWNEgvLPOJ8iRvPAO v:c NmEZMKdwlyNuA% LOAD CASE(S) Standard • Concentrated Loads (lb) Vert: 3=9(S) 6=9(1t) 11=16(B) 13=-39(8) 9=39(B) 20=9(B) 22=9(1t) 24=9(8) 25=-9(B) 26=9(B) 28=9(B) 30=9(B) 31=16(B) 32=-16(B) 33=16(1t) 34=16(B) 35=-16(8) 36=16(B) ®WARNING -Veal, Eesign Parameters and RFAO NOTES ON INS AND INCLUDED MITEN REFERENCE PAGE MI4I4I3 rw. 1"=015 BEFORE USE. Design valld foruse onywM MTek® connectors. This design is based only upon parameters shown, and is Man IndlNdual bWdng mmponem, not a lass as.. Before use, the btuding deal gner must vedy Me appgcabg4y, of design parameters and properly Inomporme ITS design Into the ow all bulldmgdesign. BrecNg indicated is to prevent budding of MdMdual Mass web alchord members ony. AMM10nallemporaryandpannanembmcing MiTek' 7 is allays required for stability and to prawns collapse with possible personal lNury and pmpeny damage. For general gultlance regarding 0e fdar.gan, stonage.c.1wy. erection and bracing of busses and buss Systems, we ANSYTPII Duality CHIana, DSB89 and SCSI Building Cemponont 6904 Parke East Blvc. SSMWInfaDllagan avagable M1OIn Tass Plata InsNute, 218 N. Lee Sheet, Suite 312 Aleaantltla. VA Y3014. Tampa, FL MID 5x14M18SHS = 5.00 12 2x4 II 18 4 3x4 = 3x4 = 6xiolAI8SHS = Scale=1:37.1 lu Lu Ll [L LS 4x10 = 4xe = 3x8 4x14 = HU526 6x6 = 6x1OM18SHS = 3x8 I Spewil THD262 HUS26 Sit Special Spaced 35]--7 I 13310.9 - 1 137.692 32-14-tit-0N0 13 .1 03-100144 73I Plate Offsets (X,V)-- 13:0-7-0 0.3-0] 17:0-3-e 0-3-121 t8:0-5-0 0-1-111 (9:0-6-0 0-1-8] (10:0.5-0 0-6-Oj 111-0-3-0 0-3-121 112:0-5-8 0-2-41 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) gde0 L/d PLATES GRIP TCLL 20.0 -_ Plate Grip DOL 1.25 TC 0.95 Vert(L-) -0.36 11 >714 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.80 11 >320 240 M78SHS 2441190 BCLL 0.0 ' Rep Stress Ina NO WB 0.97 Horz(CT) 0.12 8 run n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Wind(LL) 0.48 11 >533 240 Weight: 41411b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural mad sheathing directly applied or 2-5-14 oc purling. 3-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2x8 SP SS WEBS 2x4 SP No.3'Except* 3-12,7-10,512: 2x4 SP No.2, 4-12: 2x6 SP No.2 REACTIONS. (lb/size) 8=825610-8-0.2-647310-8-0 Max Ho¢ 2=66(LC 24) Max Uplift 8=-3151(LC 8), 2=2514(1-C 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=17084/6474, 3-4=27519/10473, 4-5=27517/10471, 5.6=32262/12306, 6-7=28641/10950, 7-8=-2039277793 BOT CHORD 2-13=-5915/15755, 12-13=5954/15871, 11-12=12223/32262, 10-11=-10935/28813, 9-10=-7276/19187,8-9=-7141118823 WEBS 3-13=406/1205,7-9=1408/3775, 3-12=-4892/12892,4-12=-445/229,7-10=3919/10369, 6.10=2096/843,6.11=1432/3799,5-11=-666/1602,5.12=5158/1991 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8-4 rows staggered at 0.5-0oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc, 2x6 - 2 rows staggered at 0-9.0 0o. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL-5.0psf, h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directionao; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconourrent with any other live loads. 9) ' 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. 10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100lb uplift at joint(s) except (t=lb) 8=3151,2=2514, Thomas AAli PE No.39380 11) Use USP THD28-2 (With 28-16d nails into Girder & 16-1 Od nails into Truss) or equivalent at 7-1-11 from the left end to connect MiTek USA Inc. FL Cart 6634 truss(es) to front lace of bottom chord. 6904 Parke East Blvd. Tampa FL 33610 12) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 9-0-12 Data: from the left end to 11-0-12 to connect truss(es) to front face of bottom chord. October 31,2019 Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 re¢ 1Ne3R015 BEFORE USE. MTek®mnnanors,TNs design is based only upon parameters shown, and is loran Individual buadirg componeM, nit e building designer must venal Me applicability of Basin parameters and propery Nco poodO Nis design saw the owmall aced is to prevent budding ofloc Mdual was web an Nor chord members any. AAdnionetempomryandpem,awrobracing MiTek' and to preventm9apse with possible personal injury and propeM damage. For general guidance regarding the ereMion and bradng of Mudded and Huss systems, we ANSVTPI1 Quality Cneeds, DSB49 and SCSI Building Component 6904 Parke East BIM. horn Truss Plate Institute, 218 N Lee Street, Suite 31Z Alexandria, VA 22.114, Tampa, FL 36610 Job mss Truss Type pry Ply=HayesceT18536333 J38453 D02G HIP GIRDER 1 (optional) East coast Tmss, et. Pierce, FL a4946 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 13:01:01 2D19 Page NOTES- ID:?gH126aIRIKVveyfnbgFoyck_N-yGsfLj4eNgV4S2wcalfy_6yJIJ336ABi9X3AS5yNuAW 14) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 1555 lb dovm and 608 lb up at 13-0-12, 1555 lb doom and 608 lb up at 15-0-12, and 1555 lb down and 608111 up at 17-0-12, and 1555 to down and 608 lb up at 19-0-12 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(p@ Vert: 1-3=70, 3-7=70, 7-8=70, 2-8-20 Concentrated Loads (Ib) Vert: 9=1555(F) 12=3416(F) 19=1544(F) 20=1544(F) 21=1555(F) 22=-1555(F) 23=1555(F) AWARNING-Verify design parameters and READ NOTES ON INS AND INCLUDED MITER REFERENCE PAGE MIFg4T3 rn . famditel5 BEFORE USE. Design veto for use only wh Weld® mensums.Tbis deign Is based only upon parameters shown, and is for an MMMdual baiting component, not wawa ME a bass syiem Bases, use, tie building designer must verify the appiieabirrty a design parameters and property Incorporate Nis deign intothe owrall biliingdeign. Bracing iMicated is to prawn bucong of lndMdual Mass web anther Nord members only. AddOldnaltemporaryaMpmmanenbracing MiTek' Is envoys required for stability and to Prewft collapse with possible personal injury and property damage, For general guidance regarding tie fabrication. Steatite, deWerV section and bracing of Musics and gifts systems,see ANS(4%f Quality LYfoda, DS949 and BCer Building Component SarerylnformNon aw0able M1orn Toss Plate IniflNe, 210 N. Lae SreN. Suite 312, Alexandria, VA 3231d. 6904 Parke East BIW. Tampa. FL MID Job Truss Truss Type Oty Ply Hayes Residence T18536334 J38453 D03G Hip Girder 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Ju1142019 MTek Industries, Inc. Thu Oct 31 13:01:03 2019 Page ID:?gH126alRIKVveyfnbeFoycic N.ue Pm P5wRlohM4_iSh03XlmO712aB6?crYHXyNUAU -1-241 5-0-0 10-M 164-0 21-0-0 22-0-8 1.2-e 54}0 I 543-0 5-80 5-0-0 ~t-2-8 i_j 5.o0 12 3x6 = Axe = 1x4 Axe = 3 18 19 20 21 4 22 23 24 25 5 -' 26 27 "- 9 28 - 3z9 — 4x4 = 1x4 II gas = Style=1:38.7 Plate Offsets (X Y)— (3:0-5-0 0-2-0j [5:0-5-4 0-2-0] LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OAS Vert(LL) -0.15 10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.3610-11 >717 240 BCLL 0.0 ' Rep Stress Ina NO NB 0.56 Horz(CT) 0.10 6 too n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(L-) 0.19 10 >999 240 Weight: 941b FT=0% LUMBER - TOP CHORD 2x4 SP No.2'Ezcept' 3-5: 2x4 SP 270OF 2.2E BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=1545/0-8-0, 6=1544/DA-0 Max Hoe 2=82(LC 24) Max Uplift 2=564(LC 8). 6=564(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3250/1008, 3-4=-4263/1442, 4-5=4263/1442, 5-6=3246/1010 BOT CHORD 2-11=818/2946, 10-11-812/2965, 8-10=813/2961, 6-8=819/2942 WEBS 3-11=01404, 5-8=0/400, 3-10=518/1462, 4.10=719/472, 5-10=517/1467 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-6-0Go bracing. 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=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=2411: eave=4ft; Cat. II; ESP C; Encl., GCpi=0.18: MWFRS (directional); Cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked fora 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 20.0psf 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 Ib uplift at joint(s) except (jt=lb) 2=564, 6=564. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 141 Ile down and 128 It, up at 5-00, 141 Ib down and 123 Ile up at 7-0-12, 141 Ib dawn and 123 lb up at 94J-12, 141 Ib down and 123 Ib up at 1D-8-0, 141 Ito down and 123111 up at 12-3.4, and 141 Ito down and 123 Ib up at 14-3-4, and 141 Ib dawn and 128 Ib up at 16-4-0 on top chord, and 136 lb dawn at 5-0-0, 531b down at 7-0-12, 53 Ib down at 9-0-12, 531b down at 10-8-0, 53111 down at 12-3-4, and 53111 dam at 14-3-0, and 13616 dawn at 16-3.4 on bottom chord. The design/selection of such Connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill) Vert: 1-3=70, 3-5=70, 5-7=70, 12-15=-20 Thomas A Albani PE No.39380 fniTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Dale: October 31,2019 WARNING - Verifld. iga,wan aters and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103ROf5BEFORE USE. Design esid foruse only wan MlTekdl connectors. This design is based city upon parameters Shown, and is reran Individual bustling component, not ��• a truss system. Befcre us%me building designer must verily the appilcabnty of design paremetera and prai incoryorate this design into the overall �-�•YY buiidingdesign. Suing indicated is to prevent basdiI9 of individual muss web anddr nod members only. ADdilional temporary and permanem bracing MiTek' is always raqu"uadfor stabidy and to proved collapse with possible personal Injury and pmpety damage. Forgeneralguidanceregardingme febri,a0on,storage, dativery, erepion and bracing ofmusses and Was systems, see ANSIRPMOualfycc da,DS"9and BCSIBullding Component 6904 Parka East BlU. Saferylohmmariod av flable hem Truss %ate in9dule, 218 N Lee Street, Sucre 312, Aleun , VAM14. Tampa, FL 36610 Job Truss Truss Type Oty Ply Hayes Residence Tt&536334 J38453 D03G Hip Girder 1 1 Job Reference (optional) E.31G0a5t Iruss, M. Fla., I-L 34945 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:01:03 2019 Page 2 ID:?gH 126alRIKVv8yfnbgFoyck_N�e PmP5WRIohM4_iShQ3X1 m07l2aB6?crYHXyNuAU LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=75(F) 5=-75(F) 9=47(F) 11=120(F) 8=120(F) 10=47(F) 4=-75(F) 19=-75(F) 21=75(F) 22=75(F) 24=75(F) 26=-47(F) 27=47(F) 28=-47(1`) ®WARNING -Verify design parameters and READ NOTES ON This AND INCLUDED MITEK REFERENCE PAGE MIIJgJ rev. IOIOM015 BUORE USE. ' Design valid foruee onywalt MTek®wmecate. Thus design is based city upon parameters shown, and la Wan InCi 4dual building component, red a Dust system Bastes use, 0e building designer must vedy the apFlirabiaycf dedgn parameters and pmpedy Nwtpdrate Nis design intotbe metal bdtdingdesign. Brazing bMicatediata prevent DUUting of NdMdual Duss web anNor Ulom members Dory. AddNanalkmporaryendpetmanembacMg MOW IsaNiays refored far stability and to prevem cOgaFse wdb possible personal injury and property damage. For general guidance regarding the fabrication, Storage, delivery, erection and breing of images and buss system, see ANSVTP11 Quality Criteria, DSBA9 and BCSl Building Component 6904 Parke East BNd. SaAnyleformatlon avagable Tom Truss Plate lnstitute.218 N. Lae SIree4 Suite 312 Alexandria, VA22314. Tampa. FL Still Job cuss Truss Type pry Ply Hayes Residence T18536335 J3B453 DD4G Hip Girder 1 Job Referents (optional) East coast I was, bt. Fience, 1-1- 34946 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:04 2019 Page 1 ID:?gH126a[RIKVv8yfnbflFoyck N-MrYnzl6XgIUJWFAF9CfelagCX4JJY08rVIg30yNuAT -1-24 35-14 7-0-0 10.8-0 141 1IN 21-0-0 1-2 a 3-9-14 i &2-2 I 340 i 34-0 3-2-2 3-414 Scale=1:38.2 6x18 M18SHS = 1x4 II 5x8M18SHS n 4 5 19 6 4x8M18SHS = 3x8 II axe = HUS26 6x81418SHS = US = Sure II Special 6xSM18SHS = THD2G2 axe = Special Special Special HUS26 3-9.i74)-0 104-0 14-0-0 174-2 21-0-0 3-9-14 3-2.9 non I lion i- a g o I Plate Offsets(X,Y)— 12:0-0-20-1-2114:0-7-00-2-41 [6:0-3-00-2-81 fB:0-4-11 Edge) [9:0-5-120.1-81 [10:0-3-80-6-4] 112:0-400.5-12] [13:0-3-80-641 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (Inc) VdeO L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.23 12 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.50 12 >508 240 M18SHS 244/190 BCLL 0.0 ' Rep Stress Inv NO WB 0.94 Hom(CT) 0.13 8 Na Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Wnd(LL) 0.30 12 >845 240 Weight: 2731b FT=0% LUMBER. TOP CHORD 2x4 SP 270OF 2.2E'Except' 1-4: 2x4 SP No.t BOT CHORD 2x8 SP SS WEBS 2x4 SP No-3 BRACING - TOP CHORD Structural wood sheathing directly applied or 232 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. REACTIONS. (lb/size) 8=8222/0-8-0, 2=6442/D-8-0 Max Hot 2=107(LC 7) Max Uplift 8=-3139(LC 8), 2=2503(LC 8) FORCES. (Ib) - Max. COmpJMax. Ten. -All forces 250 fib) Or less except when shown. TOP CHORD 23=15894/6019, 3.4=-16360/6245, 4-5=1717916619, 5-6=-17179/6619, 6-7=-16718/6414,7-8=-1965517517 BOT CHORD 2-14=5494/14642, 13-14=5494/14642, 12-13=5725/15310, 10-12=5895/15668, 9-10=6885/18133,8-9=6885/18133 WEBS 3-14=-540/271, 3-13=-533/636, 4-13=1674/4563, 4-12=945/2435, 5-12=269/244, 6-12=-738/1987, 6-10=-1856/4937,7-10=2984/1188,7-9=-779/2153 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2X4 - 1 row at D-0-0 Gc. Bottom chords Connected as follows: 2x8 - 2 rows staggered at 0-3-0 ad. Webs connected as follows: 2x4 - 1 row at 0-9-0 Do. 2) All loads are considered equally applied to all plies, except if=led 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 far this design. 4) Wind: ABC 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=S.OpsY BCDL=S.Opsf, Not5ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water policing. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 9) ' 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 2-04, wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joints) except (It=lb) 8=3139,2=2503, 11) Use USP THD28-2 (With 28-16d nails into Girder 8 16-1Od nails into Truss) or equivalent at 7-1-11 from the left end to Connect truss(es) to back face of bottom chord. 12) Use USP HUS26 (With 14-16d nails into Girder 8 6-16c nails into Truss) or equivalent spaced at 2-" oc max. starting at 9-0-12 from the left end to 11-0-12 to Connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in Contact with lumber. Thomas A Albani PE No.39380 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33910 Date: October 31.2019 'ontinued on cents 2 WARNING -VenlY design paramefws andREAD NOTES ON TMS AND INCLUDED MITEK FEFENENCE PAGE MilJ4] rev. I a adIS8,,ORE USE. Design wild for use onywdh MTelalocannonors. Thla design is based will upon parameters shown, and Is for an IndNelual Wilding oomponeM net ��®® a truss system Before use, the building designer must vedy the applitablliry ePoeaign parameters and pmpeny Nomparate Nis design into the overall bWidingdeslgn. Bracing Indicated let. prawns bucking of NGWdual truss web aneiorchom members only. Addalonaltemperaryandpermanembmcing ��Y�• MiTek' 6afwaysre4ulredfarslabiliyandtoprevwmw9apsewfthpossiblepersonalinjmyandpmpemydanuge. Forgentrequidanceregarding Ne fabdoxion, storage, delivery, creation and bracing cftrusses and truss systems. am ANSVTPII Quality Cdreda, DS"9 and SCSISullding Component Saleryfnlormaaon availableboth Truss Plate InMRa 0.21e N.Lee6 M.Sucre312,Alexandra,VA22314. Send Palle East SM. Tampa, 11 36610 Jab Tuas Tess Type 0ty Ply Hayes Residence T78636335 J38453 004G Hip Girder 1 2 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34M 8.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:04 2019 Page 2 10:7gH126alRIKVvWnbfiFoyclr_N-MrYmt6XgltfJWFAFSCfclagCX4JJY08rVla3QvNuAT NOTES- 14) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated toad(s) 155616 doom and 608 lb up at 13-0-12. 1556111 doom and 608 go up at 15-0-12, and 1556111 dawn and 608 lb up at 17-0.12, and 1556111 dam and 608111 up at 19-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=70, 4-6=70, 6-8=70, 2-8=20 Concentrated Loads (lb) Vert: 13=-3346(B) 20=1544(B) 21=-1544(B) 22=1556(B) 23=1556(B) 24=1556(B) 25=1556(B) ®WARNING -Verity design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIId413 mv, IMW015 BEFORE USE. Design valid foruse only with MTek®connectors. Tuts design is based only upon parameters Mown, and is foran Individual bugeing D mponen4 not ��• abusasysl mBnaeuse,NebUldingdesignermugvMyneappUMbiWyofde4PRMmeteMUdpmpertylnwryor at isdesignmtotheo mg ��-��•YYY hwidingdesign. Bracing Indicated is to proven buckling ofiodlNdual Was web an" chord members only. Addlgonal temporary and peimanem bracing MiTek' Is always required for stebifM and to prevent collapse win posslWe personal injury and propeM damage. Forgenandpidancoregardingthe fabdWdan. storage, delivery, erection and breMd dbusses and Was systems, We ANSIRP/f Quality Crubda, DS&,89 and BCS1 Building Component e904 Parka Cad BM. Sofey lnfonm0lon available from Tmaa More Institute, 218 N. Lee SImet, SuBe 312. Alcoadria, VA 22314. Tampa, FL 36810 Job russ Truss Type Oty Ply Hayes Residence , T78536336 J38453 EOi Hak Hip 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:04 2019 Page 1 ID:PgH126aIRIKVv8yfnbflFoycls_N-MrYnzle gltfJWfAF9CfclarHX7DJgz8NIg3OyNuAT -1-241 4-7-74 BE-0 15-0-0 1-2-8 4-]-14 4-0.2 I 6J3-0 4x4 = Scale=128.3 4x4 = 3x6 = Sire II Plate Offsets (X Y)— f2:0.1-6 Edgel LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (roc) gdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.39 7-10 1468 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.24 7-10 >748 240 BCLL 0.0 ' Rep Stress Ina YES WE 0.39 Hoa(CT) -0.02 6 DID Na BCDL 10.0 Code FBC2017yrP12014 Matrix -MS Weight: 781b FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 5-0: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 6=676/0-8-0, 2=76810-8.0 Max Hom 2=236(LC 12) ' Max Uplift 6=-565(LC 12). 2=613(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1237/1708, 3-4=851/1311, 4-5=730/1272, 5-6=626/910 BOTCHORD 2-7=-1812/1121 WEBS 3-7=424/598, 5-7=1395!!85 Structural wood sheathing directly applied or4-10-1 oc purling, except end verticals. Rigid ceiling directly applied or2-8-10 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsY BCDL=5.Opsf, h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-2-8 to 1-98, Intedor(1) 1-98 to 8-8-0. Extertor(2) 8-8-0 to 12-10-15, Imerior(1) 12-10-15 to 15-14 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for aplus or minus 0 degree rotation about its Center. 5) This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent 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 lb uplift atjoint(s) except Qt=lb) 6=565, 2=613. Thames A. Albani PE No.39380 MTek USA, Ina FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE & MT4T3 rev. 10AMOarS BEFORE USE. Design valid bruse anlywn MTek®connsGors. This design is based only upon parameters shown, and is for an irMiddual building compdnem, not a buss system. Before use, the building designer must verity Me appticabilay of design parameters and properly MoidiRe a Nis design imome oserall bulldingdedgn. BrocmgiMirated is foprowm Wddingofbldiadualtmss web andlorchordmembers any. AEdoonaltempomry and pemumentbrzGng MiTek' IS always required for slabiay and to prowm collapse with possible personal injury and property damage. For general guidance regarding the fabrication, simage, deriver, erosion and bradrg of Insists and buss systems,see ANSUTPH Duality affeda, DSILIM antl BCSI Building Component 6904 Parke East Blvd, SaTeyleformetion awilableham Truss PthtetnMMdthe.210N.Lae Mmd,SuEe3lZMexandna,VAM14. Tampa, FL 36610 Job rvss Truss Type Oty Ply Hayes Residence T18536337 J38453 E02 Common 2 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 U:H 3 8.240 s Jul 14 2U19 MI rak InduslrieS. Inc. Thu OG 31 13:O1:Ub ZU19 Soale = 126.5 3x4 = tx4 It 3x4 = Plate Offsets (X,Y)— 12:0-1-10 Edge) (4:0-1-10 Edoe) LOADING (psf) SPACING- 241-0 CSI. DEFL. in floc) I/deff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.33 5-8 >551 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.26 5-8 >709 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.18 Holz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 54 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4-68710-8-0, 2=778/0-841 Max Hom 2=116(LC 11) Max Uplift 4=550(LC 12). 2=645(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=112211630. 34=112111651 BOTCHORD 2-5=.1403/954,4-5=1403/954 WEBS 3-5=-781/379 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-2-0 Go bracing. 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=5.Ops/; BCDL=5.Opsf h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 7-8-0, Exlerior(2) 7-8-0 to 10-8-0. Intedor(1) 10-8-0 to 154-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; 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 nonconcument 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-D-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=1b) 4=550, 2=645. Thomas A. Albani PE N09380 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING. Verify design paramelem and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MR-7473rev. 10/03/2015aEFORE USE. Design valid for use only wM NUTedo conneaors. This design Is based only upon parameters shown, and is for an MrAdual buaelog cumponenL net a Muss system. Belare use, the bugling designermu d writ?" Wnubility of dedgn parameters and prWedy taxparate Nis design into the overall buildingdestin. gracing indicated is to prevent evoking of individual truss weba,Mlor Grad members only.AdditionaltemporaryandpmmaneMbracing MiTek' is always required for Stability and to prownd coaapsewgh possible personal in)uryand property damage. For geneml guidance regarding the (wricaber,storage,delivery, gracing and bracing ofWsaes and Wes systems, see ANSVTP/1 Qua/Ay Criteria, DSB49 and SCSI Building Component 6904 Parka East Blvd. Saretyln amnarion awaable emn Truss Plate Ina flue, 216 N. Lea street, Suite 312, Are dda, VA22314. Tampa, FL 36610 Job Tmss Truss Type cry Ply Hayes Residence T18536338 J38453 E03 Hip 1 1 Job Reference (optional) i nu s, n. rrcwe, 114 .u. 3x4 = U,24USJU1142UIUMIIexlnOUSMee,Ine Inu UCI311J:U1:UU2U1B Axe = Asa = 1x4 II 1.4 II Scale=1:25.9 3x4 = 1b LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CS1. TC 0.95 BC 0.80 WB 0.09 Matrix -MS DEFL. in Vert(LL) 0.33 Vert(CT) -0.25 Horz(CT) -0.02 (loc) VdeO Ud 6-10 a560 240 6-10 >746 240 5 n/a rda PLATES GRIP MT20 2441190 Weight 58 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-9-6 cc bracing. WEBS 2x4 SP No.3 REACTIONS. Qlalsize) 5=68710.8-0, 2=778/0-8-0 Max Ho¢ 2=107(LC 11) Max Uplift 5=550(LC 12), 2=645(LC 12) FORCES. (lb)- Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1141/1700, 3-4=983/1693, 4-5=1140/1722 BOT CHORD 2.7=-14821977, 6-7=1499/983, 5-6=14771977 WEBS 3-7=-443/207. 4-6=A38/202 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-2-8 to 1-9-8, Intedor(1) 1-9.8 to 7-0-0, Ededor(2) 7-0.0 to 12-6-15, Interior(l) 12-6-15 to 154-0 zone; Cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0gsf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joints) except 01=11b) 5=550. 2=645. Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. IMNZ015 BEFORE USE. Desgn valid Serum onywilh MiTeMeormecom. This design Is based only upon parameters shown, and Is (scan inaMdual buadirg component not o bum system BBlom uze, the builtl'ng dasgnermust ve4y Use apptirabirdyoldesign pammeten and propeM iecory0tan Wa da9gn Into Iha owM Isaldin9drequir Bforsta webandan NoNmydanna ioprprevaMGrsewthindMduala r� Mllek' ilayatnd nt erso lurye property e.ForderenaltempamrygagainrmanentMating Forgeneml gut, re9ard Bthe faahvatiorequlmtltor9labity. renuen and braonapsew0ses,an WasSystemnal SVER1. DSB fabrication. gon davalab,egoesTuss Age InMtnt,21 and Lee 31 ANSVA22Duality Crtfeda, D38d9 and BCSl Building Component Sateyln/0rmetlon avaaable goes Truss Fate Insteute. 219 N. Lee Street.5vee 3R. Alexandra, VA2231A. Good. Suee 6904Pmke East BIM. Tampa, FL 36510 Job Truss Truss Type cry Ply Hayes Residence T18538339 J38453 E04G Hip Girder 1 1 Job Reference (optional) 3 Truss, Ft. Pierce, FL 34946 3x4 = 4x8 = 15 16 17 8240 s Jul 14 2019 MiTek Industries. Inc Thu Oct 31 13:01:07 2019 44 = 1x4 II 3x4 = 5-0-0 104-0 i5d-0 Scale=127.4 3x4 = Plate Offsets (X.Y)— 13:0-5-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.10 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.15 6-7 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.16 HOrz(CT) 0.04 5 n1a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 62111 FT=O% LUMBER. TOP CHORD 2x4 SP No.2'Excepl' 3-4: 2x4 SP No-1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1004/0-8-0, 2=1095/0-8-0 Max Hors 2=81(LC 7) Max Uplift 5=808(1_C 8), 2=703(LC 8) FORCES. (lb) -Max. COmPJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2116/1152, 3.4=1939/1135, 4-5=2119/1168 BOT CHORD 2-7=-998/1904, 6-7=1005/1924, 5-6=1015/1919 WEBS 3-7=102/407, 4-6=107/409 BRACING. TOP CHORD Structural wood sheathing directly applied or 3-2-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 5-7-11 oc 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=5.Opsf, BCDL=5.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. 11; 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. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except (jt=lb) 5=608,2=703. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 128 lb up at 5-0-0. 141 Ib down and 123 lb up at 7-0-12, and 144111 down and 123lb up at 8-3-4, and 141 Ib down and 128 Ib up at 10-4-0 on top chord, and 224 lb down at 5-0-0, 87 lb down at 7-0-12, and 87 lb down at 8-3-4, and 22416 down at 10.3-4 on bottom chord. The designtselection of such Connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unffoml Loads (plf) Vert: 1-3=70, 34=70, 4-5=70, 8-11=20 Concentrated Loads (Ib) Vert: 3=-75(B) 4=75(13) 7-120(B) 6=120(B) 15=75(B) 17=75(B) 18=-47(B) 19=47(B) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert8834 6904 Padre East Blvd. Tampa FL 33610 Dale: October 31,2019 ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MREN REFERENCE PAGE Mll-7473 rev. 10`03R015 BEFORE USE. ■' Design val'd for use any with AUreM connetlon. This design Is based Only upon parameters shgm, and is for an INEACual WddLg component, not a truss system. &rem use, the building designer must worry Me app4oabirdy of design parameters and pmFery incorporate Nis design Into the omrad `( building design. Bradng Ndisaled is to prevent butting of mdivldual Was web snorer chord members Only. AddUional temporary and permanent bracing MiTek' is ahvays regobed for efabildy and to premrx collapse with possible personal injury and property damage. For general guldens regarding the fabrieaUan, rtorage. de4veq. Madion and brerhg truss trusses and ss Systems. see ANSIMPH Duality Chmma, DSB49 end SCSI Building Component Saleyybef.aylno available hem Truss Plele lndHNe, 218 N Lee Bled, Sute 3l; AlexYanddd VA U314. 6904 Parke East am. Tampa, Ft. MID Job cuss Truss Type 0ty Ply Hayes Residence T7853fi340 J38453 MG7 �Monopitch Girder 1 q L Job Reference (optional) I cuss, tt Pierce. FL 34946 8.240 s Jul 14 2019 Mirek Industries, Inc. Thu Oct 31 13:01:08 2019 Page 7 ID:7gHI26alRIKVv8yfnbflFoyck_N-Fmip797jzO5n7yyU7Hbmbkg28VIFS9km6G2CByNuAP 3 14 5-9-7 3-0-14 28a SOME = 1:16.9 Special -�- — 3014 5.9.7 3h14 I 2-8.9 r LOADING (Pat) SPACING- 2-M CSI. DEFL. in (roc) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.02 5-7 ,999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.04 5-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(CT) 0.01 4 Na Na BCDL 10.0 Cade FBC2017fTP12014 Matrix -MP Wintl(LL) 0.03 5-7 >999 240 Weight: 62111 FT=0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-7 oc purlins, BOT CHORD 2x6 SP ND.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=2721/0-8-0,4=1962/Mechanical Max Hoe 1=126(LC21) Max Uplitt 1=1010(LC 8), 4=766(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3555/1292 BOTCHORD 1-5=1289/3301,4-5=-1289/3301 WEBS 2-5=-966f2660, 2-4=-3660/1429 NOTES- 1) 2-ply truss to be Connected togetherwith 10d (0.131'S(W) nails as follows: Top chords Connected as follows: 2x4 -1 row at 04-0 Go. Bottom chords Connected as follows: 2x6 - 2 rows staggered at 0.5-0 Co. Webs connected as follows: 2x4-1 row at D-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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=2441; eave=4ft; Cat. II; Ezp C; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) 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. 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 nonwncument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) except jt=1b) 1=1010,4=766. 10) Use USP HUS26 (With 14-16d nails into Girder 8 4-16d nails into Truss) or equivalent at 4-0-0 from the left end to connect truss(es) to front face of bottom chard. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1556 Ib down and 604 Ib up at 0-8-12, and 1555 Ib down and 608111 up at 2-8-12 an bottom chord. The desigrdselection of such Connection devices) is the responsibility of others. Thomas A Abort PE No.39380 MiTek USA, Ina FL Cart 0034 LOADCASE(S) Standard 6904 Parke East Blvd. Tampa FL 33810 Date: October 31.2019 onfinued on so- I AWARNING -Vanfytlesl9n 1-or,,Iers anCREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10N311015 BEFORE USE. Design valid kr use only with MTeWconneclom. This design is based any upon paremmers shown, and is for an NdiNdual bullring Component, not �- a Wss syriem. Before use, Me building designer must vedrythe applicability of design parameters and Property NcaTotale this desgn Into Me awrWl buildurgdesign.BraWgindicated prawns buGangofindMdualtruss web andArchord membenany rk2 only, Is always required for stability and to prevent collapse with possible personal Injury antl propeM damage. For general guidance regarding the fabioetion, sloraggg deWery.ereGion and breairg of busses and M.S.ay stems. seo AN51?PH quafify Crkede, DSBA9 end SCSI Bu11ding Component Sablylisomen ton available gross Truss Pale 11sl8ute 218 N. Les siren, Sure 312 Nexandrla. VA 22314, MiTek' 6904 Parke East 81W. Tampa, FL 36610 Job . , Truss Truss Type Oty Ply Hayes Residence T18536390 J38453 MG1 Monopitrh Girder i q L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard 1) Dead + Roo( Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads(plf) Vert: 1-3=70, 1-4=20 Concentrated Loads (lb) Vert: 8=-1556(F) 9=1555(1`) 10=-1065(F) 8.240 s Jul 14 2019 Well Industries, Inc. Thu Od 31 13:01:08 2019 Page 2 ID:?gH126alRIKVv8yfnbOFoycls_N.Fwlp791jzO5n7yyU?Hbmbkg28VIFS9km6G2CSyNuAP ®WARNING Verily design parameters and READ NOTES ON MIS AND INCLUDEDMITEK REFERENCE PAGE MIN473— fMMM15BEFORE USE weew Design valid forum only wdh MTek® wnnedon. TMs design is based only dodo gameleas Nuwn, and is for an lediidual WdrIM cam rent, not a 4um system. Beforeuse. Me buildingdesigner must verify Uaspptieabirdy of design Parameters and propedyInmryong thisdesign Into Vieoverall bulldingdedgn. Bartilg indicated is to prevent buckling ofindNldual truss web andforcbord members only. Addlllonallemporaq,ndpermanentbracing MiTek' Is always required for stability and to prevent mgapss win possible personal injury and property damage. For gene sI gundance regarding lbe faildoagon,Storage. delceq, erection and bmdng oflmsses and Miss systems,zee ANSUTPif Quality Cremate, DSB419 and BCSl Building Component 6904 Parke East Blvd. Saferylefom crams avaiUble hair Truss Pieta InddWo.218 N. Lee Stred, U3e 312. Alesendda, VA 23014. Tanga, K 36610 Job runs Truss Type Oty Ply Hayes Residence T78536341 J38453 MV2 Valley 5 1 Job Reference (optional) - East Coast Truss, Ft. Pierce, FL 34946 6.240 a Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:12 2019 Page 1 10:?gH126alRIKVv8yfnbfFoyckN-7N1pfUCYnCuXGIGprLXwRvPtllwBN3KhkEFLzyNUAL 2-M 2-0 Scale =1:6.9 son RT 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) Na - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 VergCT) Na - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 2 Na n1a BCDL 10.0 Code FBC20171TPI2014 Matri t-P Weight 5 lb FT = 0 LUMBER. BRACING. TOP CHORD 2x4 SO No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purfins. BOT CHORD 2x4 SO No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (lb/size) 1=57/2-0-0, 2=44/2-0-0, 3=13/2-OA Max Horz 1=28(LC 12) Max Uplift 1=15(1_C 12), 2=34(LC 12) Max Gra , 1=57(LC 1), 2=45(LC 17). 3=25(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-sewnd gust) Vasd=124mph; TCDL=S.Ops/; BCDL=5.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and farces 8 MWFRS for reactions shown; 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI7rPl 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 1001la uplift at joint(s) 1, 2. Thomas A Albert PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -VONIy Jaslgnparamelers and READ NOTES ON TWS AND INCLUDEDWTER REFERENCE PAGE =1.7q] rev. IOM312015 BEFORE USE. assass Design valid toruas only won UlTeMoonnectom. This design is based call upon parameters Mown. and Is for an Intendant building snmponem rat a truss sy3em Before use. the building designer must vent' the applicability of design parameters and propeM insoNomte Nis design into the overall buldingdeall Brooke ht iramd is to prevent backing Windmiduel Wss web and/w Moth members only. AddNonat temporary and permanent U=hg MiTek' Is atmo required for stability and to punend Collapse whits possible personal lNury anal property damage. Forgenemhguidahmaegarciagthe rabdcaaan, itomgs.darway, erection and bmctrg oftmues and Buss systems, see ANSI?PI1 Quality Cdteda, DSB49 and BCSl Building Component Sam Parke East Bant. Sareylnformallan available from Truss Plate Insikute, 218 N. Lea SUeet, Sum 312. Alexandria, VA22314. Tampa, FL man Job Truss Truss Type Oty Ply Hayes Residence T18536342 J38453 MV2D Valley 1 1 Job Reference (optional) Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:12 2019 Page 1 ID:7gH126alRIKVv8Nnb8Foyck_N-7NipfUCYnCuKGIGirLXWRVOellpSN3KhkEFLzyNUAL Scale =1:7.2 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) gdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) Na - We 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matnx-P Weight:fi le FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (INsize) 1=6412-1-12, 2=50/2A-12, 3=1412-1-12 Max Horz 1=32(LC 12) Max Uplift 1=17(LC 12), 2=37(LC 12) Max Grav 1=64(LC 1). 2=51(LC 17), 3=28(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-1-12 oc pudins. Rigid Ceiling directly applied or 10.0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf BCDL=S.Opsf; h=15ft; B=4511; L=2411; eave=4ft; Cat. II; Eap C; Encl., GCpl=0.18; MVVFRS (directional) and C-C Extedor(2) zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditlons. 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 Considers parallel to grain value using ANSlrrPI 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 10016 uplift at joint(s) 1, 2. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cod 9834 8904 Parke East Blvd. Tampa FL 33s10 Date: October 31,2019 ® WARNING -Verify deslgnparamerere ant READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA GE AW-MTd rev. l"3e 015 BEFORE USE. !' Docile valid for use only with MTek® connectors. This design Is Cased Oft"On parameters shown, and Is for an Individual DuaNng cdmlsooem, no a truss gstem. Before use. Me bwldhg dedgner must voi yMe applicability of design parometers and properly Mooiparme Mis design into the overell `q bwldingdeMgn. Bracing indicated is to proven Welding ofbgividual moss web andlm dMord members ony McdonaltemporaryeMpeimanembracing MiTek' Is always required for stabiNy and to prevent ro9apworth posdde personal Injury and properly damage. For general guidance regarding Me fabrication, ocroge,delivery, erection and bradlp of busses and moss synems, see ANSUll Duality Orieda, DSB49 and SCSI Building Component Saeyinformoson aveawefmm Truss P1401nAgOe.218N.Uae Mel.Suee312Alexandda,VA22314. 8904 Parke East BIM. Tampa. FL MID Job a . Truss Truss Type pry Ply Hayes Residence T18536343 J38453 MV4 Valley 5 1 Job Reference (optional) 6,24U5 Jul 14ZU19MI I eRInDUSZne5, Inc. Inu Oct3113:UJ:132019 Pagel ID:7gH126alRIKVv8yfnb8Foyok_N-bZaBsgDAYWONuuWHYImTeRU39LQNgJTvOytPyNuAK Scale =1:11A 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Val (LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) Na - DUB 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 in/a, nda BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight:13 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 - BOTCHORD REACTIONS. (Ib/size) 1=141/4-0-0, 3=14l/4-0-0 Max Harz 1=70(LC 12) Max Uplift 1=-38(LC 12), 3=67(LC 12) Max Grav 1=141(LC 1).3=143(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-M 0o bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eavem4ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide far 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) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) 1, 3. Thomas A. Alban! PE No.39380 MiTek USA, Ina FL Cert6634 Gkil Parke East Blvd. Tampa FL 33610 Date: October31,2019 WARNING- gentle design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIId473rev. 10/03IMIS BEFORE USE. Design valid for use any with MITeks, connedan.This design is based only upon parameters shown. and Is for an Individual bugling component, not ��- atmsssystem. Before use. Me building designer mustvenry me applicability of desgn parameters and properly inceTwoe Nis design Me the overall ��-��•YYY boildingdesign. Bracing inacated is to preventbuQling of 0dlvidial Wss web andlorchoNmemben only. Adddionaltemporary and pennaneNbacing MiTek' Is chests required for stability and to renew against with possible personal iNuryarid propeMdsmage. For general guidance regarding Me fabnagun,storage.degvery, erection and bracing ofWases and truss systems, see ANSUIPII Quality Cdti M849 Bad SCSI Building Component 69G4 Parke East BIW. Sarefyhomm Mon mbbleh=Tmss Platalnstilute.2la N.Lee6lreet,6uue312.Alevandda,VA22314. Tampa,R 30610 Job Truss Truss Type oty Ply Hayes Residence T18536344 J38453 MV4D Valley 1 1 Jab Reference (optional) Truss, FL Pierce, FL 34946 8,240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:01:14 2019 Page 1 ID:9gH126aIRIKVv8yfnb8Foyck N-4m8Z3AEOJpBEW2P5rGO70s e7ZgXMZd821MOryNuAJ zxs II Scale=1:11.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.21 Vert(CT) We - Na 999 BCLL 0.0 Rep Stress [nor YES WE 0.00 Horz(CT) 0.00 We Na BCDL 10.0 Code FBC2017/TP12014 Mamx-P Weight: 13 lb FT=0% LUMBER- BRACING- I TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or4-1-12 oc purling, 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. REACTIONS. (lb/size) 1=147/4-1-12, 3=147/4-1-12 Max Horz 1=73(LC 12) Max Uplift 1=-40(LC 12), 3=70(LC 12) Max Grav 1=147(LC 1), 3=149(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wmd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf, BCDL=S.Opsf; h=15R; B=45fl; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; 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) 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 1, 3. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Deft 6634 6906 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 &WARNING -Venty aeaignparamelens and READ NOTES ON TMS AND INCLUDED AUTEK REFERENCE PAGEMh7473 rev. I"3a01SBEFORE USE. swase Design valid for use onywah MTek® connectors. This desgn is Weed ony upon parameters moan, and Is fm an individual Wad, oomponeni nM a Was system Before use, me bolding destgnermust var ytne appl osbildyof design parameters and property mcerpmee We design WoMe overall buildmgdesgn. Braeng indicated is to prevent Mckfing of individual truss web andme dsord members only. Additionaltemporaryasgpermaneativaung MiTeW Is always required for stability and to preveN mHepse with parade personal Injury and pmpedy damage. For general guidance regarding me fabrication, storage. delivery, erection and braing oftrosses and truss Systems Sao ANSNP/f Oueldy Cdteda, DSB419 and SCSI Building Component 6904 Parse East Blvd. Salelyinformatlan miMble ham Truss Rate Instfture, 218 N. Lee Strect. Suite 31Z Alexandra, VA22314. Tampa, FL 3661a Job Truss Truss Type Oty Py, Hayes Residence T78536345 J38453 MV6 alley 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL M946 d.4au s Jul . zma Nu I ex Inouslries, mC. I nu uct 31 1J:ul:14 ZUIU Page i ID:9gH126a1RIKVv8yfnbflFoyck_NAm8Z3AEOJPBEW2PSrG070s_bcZbBfHZd821MOryNuAJ zx3 II 2 3 20 W II Scale: W4'=1' LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rrPI2014 CSI. TC 0.68 BC 0.56 We 0.00 Matrix-P DEFL. Ve an Vert(CT) Hoa(CT) in (loc) Vde0 Ud n/a - Na 999 n/a - n/a 999 0.00 n1a n/a PLATES GRIP MT20 244/190 Weight: 201b FT=0% LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structure[ wood sheathing directly applied or 6-D-0 ac pudins, BOT CHORD 2x4 SP No.3 except end ver8cals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (lb/size) 1=231/6-0-0,3=231/6-0-0 Max Horz 1=115(LC 12) Max Uplift 1=62(LC 12), 3=110(LC 12) Max Grav 1=231(LC 1), 3=234(LC 17) FORCES. (Ib)-Max. Camp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=190/285 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.OpsF h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconourtent 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) i except (jt=lb) 3=110. names A. Albert PE No.39380 MiTek USA, Inc. FL Cert6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ® WARNING -Verily designparamerem and READ NOTES ON TMS AND INCLUOEOMITEN REFERENCEPAGEMII-7473 rev. 1"34015 BEFORE USE. Design valid for use orywnh MiTelt®conneLlon. nil design Is based only upon pammeters shown, and is funds Individual Man component, not En, Amos system. Before use, the building designer must verl". appWabilaydf design parameters and pmpetly mostpomte Nis design into the ovemg bulldingdesign. Bmdng indicated Is to prevent buGlhg&hd'Mdual Wss web ender olord members only. Adddonaltempomgandpemlmentbracing 6,�T� IVIIek is sways requited for stability and to prevent collapse with possible personal injurymd parent, damage. Far geneml guNance regaining the fabdmdon, storage ,deanery, erection and bradog dtmsses and buss systems,see ANSBTP/f Duality edreda, PS249 and SCSl Building Component SaNd,losormaaon available Rom Truss Plata InMka e, 218 N. Lee SV M. Suite 31Z Alexandria, VA 22314. 6904 ParM East BweO Tampa, FL 30610 Job, Truss Truss Type 0ty Ply Hayes Residence T18536346 J38453 MV6C Valley 1 1 Jab Reference (optional) 624U s Jul l 9ZUte MIIeKUIOuSmee,Inc. InU UCI3113:Ul:lb ZU1V Page ID:7gH126a1RIKVv8yMVIFoyck_N-YyiyH WF047G57C_IPzvEY3Xo1 z110jZmNTwyHyNuA1 4x4 = as i 1x4 II 17M Beale =1:13A 4-2-8 1-9-8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) UdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) n/a - n1a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(CT) -0.00 4 ma n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 211b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/s¢e) 1=158/6-0-0, 4=56/6-0-0, 5=247/6-0.0 Max Hem 1=78(LC 12) Max Uplift 1=50(LC 12), 4�41(LC 8). 5=86(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-173/268 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=5.Opsf; BCDL=5.Opsf; h=15ft; B=4511; L=24ft; eave=Fft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-2-8, Extedor(2) 4-2-8 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ill uplift at joint(s) 1, 4, 5. Thomas A Altr ni PE No.39300 MiTak USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 WARNING -Verify design paramerers and READ NOTES ON THIS AND INCLUDED OTEK REFERENCE PAGE MI4]JT3 rev. 101031015 BEFORE USE. aaa Design valid for use only web MTeve commeters. This design Is based ony upon parameters shown, and is for an inditlduah Nrike, olm,nenL not a Less system Before use, are balling designer must var yme applicbigyof tied, parameters and properly Ncoryorale this design into We overall buildnigdesign. Smcing indicted is to prevent buckling otlncMdual Less web andro'Nord members only. MINionat temporary and permanent bradng M!Tek' is oaays required for stabiliyand to pewem cogapse an possible personal inlury and property damage. Forgenerdlguidanceregardingthe fabrication, sadists, delivery, eledlon and bill oftmsses and truss systems, see ANSVTF11 Duality Corona, DSB49 and SCSI Building Component 6904 Parke Erg BIW. Safatylnfo=Won available from Tra s Plate Institute, 21a N. Lee Street, Suite 312, Ahexandda, VA22314. Tampa. FL 36610 Job Iuss Truss Type Qty Ply Hayes Residence T78536347 J38453 MN6D Valley 1 1 Job Reference (optional) muss, rL nerve, 11 y164b a.Z4USJUI 142U1SMI I eK IODuStrieS,Inc. I nu Um3113:U1:1ti2U1S race 24 II Scala: 3/4'=1' 3 5 4 gas i lx4 II zx3 II I LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) nra - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Verl DIG - n/a 999 BCLL 0.0 ' Rep Stress Incr YES Vi 0.11 Hoa(CT) 0.00 1 n/a BCDL 10.0 Code FBC2017fTPI2014 Mattix-P Weight: 22111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-04 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ibrsize) 1=71/6-1-12,4=104/6-1-12,5-299/rs-1-12 Max Horz 1=118(LC 12) Max Uplift 4=-50(LC 12). 5=143(LC 12) Max Grav 1=71(LC 1). 4=106(LC 17), 5=3D4(LC 17) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=246/356 NOTES- 1) Wnd: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=5.OpsY BCDL=5.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 3-8-12, Intedor(1) 3-8-12 to 6-0-0 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 10.0 led bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 4 except (jt=lb) 5=143. Thomas A Albert PE N0.39380 MITER USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ® WARNING -Venry design wmmerwrs and READ NOTES ON TMS AND INCLUDED NITEAREFERENCE PAGE NII4473rev. IGAS1705 BEFORE USE. Design valid for use Only wNl aafli carmseet rs. Tills design Is based only Upon pamm ium Shown, and la Wan Individual building camp Tien, net a mass System Before use, Me building designer must ve ty" appOwbiley ofde99n pammetersand properly NcerponAe NO design into the overall building design. Bracing Indicated lS to prevent buckling of lndMdual Mass weband/er chord! members only. AddWonal tempamry and permanent bracing WOW Is always Slowed for ambiNy and to prevent wAapse wM possible personal injury and propeM damage. For general guidance regaining the fabdngan, storage. delivery, erection and loading of Musses and Miss systems. we ANSVRSI1 Quality Cdeda, DS949 and SCSI Sullding Component 6904 Parke East SNd. Santylooloweafion available Seen Truss Rate InsNNe, 218 N. Lee Street. Suite 312, Alexandria, VA22314. Tampa, FL Seat Job toss Truss Type Hayes ResidenceT18536348 J38453 MVB Valtey 7QtyPIy 1 Job Reference (optional) I IUib, rl flints, rL Y UaO e.24U 5 Jul 19 2UI V MI I eN MOUSMBs, m4 I nil UR 3l ij:ul:l0 Zvle rage l ID:?gH126aIRIKVveyfnb0 Foycic_N-08GKUsF3rROy1MZUygOT5H3?gMMt7ADvcMCTUkyNuAH 2x3 II State =1:20.0 3 5 4 z>.3 ' 1x4 II 2x3 It LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Veri(LL) ma - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Ven(CT) ma - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 ma ma BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 291to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. fib/size) 1=IOW8-".4-136/84}0, 5=403/8-0-0 Max Horz 1=159(LC 12) Max Uplift 4=65(1_C 12), 5=192(LC 12) Max Grav 1=103(LC 1), 4=138(LC 17), 5=409(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=319/395 Structural wood sheathing directly applied or 6-0-0 oc pul ins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-secand gust) Vasd=124mph; TCDL=5.Opsf, BCDL=5.Opsh h=1511; B=45R; L=24ft; eave=oft; Cat. 11;'Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 4-D-0, Interior(1) 4-0-0 to 7-10-4 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncancurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joints) 4 except fjt=lb) 5=192. Themes A. Albani PE No.39393 MiTek USA, Ina FL Cart 1104 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING - Venfydeslgnparamenno and READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE MIWQSnv. IM3,7016 BEFORE USE. Design valid refuse onywM MTekt, Comeian. This design la based.., upon parameters Ill., and Is far en medvdust tulNng component, not a truss system. Wore use me buiMup designer must wetly the epplcabltily of design Parameters end properly incorporate MIT design brto Me overall buildingdesign. Bracing indicated is to preventtudkting of Ndlvdual truss web andkociord members onty. AddiOaal temporary and permanent bracing MiTek' Is always required for stability and to prevent colapse with posable personal injury and property damage. Forgenerelguldmscere,fron,me fabdcation, stordaagge, detnery, erection and trading of truMuss and ss systems, see ANSVTPI1 Duality Comfla, DS049 and BCSI Building Component 6904 Parke East Bind. SaAmylnfamNon avaJabie from Truss Plate Institute.218 N. Lee Steel Svde 31Z Alexandra. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Hayes Residence T18536349 J38453 MV8A Valley 1 1 Job Reference (optional) test load Iwas, FI. Fierce, FL 34946 8.240 5 Jul 14 2019 MITek Industries, Ina, Thu Oct 31 13:01:17 2019 Page 1 Scale=1:16.8 4x4 = 2,,3 II 2 3 5 4 2x0 G 1x4 II w II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/den L/d PLATES GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC 0.64 Vert(LL) Na - nda 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 VerUCT) rda - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 HOrz(CT) -0.00 4 n/a rda BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight 291b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc puriins, 2-3: 2x4 SP No.3 except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. WEBS 2x4 SP No.3 REACTIONS. italsize) 1=230/8-0.0, 4=58/8-0-0, 5=354/8-0-0 Max Horz 1=116(LC 12) Max Uplift 1=72(LC 12), 4=54(LC 8), 5=119(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5=-2431345 NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf BCDL=S.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3-8-12, Interior(1) 3-8-12 to 5-10-8, Exterior(2) 5-10-8 to 7-104 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 par bottom chord live load noncenwment with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Td between the bottom chord and any other members. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 4 except aWls) 5=119. Thomas A. Wbani PE No.39380 MiTek USA, Inc. FL Can 6634 6901 Padre East Blvd. Tampa FL 33910 Data: October 31,2019 ®WARNING -Vent, deslan Parameters and READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE 0I-7473 rev. VVs3O0IS BEFORE USE. Design valid for use onlywM MRek® conneexre. Tbis desgo Is based only upon parameter shown, and Is roran individual Watling component nM atmss system. Below use,me balding designermustveriry0w app9wbi6yof desgn parameters and pmpeM incoRomta Una design Into me overe bulkingdesign. Breding indicated is to prevent WCMing M inuMdual Was web an Nor druid members only. AdditiondUrnporyaodpermaneNMadng MiTek' is always requ red for st.lnRy and to prevent .gaps. cash possible personal Injury and pmpeny damage. Far general guldance regarding the fzbnomon,Storage, de9very, erection and trading M trusses and truss systems, we ANSOFP/fDually CrUedo, OSB4t9 and BCSI Building Component 6904 Parke East Blvd. Safely/nfarmatlon evagablalmm Tmas%ate lnsliWe, 219 N. Lea SImeL Subs 312. Alexantlda, VA 2231d. Tampa, FL 36610 Job cuss Truss Type Cry ply Hayes Residence T78536350 13S453 MV8B Valley 1 1 Job Reference (optional) .asr coast IMss, rL View, rL J41146 8.240 s Jul 14 2019 MITek In lustnes, Inc. Thu Old 31 13:01:18 44 = W II 4 7 6 5 2XJ i 1.4 II 1x4 II 2x3 II Scale=1:19.0 ]-2-e 0-943 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (]cc) Udell L/d PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) Ida - Na 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) rda - Na 999 BCLL 0.0 ' Rep Stress Ina YES We 0.11 Horz(CT) -0.00 5 n/a Na BCDL 10.0 Code FBC20177TPI2014 Matrix-P Weight: 32 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=114/8-0-0, 5=1/8-0-0, 7=360/8-M, 6=168/8-0-0 Max Horz 1=145(LC 12) Max Uplift 5�37(LC 3), 7=-176(LC 12), 6=-44(LC 12) Max Grav 1=114(LC 1), 7=365(LC 17), 6=173(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - Al forces 250 (lb) or less except when shown. WEBS 2-7=289/374 Structural wood sheathing directly applied or 6-" cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 4-0-0, Interior(l) 4-0-0 to 7-2-8. Exterior(2) 7-2-8 to 7-10-4 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This miss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 5, 6 except 0=11b) 7=176. Thomas A. Albani PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: October 31,2019 ®WARNING -Verily design Panmelera and READ NOTES ON MIS AND INCLUDED MITEN REFERENCE PACE MI47473 rev. ra/03Y1015 BEFORE USE Deal, valid for use ony with hank® connotative. Tall design la based any upon parameters shown, and is far an INIMM al bugling component, nth a Wasynem.Befcreuse.mebYlldingdesgnermusslvedy Neappambllityofde4ppammMemmdpmpedylnwWo e¢i designiM Meoverall mildingdealgn. Bracing initiated is to prevent building 0 lndlvldualDues web araVer chord members ony. Alknonattemporzryand pe.anerdbracing MiTek' Is always required for Stability and to prevent Collapse was Possible personal injury and prepedy damage. For general guidances regarding me fabrication, storage, delivery. ereetlon and bradeg of unissued and Doss systems. see ANSUTPIf Dually Criteria, DSB49 antl BCV Building Component a904 Parke East Blvd. Safeylaroaddflan available"in Truss Plate Instiiute.218 N. Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 36610 Job Truss TrussType oty Ply Hayes Residence T78536351 J38453 MVBC Valley 1 1 Job Reference (optional) II ua, ,rrc, w, ru aenRo e.Z4U S JUI 14 Zulu MI I as Industries, Inc. I TO Uet 3l ij:ul:io zui a Page l ID:?gHl26alRIKVv8ymbOFoycit,N.yXO4vXHJN2eMit45Sx i9KeA1Mb45C3ghaZeyNuAF Seen =1:14.8 Asa = 2x3 2 7 3 6 4 2x3 1.4 II 2x3 II LOADING (pat) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/rP12014 CSI. TC 0.48 BC 0.22 WE 0.09 Matrix-P DEFL. in (too) Udell L/d Vert(LL) Na - Na 999 Vert(CT) n/a - Na 999 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 27 lb FT=0% LUMBER. BRACING. TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=159/8-M, 4=164/8-0-0, 5=328/8-0-0 Max Holz 1=78(LC 12) Max Uplift 1=53(1_C 12), 4-75(LC 8), 5=-120(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=241/313 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-8-12 to 3-8-12, Intehor(1) 3-8-12 to 4-2-8, Extedor(2) 4-2-8 to 7-104 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabneatorto increase plate sizes to accountfor these factors. 4) Plates checked for a plus or minus 0 degree rotation about 8s Center. 5) Gable requires continuous bottom chord bearing. 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift atjoint(s) 1, 4 except gt=lb) 5=120. Thomas A. Albani PE Nd.39380 MiTek USA, Inc. FL Cart 6636 8904 Padre East Blvd. Tempe FL 33610 Dale: October 31,2019 ®WARNING -Venry design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGEM147473 rev. 1WOM015 BEFORE USE. Design valid br use onyient Mnesereennectom.This design le based any upon pantmaft. shown, antl Is men ImlMduie Wilde,..,mwe, not 8 Wss system. Before use, the building dedgner must veriythe epplailly of design parameters and pmpedy ti.ryorate This design Imo Ne usual buildinpdesign. anteing Immoaled is to prevent Welding 0 lnlMdual truss web andforchoN members only.AdallOnal temporary and peenamUrt bracing MiTek' Is always required for stability and to prevent compse with possible personal iNlayand property damage. Forgeneralguldalmiegardingthe fabda0n.storage,deMnr, erection and bmengofbrimes and Wss systems. see ANSMII Quality CdNda, DSB49 and BCSI Building Component 6904 Parke East BIW. Sefoylnformadon avalable frmn Tmss Plate Insllule, 219 N. Lee 31reeh a fte 312, AlexendM, VA22314. Tampa, FL 36610 Job Truss Tmss Type Dry Ply Hayes Residence T18536%2 J38453 MV80 Valley 1 i Job Reference (optional) B.24U 5 JUI 14 ZUia MI I ex Industries, Inc. I nu Ucs 31 13:On: 19 2019 Page 1 ID:1gH126aIRIKVv8yfnbOFoyc N4DyS7tlz7MmXcpl3epvyvhWgaNRKXyMIKR753yNuAE 2x3 II SOce=1:20.3 3 5 4 2k3 ' 1x4 II 2x3 II LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeD L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.41 Vert(LL) n!a - We 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inc, YES WE 0.12 Hofz(CT) 0.00 ma We BCDL 10.0 Code FBC2017rTP12014 Matrix-P Weight: 30 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/sIze) 1=105/8-1-12, 4=138/8-1-12. 5=41118-1-12 Max Hoe 1=162(LC 12) Max Uplift 4=66(LC 12), 5=196(LC 12) Max Grav 1=105(LC 1), 4=140(LC 17), 5=417(LC 17) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=326/399 Structural wood sheathing directly applied or 6-M oC purfins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES. 1) Writ: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf BCDL=5.Opsf; h=15ft; B=4511; L=241t; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) G-8-12 to 3-8-12, Interior(1) 341-12 to 8-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Gable requires Continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent 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 lb uplift at joint(s) 4 except (jt=lb) 5=196. Thomas A Albani PE N%39380 MITek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 WARNING - Veriry designp..at.. and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MILTOT]rev. 1WOV2015 BEFORE USE. Design valid Mir use only with Mirada connectors. This design is based only upon pammeleIs shown, and is for an insiniEUal W Using componeM, not LEE' � a tross System. Before use, the bulking designer must verify the appht abinly of design parameters and property inooryorate this design into the Overall buildingdesign. Bracing indicated is to prevent buckling Ofiodmdualtmasweb andlorMOM members any. AddW.naltempoarymv,,x mamMt1,mcing M!Tek' is always required for stability and k prevent onapse with possible personal lnjuryand property damage. FOrgenemlguidanceregardingthe fabrodon.storage. degvery, erecIon and among of Wises ant ones "ems,sea ANSM11 Basely Canada, DSBa9 antl SCSI Building Camponent Saferylnromaddion availableaom Tmss Plate IngftWe,218N.Lee6beet,suite312,Aleaaftd, 6904 Parke East Blvd. ,VA22314. Tampa,R W10 Job Truss Truss Type any Ply Hayes Residence T1B536353 J38453 MV10A Valley 1 1 Job Reference (optional) a.24U s JUI 14 2UIV MI I eK IMusmes, Inc. I nU UCI H1 13:U1:W 2Ulg Scale=1:18.6 4x4 = za3 II 2 8 9 3 5 4 z ix4 II W II 5-10-6 10 0.0 5-lo-II I 414 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.69 Veri(LL) Rig - r9a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Ven(CT) RIB - RIB 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hoa(CT) 0.00 4 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 35111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 1=218/10.0.0, 4=145/10-D-0, 5=459/10-M Max Horz 1-116(LC 12) Max Uplift 1=-61(LC 12), 4=75(LC 9), 5=-188(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=331/401 Structural wood sheathing directly applied or 6-0-0 Be purling, 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=5.Opsf, BCDL=5.Opsf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) G-&12 to 3-8-12. Interior(1) 3-8-12 to 5-10-8, Exterior(2) 5-10.8 to 9.10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf 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 chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except Gt=lb) 5=188. Thomas A Alban! PE No.39360 MITek USA, Inc FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING - Verily design Parameter and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 ne. IOM312015 BEFORE USE. Design valid peruse onywah MRek40Cwnedors. This design is based ony upon parameters shorn, and is for an Individual va ldnng component not a buss system. Before use, the building designer must verify the applicability of design parameters and pmpedy nnwRorate Nis design into fine owndi buildingdesign. Brachlgindicated islopreverebuosbag ufindividualtrussweb andkrchoelmembem only. AMbional temporary and peommem bracing MiTek' is always required for slating and to prevent waapse with possible personal injury, and property damage. For general guidance regarding the Nbdtadon,storage, delivery, erection and bmdng oftmsses and truss systems, ease ANSUTPH quality Criteria, BSB-99 mdBCSI Building Component 6904 Parke East BIW. Sayotylnionnaffon avasable ham Truss Plate Instduts, 218 N. Lee SVem, Sude 312, Alexandria, VA22314. Tampa, R 36610 Job Truss Truss Type pry Ply Hayes Residence T18536354 J38453 mmvss Valley 1 7 Job Reference (optional) �e>�4vasl itch>, rt. rlun,, rL Y VuO 6.24U S JUI 14 201a M116K I WUSVIeS. Inc. I nu UC131 Ia:U1:Ua LU1B Scale-1:19.8 4x4 2r3 II 3 9 4 7 6 5 2xa 1a4 II 1x4 II 24 II LOADING (psp TCLL 20.0 TCDL 15.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inrr YES Cade FBC2017ITP12014 CSI. TC 0.27 BC 0.16 WB 0.10 Matrix-S DEFL. Vert(LL) Vert(CT) Horz(CT) in floc) gde8 Lid n/a - Na 999 nia - n/a 999 0.00 5 n/a n1a PLATES GRIP MT20 244/190 Weight: 381b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-0-0. (Ib)- Max Horz 1=145(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 7=167(LC 12) Max Grav All reactions 250 IS or less at joinl(s) 1, 5.6 except 7=352(LC 17) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) of less except when shown. WEBS 2-7=270/328 NOTES- 1) WOO: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-8-12 to 4-0-0, Inlerior(1) 4-0-0 to 7-2-8. Extenor(2) 7-2-8 to 9-10-4 zone; Cantilever left and right exposed ;C-C for members and forces 8 MWIFRS for reactions shaven; Lumber DOL=1.60 platy grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) Gable requires continuous bottom chord beating. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joinl(s) 5, 6 except Qt=lb) 7=167. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: October 31,2019 ®WARNING - Verify Oe.Ugnpa2meters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 1ON311015 BEFORE USE. Deslgnwalid for use ontywab MTeM Coonemors. Tbls design Is based only upon p raneters shown, and Is for an Individual building componeo, no a truss System. Before Use, the building designer must Of, to ap,1wbntyaf dwV parameters and pmpeM Ncory haft Ws design into the overall y bulldingdesign. Bracing lMUJN icaled lsto prevent bug of lndMaual truss web andbM r chool members only. AddilonduMporaryapelmanembrscing MiTek' Is always required for slabildy and to prevelLL collapse earth Possible personal injuryand property damage. Forgana ai guidance regarding the fabdcaa0n. storage,delivery, erection and bmdng oftuvww and Was systems. we ANSM11 Qualify Cdtada, DSB49and BCSf Building Component stoat Parke East Blvd. Saraq/nrormofion available hom Truss Plata lnatdule, 218 N. Lea Seem. Suite 312, Alexandra, VAM14, Tampa, FL 36510 Job russ Truss Type any Ply Hayes Residence T18536355 J38453 MV1 OD Valley 1 1 Jab Reference (optional) a.z4u s Jul 14 zu1V con eKlnvusmes, me. i nu ua dl l a:ul:lu zme rage, ID:?gH126alRIKW8yfnb0Foyck_N-B?v3EoBlFbeplR6KcGJ3rOpxFyHTISf1D019H4yNuAN 60+-M- lyiEill 3 5 4 2xi ' 1x4 II 2x3 II LOADING (psf) SPACING- 2- 0 CS'. DEFL. in (loc) Vdeg Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n1a - nla 999 BCLL 0.0 Rep Suess Incr YES WB 0.12 Horz(CT) 0.00 4 ma Net BCDL 10.0 Code FBC20177rP12014 MatnxS Weight 381b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOTCHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=149/10-1.12, 4=181/10.1-12, 5=504H0-1.12 Max Hom 1=207(LC 12) Max Uplift 4=87(LC 12), 5=240(LC 12) Max Grav 1=149(LC 1). 4=184(LC 17), 5=512(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=254/126 WEBS 2-5=395/410 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; Vuft=160mph (3-second gust) Vasil=124mph; TCDL=5.Opst, BCDL=5.0pst. h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpj=0.18; M WFRS (directional) and C-C Exterior(2) 0-8-12 to 3.8-12. Intertor(1) 3-8-12 to 10-" zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 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 an the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 4 except at=lb) 5=240. Thomas A. Alban PE No.39380 MITek USA, Inc. FL Celt6634 69U Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING -Vanly designparameters and READ NOTES ON THIS ANDINCLUDED WTEK REFERENCE PAGE MIA7473 rev. 10MMd159EFORE USE. Design valid for use only with Mirek® connectors. Mis design is based only upon parameters ShMn, and Is for en irdividual beading empanel, rim ��' a areas system. Before use. the balding designer muslvedfyme appleselity Mm desip parameters and pmpedymcorpowe Ones design 'vdome aserWl buildogdesign. Bracing Indicated iste, pmwm budding otindividual truss web andlor chord members Only. Mdirioraltemperaryandpermanembradng MiTek' Is always required for suabilRy, and to prevent m9apse web possible personal injury end property damage. For general guidance regaeling the fabrication, storage. delivery, enedlon and bra6eq d busses and Me systems, see ANSYTPII Oud#y Gourds, DSB49ead BCSI Building Component 6904 Parke East BIW. SatWinfermofion available seem Truss Role Instame, 218 N. Lee Street, Suite 31Z Alexandra, VA 22314. Tampa, FL 36510 Job rasa Truss Type Oty Ply Hayes Residence T18536358 J3B453 MVIs 2A Valley 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 5 w4u a Ju114 Lulu sin l eR meusules, mc. mu un s11Sul:lu zulu rage 10:?gH126alRIKW8yfnbflFoyck N-B?v3EoBlFbep1 R6KcQJ3r0pvbyFEISh1DQ19H4yNuAN Scale=1:19.8 LOADING (psf) SPACING- 2-M CSI. I DEFL. in (loc) Itself L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Veft(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Inv YES We 0.12 Hoa(CT) 0.00 4 true n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 40 to FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=227/11-9-12, 4=243/11-9-12, 5=514/11-9-12 Max Horz 1=116(LC 12) Max Uplift 1=67(LC 12), 4=114(LC 9), S=205(1_C 12) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown, WEBS 2-5=-373/404 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=i60mPh (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsf h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C EMerjor(2) 0-8-12 to 3.8-12, Interior(1) 3-8-12 to 5-10-8. Exterior(2) 5-10-8 to 10-1-7, Interiar(1) 10-1-7 to 11-8-0 zone; Cantilever left and fight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water passing. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 It, uplift at joint(s) 1 except Qt=lb) 4=114,5=205. Thomas A. Albert PE No.39380 8f Tek USA, Inc. FL Carl 0634 6904 Parke East Blvd. Tampa FL 33GID Date: October31,2019 ®WARNING -Verify design parameters add READ NOTES ON TMSANOINCLUDED WTEK REFERENCE PAGEMIIJq] rev. 10/e2rz015 BEFORE USE. Design raid far use onywM MRek® corrosion. Tits design Is hued ony upon persistent shown, and Is saran Vi inidual buadng component not a buss system. Before use, Ban building designer must verify Oro appgcabillly Mdevgn parameters and property bompomte Ina design Into Ire overall buidingdedign. Bracing lndadetl isto prevent buUling dintlMdual Wss web andMMod members ony. MOsonaltempomryaMpermanedtnWg MiTek' is always required for Stability and to premed collapse wM possible personal Injury aM property damage. Forgenerdlgukarteregadingthe fabrication. Storage, delivery, eretldn and trading oftusses and Muss systems.see ANSgTPll Duality Cdroda, DS"9 antl SCSI Building Component Sets Parka East BIM. SaresylnfoNnWon avaaable scam Truss Plata lnsteute. 218 N. Lee Street auto Jl2, Alexandria,VA1Y.116. Tempe. FL 36510 Jos mss Truss Type Oty Ply Hayes Residence T18536357 J38453 MVI52D Valley 1 1 .lob Reference (optional) buss, Ft. Pierce, FL 34946 8,240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:01:11 2019 4x4 = 2t4 II Scale =1:25.9 3 4 3x4 7 6 52r4 II 1.4 11 1x4 II LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/rP12014 CSI. TC 0.67 BC 0.40 WE 0.12 Matrix-S DEFL. in (loc) Well L/d Vert(LL) n/a - Na 999 Vert(CT) n/a - me 999 HOIz(CT) -0.00 5 Na Na PLATES GRIP MT20 2441190 Weight: 51 Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo purllns, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-1-12. (Ib) - Max Hoe 1=220(LC 12) Max Uplift All uplift 10016 or less at joint(s) 1, 5,6 except 7=-260(LC 12) Max Gmv All reactions 250 Ib or less at joints) 1, 5 except 7=549(LC 17), 6=251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-256/134 WEBS 2-7=-019/417, 3-6=191/268 NOTES- 1) Wind: ASCE 7-10; Vu8=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsh BCDL=5.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-8-12 to 3.8-12, Interior(1) 3-8-12 to 10-6-8, Extedor(2) 10-6-6 to 12-0-0 zone; Cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) 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. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires Continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load ndncencument 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 St between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 6 except (jt=lb)7=260. Thomas A. Albant PE No.39380 MTek USA, Inc. FL Cert0034 6904 Padre East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING-Venfy design➢ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 16!IF7473 rev. IdroY3af6 BEFORE USE. Design void an use only with Mirek® oamleards. This design Is based only upon someone shown, and is for an Indmdual butiding cunrpommi. not ��• 6 truss system. Before use, the building designer must venf, On, appgrabiN, of design parameters and property Incorporate dos design into the owmal bUldingdaslgn. Bradng Indicated B to prevent buckling of hdiNdual truss web ended cnoal members MJy.Additionaltemporzryandpermanembracing M(Tek' Is always required far stability and to prevent cDgapee web possible personal injurymld property damage. Forgenemlguldarwregardingme febdoation, slomm,delivery, emotion and bracingaftmsses and Voss systems,see ANSIy7P/t quality CnMdle, DSS89 and BCS1 Building Component Sofarylelameatlon a.bble VMn Truss Mate Institute, 219 N. Lee SVeel Butte 312 Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 36610 Jo0 rDss Truss Type Qty Ply Hayes Residence T18536358 J38453 ZCJ1 Jack -Open 20 1 Job Reference (optional) caa, �waa, r,. ri=i , rL J InfO 2x4 = a.24U s Jul l4 2Ule Mn eK IOOUSInee, Inc. I nu VCI Jl l3:Ul:2U 2U U Scale =1:6.4 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in floc) ide0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.00 5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Ve I(QT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress In YES WB 0.00 Horz(CT) 0.00 4 n/a his BCDL 10.0 Code FBC2017rrP12014 Mabix-MP Wnd(LL) -0.00 5 >999 240 Weight: 5lb FT-0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=1/Mechanical,2=181/0-8-0,4=14/Mechanical Met Horz 2=62(LC 12) Max Uplift 3=1(LC 9). 2=-164(LC 12), 4-14(LC 1) Max Gran, 3=13(LC 12). 2=181(LC 1), 4=33(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=S.OpsY h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; Cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 IS center. 4) This truss has been designed for a 10.0 per bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except of=lb) 2=164. Thomas A. Albani PE No.39380 MiTak USA, Inc. FL Can 6634 B904 Parke East Blvd. Tampa FL 33910 Date: October 31,2019 ®WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 mv. UY021O15 BEFORE USE. _ es— DesignWeld frouse only WAR A4Tevecontractors, TI4s desgn iis based only upon Prmeters shown, and Is foran mollev al building component, nod j-t"s.�Ylq a frost System. Bse ause, the building designer must erly Me applicabilay of deep parameters and Properly Nwrp4rste Nis design Imotne overall butWingdestgn. Bracing imitated is to prevent Corking of 0,11,xial Wss web and/or chord members only. Addblonaltemp0ma aMpmWeMbm g MiTek- is always Tall for Reality and to prevent collapse with Possible Personal di oyand Grocery damage. For geneOt guidang i regardirl fabdol stodzge, delivery: erection and brating of houses and Russ systems, Mass ANSITRlf Dually C41e4a, DSB419 and BCSI Boosting Component 6904 Parke East BIM. SeralYholomra lon available from Truss Plate Institute, 218 N. Lea Sense, S.rbe ma Alexandria. VAg 314. Tome. FL M10 Job msS Truss Type Oty Ply Hayes Residence T18536359 J36453 ZCJ3 Jack-0pen 16 1 Job Reference (optional) East coast Truss, FL Pierce, FL 34946 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 13:01:20 2019 Page t ID:?gH126alRIKVvWnbflFoyc_N-"WgKDJZWuOEZIFBWVPF7EV kn372VW AhdVyNuAD Scale=1:10.6 LOADING (pat) SPACING. 2-0-0 CSI. DEFL. in (loci Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 4-7 -999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 Na n1a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP ; Wind(LL) 0.01 4-7 >999 240 Weight: 111b FT=O% LUMBER. BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structure[ wood sheathing directly applied or2-114 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (lb/size) 3=77/Mechanical,2=232/0-8-0,4=35/Mechanical Max Ham 2=106(LC 12) Max Uplift 3=-47(LC 12), 2=143(LC 12) Mesa Gran, 3=79(LC M. 2=232(LC 1). 4=51(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secand gust) Vasd=124mph; TCDL=S.Opsf; BCDL=S.Opsh h=15ft; 8=45ft; L=24ft; eave=oft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1.9-8 to 2-10-8 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 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 10.0lost bottom chord live load nancencurrent with any other live loads. 5) ' 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 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 1001la uplift at joint(s) 3 except at -lb) 2=143. Thom, A Albani PE Nd.39380 MiTek USA, Inc. FL Cart 0634 8904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING-Venly design parameters and READ NOTES ON THIS AND INCLUDED MOEK REFERENCE PAGE MIp7V3 rev. 1=11?015 BEFORE USE. Design veto for use onlywnn MTek®cnnnedors. Uls design Is based onty upon parameters shder. and Is fa an Ndivldual building component not �- a Was system. Before use. Me building designer must wd" aRnessmy of design Pammetem and properly Ncorpo me Cols design moths arisen buiNNgdeslpn.BracmgindicatedlstopreventburklNgofNtllWdualWsswebandmrchaNmembeneny.AdditianaltemporaryaMpelmaneNbracing MiTek' Isehvays required for stability and to Revere collapse with Possible personal Nlury and propertydamage. For general guidance regarding Me fabrication, storage, delivery, erechim and braelng of trusses and Was ystems, we ANSVTPII Quality Cdferle, DSB49 and BC5/ Building Component 6906 Parke East BIM. Selerylnlormadon available from Truss Rate havile,218 N. Lee Bonet Wile 31Z Mesoderm. VA22314. Tampa,R. 36610 Job Truss Truss Type Oly, Ply Hayes Residence T18536360 J38453 ZCJ5 Jack -Open q 1 Job Reference (optional) rues, Ft, nerve, FL 44d4b 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 13:01:21 2019 Page 1 ID:?gH126alRIKVv8yfnbflFoyc*_N W 63D%ZJBfzOFr7SSIEOeoKnogNzfoSHeImEAxyNuAC 4-2-8 &114 1.2, 4-114 Scale =114.7 2x4 = &11-0 LOADING (pso SPACING. 2-0-0 C81. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.70 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.06 4-7 >901 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) -O.DO 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) 0.06 4-7 >983 240 Weight: 171b FT=0% LUMBER- BRACING. TOP CHORD 2x4 Ste No.3 TOP CHORD Structural wood sheathing directly applied or 4.11-4 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=143/Mechanica1, 2=314/D-8-0, 4=66/Mechanical Max Horz 2=150(LC 12) Max Uplift 3=96(LC 12), 2=158(LC 12) Max Gmv 3=147(LC 17), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCOL=5.0psf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(l) 1-9-8 to 4-1041 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 Ns center. 4) This truss has been designed for a 10.0 par bottom chard live load noncencument with any other live loads. 5) - This truss has been designed for a live load Of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24).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 lb uplift atjoint(s) 3 except 01=11s) 2=158. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL Cert0034 6904 Parke East Bred. Tampa FL 33610 Date: October 31,2019 AWARNING -Venry design paametere and READ NOTES ON THIS AND INCLUDED MR£K REFERENCE PAG£MIN4T] rev. 1010212015 BEFORE USE. assass Design valid for use anywim M170M caonectoie. This design is based any upon parameters shown, and is ror an individual budding component, not Ist a Inds system. Before use, the building designer mud very the applicability of design pa amete s and property incorporate Nis design Into the overal building design. Brecing inclosed is to prevent buckling of Individual truss web added chore members any. Ascienal temparay and peimaneal Mapes WOW always required for stability and to prevent copapce with possible personal injury and property damage. For general guidance regarding Me recreation, storage, delevey, adding and bradig afbusses and buss systems. see ANSVnPN DuaIRy ClReda, DSB49 and SCSI Building Component Safetylnforrllation available hom Truss Plate Instade, 210 N. Lee SIreeL Suite 312, Aleundna, VA22314. 6904 Parke East BIW. Tampa, FL 36610 Job russ Truss Type On, Ply Hayes Residence T78536361 J38463 2EJ3 �Jacl<-Open 9 1 Jab Referents (optional) Gast GOast Iwas. FL Vieree, FL 34945 8.240 s Jul 142019 MTek Industries, Inc. Thu Oct 3113:01:222019 Page ID:7gH126alRIKVv9yfnb0Foyck N-rldblvKPOH86TH1e1xXtK J4LnQSXvXo IfniNyNuAB -1-2-8 1 2-8 I 34}0 2x3 = 3f1-0 Stale =1:l os LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.25 Vert(LL) -0.00 4-7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vart(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 Na rile BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.01 4-7 >999 240 Weight: ll lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. REACTIONS. (Ib/size) 3=79/Mechanical, 2=234/0-8-0,4=36/Mechanical Max Hoe 2=107(LC 12) Max Uplift 3=49(LC 12), 2=143(LC 12) Max Gmv 3=81(LC 17), 2=234(LC 1). 4=53(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsh BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, Intedor(1) 1-9-8 to 2-11-4 zone; Cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 psf bottom chord live load nonconcument 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-M 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 100 lb uplift at joints) 3 except at -lb) 2=143. Thomas A;Albeni PE No.39300 MiTek USA, Ina FL Carl 66U 6904 Parke East Blvd. Tampa FL 33610 Bata: October 31,2019 ® WARNING -Venry design parameters and READ NOTES ON MIS AND INCLUDED ANTEK REFERENCE PAGE 1&14473 mv. 10d14015 BEFORE USE. Design vaad br use onywab MTeI®oonneders. Thus deign is based only upon peninsula shown, and is loran IrdlMdaa hurting component, had � a Was syiem. Being, use, the building designer must vedy Me applirab8dy &desgn parameters and properly inmryorela this deign into Ne overall CISE buildingdeige. BMChgiMirnedisbpmmMbua gdl dMdualtheaswebanNorchaamembers only. Manager tempamry And pe..amamong MiTeW Is always required for aabirdy and to pmaem mgapse with passible personal injury and property damage. For general guidance regaining the fabrication, storage, delivery, Sullen and senora ofbusses and truss armada, See ANS1,E111 Gasify Crdeda, D5949 and BCSl Building Component 6904 Peke Beat Byd. Sefoylnrormalon entente hem Truss Plate Institute. 218 N. Lee Siren, Suite 31Z Alesera la, VA M314. Tampa. FL 36310 Job loss Truss Type Cry Ply Hayes Residence T18536362 J38453 2EJ5 Jack -Open is 1 Job Reference (options]) o ZAUSdun4ZUIV mnerc nousmes, inc. mu uuill ls:ui:zz uiw rage Scale = 1:14.9 2x4 = LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 VergLL) -0.03 4-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.07 4-7 >865 240 BCLL 0.0 ' Rep Stress Incr YES VIB 0.00 HOrz(CT) -0.00 3 ma me BCDL 10.0 Code FBC2017rP12014 Matrix -MP Wind(LL) 0.06 4-7 >945 240 Weight: 18 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechaniw1, 2=317/0-8-0, 4=67/MechaniwI Max Holz 2=152(LC 12) Max Uplift 3=98(LC 12), 2=159(LC 12) Max Gmv 3=149(LC 17), 2=317(LC 1), 4=93(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsf; BCDL=5.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional and C-C Exterior(2)-1-2-8 to 1-9-8, Interior(i) 1-9-8 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 fora plus or minus 0 degree rotation about as center. 4) This buss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to buss connections. 7) Provide mechanical connection (by others) of buss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3 except (jt-lb) 2=159. Tho nia A. Albani PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33010 Date: OCtober31,2019 16 WARNING - Venry design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. I M312015 BEFORE USE. Design valid for use only wM MTek® conneelars. This design is based ony upon parameters Mown, and is for an Individual building component, not �• a inns system. Before use, the building designer must verify the appGrabiiiy of deep parameters and properly inoorporale this design bdo the overall buildingdeslgn. Bracing indicated is to prevent buckrmg of Individual bills web aides Mod members only.TWdbional temporary and permanent bracing MiTek' is alwaysrequired for Stability and to prevent collapse wM possible personal alien, ant properym daage. Forgeneralguidanceragardneffle fabncetion.Storage, delivery, Crecdon and bmdng ofbusees and buss systems, see ANSUTPll Duality Croatia, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sarelylnformation available born Truss Plate Instnule, 218 N. Lee Street, Sube lilz Ale andria. VA2E314. Tampa, FL 36610 Jab Truss�Tss Type TypeQt]PI Residence T18536363 J36453 ZEJTrusck pen 2 �Hayes Reference o ional I russ, FL Pierce, FL mudii a4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:23 2019 Scale=1:16.4 5.9-7 LOADING (psQ SPACING. 2-0-0 CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.05 4-7 ,999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Ven(CT) -0.13 4.7 >543 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.10 4-7 >661 240 Weight: 201b FT=0 LUMBER. BRACING - 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 or 10-0-0 ac bracing. REACTIONS. (lb/size) 3=171/Mechanical, 2=351/0-8-0, 4=78/Mechaniwl Max Horz 2=169(LC 12) Max Uplift 3=116(LC 12), 2=167(LC 12) Max Grad 3=175(LC 17), 2=351(LC 1), 4=109(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-2-8 to 1-9-8. Interior(1) 1-9-8 to 5-8-11 zone; cantilever left and right exposed ;C-C for members and forces & M WFRS for reactions shown; 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 Contlhions. 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 psf bottom chord live load nonconwrrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 3=116,2=167. Thomas A. Albani PE No.36380 MiTek USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCEPAGEMI4TIT3 rev. 1NO3Y1015 BEFORE USE. weew Design valid for use only with MiTekli connectors. This design is based Only upon parameters shown, and is for an ineividual bidding Component, not ® my a truss system. Garcia use, me building designer must veriy Me applicability of design parameters and property incorporate leis design into Me overall builiingdesign. Bracing indicated is to prevent burhting of individual buss web andkr chain members only. Addeiondtemporaryandpermanentbmoing MiTek' is always required for Stability and to prevent collapse with possible personal miuryard property damage. Forgenemlguidanceregamoglhe fabrication. Storage. deTwery,eretlbn and bracing ofbusses and bass systems. see ANSI?Plf deadly Contend, DSB49 and BCSl Building Component Sid"hnyommUon availablerrom Tmss PiatelnsM e.218N.Lee Street,euile312.NJ andM,VAM14. egos Parke East BbN. Tampa, FL 36610 Job suss Truss Type 0ly Ply Hayes Residence T18536364 J38453 EJ7 Jack -Open 25 1 Job Reference (optional) cess'.ass Iuss, n. tierce,"SI. A 1 3x4 = 5.24Ua Jul 142019 MIIeK MCusm65, MC. Thu OC31 13:01:24 2019 Scale-1:18.8 ]-60 LOADING (par) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Veri(LL) -0.10 4.7 >851 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.26 4-7 >323 240 BCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(CT) -0.00 3 Na n1a BCDL 10.0 Code FBC2017[TP12014 Matrix -MP Wmd(LL) 0.18 4-7 >460 240 Weight: 24 lb FT=0 LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structure wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=210/Mechanlml, 2=404/0-8-0, 4=95/Medianical Max Horz 2=196(LC 12) Max Uplift 3-145(LC 12). 2-179(LC 12) Max Grav 3=215(LC 17). 2=404(LC 1), 4=133(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL-5.Opsf, BCDL=5.OpsY h=15ft; B=45ft; L=24ft; eave=40; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 6.11-4 zone; cantilever left and right exposed ;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) 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) except (it --lb) 3=145,2=179. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 0034 8904 Path East Blvd. Tampa FL 33610 Date: October 31,2019 ®WARNING - Verity design parameters and READ NOTES ON IRIS MD INCLUDED MITEK REFERENCE PAGE MII-rO]rev. IMMO15 BEFORE USE. Design valid for use only with Mirada oonnearers. This design Is based only upon parameters shown, and la for an individual bulldog compared!, not a tress system. Before use, the building designer must verily ma appkcaGay of design Parameters and property Inwrporete this design Into me overall hilliingdesign. Bracing indicated isto prevent bnbaing oflndivauat Loss web driver cram members only. AddlionaltempomryarWp membradng Wek' Is Sways requiredfor slabildy and to prevent collapse with possible pemaral injury and propeM damage. Forgenerelgadaneeregardiryme fabrication. Storage, delivery. erection and bradrp oftnines and Uvss Systems. sea ANSVIPI1 Quality edhdo, PS849 and Bcsf Building comparnt 6904 Parke East BM. SelafylnMrmWon available(rem Tmis Plate lnssallo, 216 N.Ltt 6Veel, Sube 312, Nexandrla, VAi2J1d. Tampa, FL 36610 Job cuss Truss Type Div Ply Hayes Residence T18536365 J38453 ZEJ7A Half Hip t 1 Job Reference (optional) Truss, Ft, Pierce, FL 34946 3K = 8.240 s Jul 14 2019 MTek Industries. Inc. Thu Oct 31 13:01:24 2019 4x4 = 566 7-0-0 56-8 I 14i6 s Soale = 1:17.9 Plate Offsets (X,Y)— 12:0-0-14,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.13 6-9 >619 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.34 6-9 >248 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 Horz(CT) 0.09 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wnd(LL) 0.28 6-9 >300 240 Weight: 271b FT=0% LUMBER. TOP CHORD 2x4 SP NILS BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=49/Mechaniwl, 2=404/0-8-0, 5=256/Mechanical Max Horz 2=166(LC 12) Max Uplift 4=34(LC 9), 2=A91(LC 12), 5=99(11C 12) FORCES. (lb) - Max. Comp./Max. Ten. -AU forces 250 (I s) or less except when shown. WEBS 36=226/313 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasti=124mph; TCDL=5.Opsf BCDL=5.0psf; h=15R; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 5-6-8, Extenor(2) 5-6-8 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shaven; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) 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. 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 nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to glyder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=1b) 2=191. Thomas A. Albani PE No.39380 09Tek USA, Inc. FL C6rt 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 &WARNING - Verily Jesign panmernn and READ NOMS ON MIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. I&M015 BEFORE USE. Oesign valid bruse O*wM MTeks comiectors. This design Ia besot only upon parameters Maws, and is for an IMWUW bWdirg wmponem, nm �� designermustg Ueapaltron rnyb and pmpeMNcolporom Nisdesign intomeoverall etluassystem Beforeuse,maedis pond Swing to or i an9 members only. lemporzryandingmanent brazing trasewih possible alwaysrquired MiTek' pWonweburyarMor4my darroe.For general 13 tot to prewnt laalwaysrestoredrodslabily. endtoandbr wng and personal injury and propeMdamage. For Benerdlguidanceregarding me of trusses S0AIWlatorasg r!0n1m 0n tlWaie b[emagon and bracing of lma¢ 18 N. Lrms sytlems, me 3i ANSVrdda.VA I1 14. Ldbde, DS849entl SCSI Bullmng Comppnanl Soforyln/ormegon available ham Truss Pbla Inatome, 21e N. Lee 9mel. Suae 3R, Alexandda, VA2ga14. 6904 rke W. 3East 61110 Tarni Tampa, R 3eaf0 Job cuss Truss Type pry Ply Hayes Residence % T185366 J38453 HJ4 Diagonal Hip Girder 2 1 Job Reference o ti0nal East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc Thu Oct 31 13:01:26 2019 Page 1 ID:7gH126alRIKVv8yfnb8Foyck—N-j4l6bGNKUVO(yuKPYnbpVOUmTOnITXOv d4r9yNuA7 2x4 = 2x3 II a 42-3 0.23 Scale=1:11.5 Plate Offsets (X,Y)— (3:0-3-0 0-0-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0A1 5-8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.02 5-8 >999 240 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(CT) 0.00 2 me Na BCDL 10.0 Code FBC20171TP12014 Malrix-MP Wmd(LL) 0.01 5-8 >999 240 Weight: 1716 FT=0 LUMBER. BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ibrsize) 3=103/10echanical, 5=51/Mechanical, 2=320/0-10-15 Max Horz 2=103(LC 8) Max Uplift 3=58(1_C 8).2=-211(LC 8) Max Grav 3=103(LC 1), 5=80(LC 3), 2=320(LC 1) FORCES. (lb) -Max. CompJMax.Ten. -All farces 250(Ib) or less except when shown Structural wood sheathing directly applied or 4-2-3 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc brecing. NOTES. 1) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasda124mph; TCDL=S.Opsf; BCDL=5.0pst; h=15ft; 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) 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 fora 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of buss to bearing plate Capable of withstanding 1001b uplift at joint(s) 3 except (jl=lb) 2=211. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 19 lb down and 2I6 up at 1-4-15, and 19 Ib down and 2 to up at 1-4-15 on bottom chord. The designiselectlon of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=70, 4-6=20 Concentrated Loads (lb) Vert: 9=2(F=1, B=1) Thomas A Alban! PE No.39380 Mi7ek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Data: October31,2019 ®WARNING - Verity designparamerere antl READ NOTES ON TNISANDINCLUDED aaTEK REFERENCE PAGE M1+7473 m. ra/U3/20156EFORE USE. Designvalidforuse onlyeia MneOccmnecton.ThIsdesignis based only upon parameters clown, and IsforanindMdual build, con,ove Lnot �*e amuse system. Barge use,the builongdesignermustverlfythe epplicxbiByefdeign parameters and prepedyincorporate Nis design Mote overall -•�� bul0lagdedgn. BmWgindiwtedistoprewniburlL'ngothdMdual WsswbanWoraoNmembemmli. AoMlonaltempmaryandpermanembrerang MiTek' Is akvays required for stabily andto prevent collapse with peace personal lriary and property damage. For general guidance regaming the fabrication, Storage, degven,, emotion and bracing climates and truss Weems, see ANSITPH deeply Cdreda, OS"ll.mi BCSIBuilding Component 6904 Parke East Bell. Sasaylnrormatka available Man Truss Plate Institute, 218 N. Lee street, Suite 31Z Alexandra, VA22314. Tampa, FL 26610 Job Truss Truss Type oty Ply Hayes Residence T18536367 J38453 ZHJ7 Diagonal Hip Girder 6 1 Job Reference (optional) tear wmr Truss, FL Pierce, Pc 349.6 3x3 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13 01:27 2019 3x6 If Scale=1:17.2 Plate Offsets (X,Y)— 12:0-2-0 Edoej LOADING (pap SPACING- 2-0-0 CSI. DEFL. in floc) Udeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.09 5-8 >892 360 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.57 VerhCT) -0.22 5.8 >360 240 BCLL 0.0 ' Rep Stress Ina NO Wit 0.00 Hoa(CT) 0.00 2 ma We BCDL 10.0 Code FBC20177TP12014 Matra -MP Wind(-L) 0.11 5-8 >757 240 Weight: 271b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. fib/size) 3=200/Mechanica1, 5=102/Mechanical, 2=441/0-10-15 Max Hoe 2=148(LC 8) Max UpIBI 3=121(LC 8), 2=241(LC 8) Max Gmv 3=200(LC 1). 5=139(LC 3), 2=441(LC 1) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown Structural wood sheathing directly applied or 6.0-0 0o purling, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directions]); cantilever Jeff 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. his 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 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jl=1b) 3=121, 2=241. 8) Gap between inside of top chord bearing and first diagonal or vertical Web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1151b down and 651b up at 4-2-15, and 1151b down and 651b up at 4-2-15 on top chord, and 19111 down and 216 up at 1-4-15, 19111 down and 21b up at 1-4-15, and 21111 down at 4-2-15, and 21 Its down at•4-2-15 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=70, 46=20 Concentrated Loads (Ib) Vert: 10=2(F=1, B=1) 11=-14(F=7, B=7) Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert6634 0904 Parke Fast Blvd. Tampa FL 33610 Date: October 31,2019 &WARNING-Venry design panmelen antl READ NOTES ON THIS AND INCLUDED AVIEK REFERENCE PAGE M I.7473 rev. 10M3R015 BEFORE USE. Design void for use only with Miracle connectors. This design is based cal, upon parameters shown, and is fin an indivdual budding component not a buss system. Before use, the building designer must vanythe apphralenty of call, parameters and property Incorporaea We design Into %e overall bddingdezfgn. anteing Indicated late pretend bucking of individual truss web anent, Nord members only. Additional temporary and permanent bracing MOW Forgeneralguidanceregardin,NB fabrication,requvedfor5abitiyandtoprevendmaapsewkhpossiblepersonaldjugwdpmpeM1ydamage. fabrication,storage, delivery, Bearden and bracing ofeasses are truss Waste, see ANSWP11 Quality College, DSM9 andfBCSI Building Component Serelylnioneaion avflablehom Tmss PlmelnWN 0,218N.Lee et.6ufte312,A1ex2ndn.VA22314. 6904 Parke Fast BNd. Tampa, FL 36610 Job Truss Truss Type Oty My Hayes Residence T78536368 J38453 ZHJ10 Diagonal Hip Girder 2 7 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 13:01:26 2019 Seale=1:21.8 3x4 II 2x4 = 1F9 11 3.6 =5 Plate Offsets (X,y)— 14:030 U0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vde8 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 7-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.05 7-10 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.40 Horz(CT) 0.01 6 Na No BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(L-) 0.03 7-10 >999 240 Weight: 45 lb FT=0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=156/Mechanical, 2=609/0-10-15, 6=396/Mechanical . Max Hom 2=192(LC 8) Max Uplift 4=-114(LC 8), 2=290(LC 8). 6=93(LC 8) \ FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 Qla) or less except when she=, TOP CHORD 2-3=980/247 BOT CHORD 2-7=-339/916. 6-7=339/916 WEBS 3-7=0/251, 3-6=935/346 Structural wood sheathing directly applied or 5-8-9 oc pudins, except end verticals. Rigid ceiling directly applied or 10-D-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=5.Opsl; BCDL=5Dpsf, h=15ft; 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) 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 psf bottom chord live load noncencurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 6 except Ot=lb) 4=114,2=290. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 11516 down and 65 lb up at 4-2-15, 115 Ib down and 65 Ito up at 4-2-16, and 1581b down and 1251b up at 7-0-14, and 158 Ib dawn and 125 lb up at 7-0-14 on top chord, and 19 lb down and 21b up at 14-15, 191b down and 216 up at 1-4-15. 21 Ile down at 4.2-15, 21 Ib down at 4-2-15, and 441b down at 7-0-14, and 44 lb down at 7-0-14 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-0=70, 5-8=20 Concentrated Loads (lb) Vert: 12=-89(F=-44, B=-44) 13=2(F=1, B=1) 14=14(17=7, B=7) 15=75(F=37, 8=37) Thomas A. Albert PE ND.39380 MITOh USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 ®WARNING - Vwifydesign Parameters antl READ NOTES ON THIS AND INCLUDEDMITEK REFERENCEPAGE MI47473re, IMM015 BEFORE USE Design valid foruse onywM MTeMeennedom. This design is based only upon parameters shown, and is for an individual building component, not abuse systen&fare use, the building designermust wriytM applirsbiiityof design parameters and property inmryorate this design into the overall ��• buildingdesign. Bracing Indicated is to prevent buckling ofindimilual uses webandforobord members only. Additional temporary and permanerd Mating MiTek' is always R,uved for slabihly and to prew t collapseweh possible personal injuryand property damage. For general guidama regaiding the fabdmtion.domge.4egv emdionwdbadnaftmswsaMuusssystems,see ANSVfMl DualXyb da,05B49and BCSl BuliWng Component 6904Parke EastB .. Saretylnfonnagon awbble fmm Tmss Plate Ind6ute, 218 N. Lee Street, Sufte3lZ Alexandra; VA 22t14. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION —�►rLi�I''titl 3/4344' Center plate on joint unless x, y W \.�? offsets are indicated. Dimensions are in ft-in-sixteenths. L Apply plates to both sides of truss and fully embed teeth. 0-}1fi r JF For 4 x 2 orientation, locate plates 0- ''+s' 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 ell, Indicated th symbol shown and/or / by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. .d u Numbering System 648 I I dimensions shown in cafe) izteenths (Drawings not to scale) 2 3 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 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. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General- Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrl-PI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or punins provided at spacing indicated an design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 2D. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. 4