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Home My WebLink AboutTRUSS PAPPERWORKLumber design values dre in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2093351-GHO-33VEN - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: GEM BLDRS Project Name: TILBURG Model:. Tampa, FL 33610-4115 Lot/Block: . Subdivision: . SE'/�fVIVED Address: 1313 LONE PINE DRIVE,. City: FORT PIECE State: FL BY Name Address and License # of Structural Engineer of Record, If there is one, for the building. LucieH / Name: License M Address: City: State: General. Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek-20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 40.0 psf Floor Load: N/A psf This package includes 67 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the .Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# . Truss Name Date No. Seal# : Truss Name 1 T18285461 Al 10/4/19 23 T18285483 B5 2 T18285462 A2 10/4/19 24 T18285484 Cl 3 T18285463 A4 10/4/19 25 T18285485 C3 4 T18285464 A5 10/4/19 26 T18285486 C4 5 T18285465. A6 10/4/19 27 T18285487 C5 6 T18285466 A7 10/4/19 28 T18285488 C6 7 T18285467_A8_ 10/4/19 29 T18285489 C7 8. _ 718285468 A9 10/4/19 30 T18285490 C8 9 T18285469 A10 10/4/19 31 T18285491 CJ1 10 T18285470 All 10/4/19 32 T18285492 CJ2 11 T18285471 Al2 10/4/19, 33 T18285493 CJ3 12 T18285472 A13 10/4119 34 T18285494 13J5 13. 18285473 A14 10/4/19 35 T18285495 D1 14 - T18285474 A15 10/4/19 36 T18285496 D2 15. T18285475 A16 10/4/19 37 T18285497 D3 16 T18285476 A17 10/4/19 38 T18285498 .D4 17 T18285477 A18 10/4/19 39 T18285499 EJ1 18 T18285478 A19 10/4/19 40 T18285500 EJ2 19 T18285479 B1 10/4/19 41 T18285501 EJ3 20 T18285480 B2 10/4/19 42 T18285502 EJ7 21 T18285481 B3 1014/19 43 T18285503 EJ9 22 T18285482 B4 10/4/19 44 T18285504 EJ71 The truss drawing(s) referenced above have been prepared by MiTek USA, hie. under my direct supervision based on the, parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albarii, Thomas My license renewal date for the state. of Florida is February-28, 2021 IMPORTANT NOTE: The seat on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s).ident'died 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 shouldverify applicability of design parameters and property , - incorporate these designs into theoverallbuilding design per ANSI/rPI 1, Chapter 2. Date 1 1 1 1 1 1 1 1 1 Data October 4,2019 Albani, Thomas . 1 of 2 RE: 2093351-GHO-33VEN - Site Information: Customer Info: GEM BLDRS Project Name: TILBURG Model: . Lot/Block: . Subdivision: . Address: 1313 LONE PINE DRIVE,. City: FORT PIECE State: FL No. Seal# 45 T18285505 46 T18285506 47 T18285507 48 T18285508 49 T18285509 50 T18285510 51 T18285511 52 T18285512 53 T18285513 54 T16285514 55 T18285515 56 T18285516 57 T18285517 58 T18285518 59 T18285519 60 T18285520 61 T18285521 62 T18285522 63 T18285523 64 T18285524 65 T18285525 66 T18285526 67 T18285527 Truss Name Date V7 V10 V11 9 9 9 9 9 9 9 9 9 9 9 9 9 2of2 Job Truss Truss Type [ 40ly Ply T18285461 2093351-GHO-33VEN Al Hip 1 1 Job Reference (optional) emiaers nrsi..urea, r-lane�iry, rL-az000, 3.6 = Sx6 = 5.6 = 6.00 12 6 7 8 ST1.5x8 STP = 5x12 = 5x8 = ST1.5x8 STP = 3x4 = TP = 3x8 6.9-7 12-1-0 13-11- 77-0-0 244.0 2 1 0 29-3-8 34-6-0 40.11-15 41-0.0 ag.7l1.tn.n� s.1.n f- z4-n A-s-es-s-15 0 Scale= 1:77.5 Plate Offsets (X V)-- (2:0-0-00-0-131 (fi'0-3-00-2-01 f7:0-3-00-2-Oj 112'0-0-10-0-9] I74:04-00-3-0] [77:0$-0,0-2-01 - -- LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Ved(LL) -0.12 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL .1.25 BC 0.60 Vert(CT) -0.24 17-18 >999 240 BCLL 0.0. ' Rep Stress Incr YES WB 0.81 HOrz(CT) 0.01 13 n/a n/a BCDL 10.0 Code FBC20177rP12014 Mam*SH Wind(LL) 0.05 12-13 >999 240 Weight: 260 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 19-21,8-15:2x4 SP No.3 WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 WEDGE Right: 2x4'SP.N0.3 . REACTIONS. All bearings 0-8-0 except at=length) 13=0-7-15, 12=0-6-14. (lb) - Max Hoe 2=160(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 12 except 2=-165(LC 12),.22=-291(Lc 12), 13=296(LC 13) -Max.Grav All reactions 250lb or less atjoint(s) 12 except 2=578(LC 23), 22=1420(LC 1), 13=1239(LC If . FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-485/286, 5-6=-517/464, 6-7=-410/463; 7-8— 658/610, 8-9=-755/570, 9-11=-661/454 BOT CHORD 2-23=-131/359, 22-23=-131/359, 17-18=-99/600 WEBS 3-23=0/264, 3-22=503/270, 20-22— 1044/504, 5-20=-1042/502, 5-18=-1411704, 7-18= 317/173,14-17— 148/571, 9-14=-440/264,11-14=-310/711,11-13=-1077/632, 7-17=-123/307 Structural wood sheathing directly applied or 6-0-0 oc pudins. .Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 15-17 1 Row at midpt 7-18 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-41.2psI; BCDL=5.Opsf; h=15ft; Cat. It: Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-14 to.3-11-2, Intedor(1). 3-11-2.to 17-0-0, Exterior(2) 17-M to 32-6-14, Intedor(1) 32-6-14 to 40-8-9 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60. plate grip DOL=1,60 - 3) Provide adequate; drainage to prevent water ponding. - - 4) All plates are 2x4 MT20 unless otherwise indicated. " 5) This muss has been designed for a 10.0 psi bottom chord live load nonconcurrentwith any other .other live loads.. - 6) ` This bursa has been a live load of 20.Opsf on the. bottom chord In all. areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between,the bottom chord and any other members, with BCDL= 10.Opst. - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except at=1b) 2=165, 22=291, 13=296. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ; October 4,2019 O WARNING- Verity deelgriparaomwn andpEIDNOTES ON THISAND INCLUDED MREKREFER4NCEPAGEM674T3 rev. 1hA3I2015BEFOREUSE peslgn valltl for use only with M9DI� connactors.lhls tleslgn Is bbsed only upon parameters shown, antl Is for on IdtlMtluol building component, not aanrss system. Before Use. Ma,butc! doeslgner mustver, me applicablllty of do' nparameters antl propel, Inc" icfe"'a tleslgn Into Ma overall ' 'bui'dang dedgn. BraGng lntllcatetl lsto buckling of lntlivitluol true web antl/or chord members only. Atltllnonal Temporary antl pennanen} bracng iviiTek' prevem b always repulretlforstoblllty antl to prevent collapse w8h possible personal mlury antl property tlomage. For generOl god onCe regording the . 6904 PeAe East aNtl: fobrico,Co storage. delNery, erection antl bracing of busses and true systems, seeANSI/IP11 CDaIBByy CrINM. DSB-09 and BCSI Ba1Lhp Componml SoNity NfolmalbrW.,able ham ➢ . Flato Inentut. 218 N. Lee Stn e, SUIIe 312 Alexantlto VA 22314. Tam e P . FL 33610 Job Truss Truss Type x 40ty Ply T18285462 2093351-GHO-33VEN A2 Hip 1 1 Job Reference o Tonal tsuilaers mrst Source, vim uity, 1-1--32bbb, 5x6 = 51 6.00 12 6 7 s Ju1142Ule MileKlnausrnes,lnc. vi Um 4ua:JU:b/lulu 3x6 = STI.5xe STP= 51 = ST1.5x8 STP= 3x4 = 3TP = 0.6 = Scale = 1:77.5 LOADING (psf) TCLL 20.0 TCDL 10.0. BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017ITP12014 CSI. TC 0.53 BC 0.36 WB 0.79 Matrix-SH DEFL Vall Vert(CT) Horz(CT) Wind(LL) in (too) Udell L/d -0.06 16-17 >999 360 -0.1016-17 >999 240 0.01 12 n/a n/a 0.0512-13 >999 240 PLATES GRIP MT20 244/190 Weight: 2641b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 18-20,8-15: 2x4 SP No.3 WEBS 1 Row at midpt 6-17.7-17 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 ' REACTIONS. All bearings 0-8-0 except (tt=length) 12=0-7-0. (lb) - Max Hom 2=173(LC 9) Max Uplift All uplift 100 Its or less at joint(s) 12 except 2=-172(LC 12),.21=-294(LC 12),13=-328(LC 13) Max Gray All reactions 250 Ib Orissa at joints) 12 except 2=557(LC 23), 21=1444(LC 1), 13=1227(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-436/321; 3-5=-32/276, 5-6=-561/499, 6-7=-426305, 7-8=-688/688, 81 91 BOT CHORD. 2-22=-151/307, 21-22=151/307, 16-17=-42/498, 8-16=-231/285' WEBS 3-22=0/254, 3-21=-478/221, 19-21=.1061/495, 5.19=-1050/498, 5-17=-77/667, 7-17=-252/124, 7-16- 319/390,14-16=-154/493,9-14=-409/277,11-14=-3281705, 11-13=-1068/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-2-0-14 to.3-11-2, Intedor(1) 3d1-2.to 18-7-0, Exterior(2) 18-7-0 to 30711-13, Interior(1) 3D-11-13 to 40-8-e zone; cantilever left and right exposed;C-C for members.and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip D.OL=1.60- 3) Provide adequate drainage to prevent water ponding. - - 4) All plates are 2x4 MT20 unless otherwise. indicated. 5).This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with .any other live loads. -6) `This truss has beemdesigned fora live load of 20.0pef 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= I0.0psf. - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011a uplift at joint(s) 12 except 611=11b) Thomas A Albani PE No;39380 2=172, 21=294, 13=328. - 61Tek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019 AWARNNG.VedNdeagnpaametemandREADNOTES ONTHISAND INCLUDED MREKREFEFIANCEPAGEMO]4 M..1hD32015aEFOREUSE Design valid for use only Wh Mae'kG connectors. fits design Is based only upon parameters shown, and b for an Individual bullding component, not a truss system. Before use, the building designer must verity mM e oppllcablliry of design parameters and property Incorporate this design Into e overall buldingdedgn. Bracing Indicated istopreventbucklingofindividualtnrssweband/or chord membersonly, Additional temporary and permonentbrocing Nil- MOW - aalwaysrepulredforstabilityandtopreventcollapsewlmpossiblepersonalhjuryandpropertydartage. Forgeneral guidance regarding the fabrication storage. delivery, erection and bracing of trusses and truss systems, seeAhli Quality Criteria, DS34 9 curd SCSI Building Component Safety lnformutlonovotabie from Truss Plate Institute, 218 N. We Street Suite 312; Nexondrla. VA 22314, 69" Parke East B vd. Tampa, FL 33610. Jab Truss Truss Type L sty Ply T18285463 2093351-GHO-33VEN A4 Roof Special 3 1 Jab Reference (optional) Builders First Source, Plant City, FL-32566, 6.00 12 3x6 4 3x4 G 26 5 4 3x4 G 3 SIB STP = 21 3x6 = 2x4 II 2D 19 28 ST1.5x8 STP 2x&4 11 3x4 = 3x4' _ s Jul 142019 MiTek lndustnes, Inc. Fn Val 408:30:5821319 Fags _io6xzNgS4-_yso5jw10v8pnBVeUAl1 G7sRVxpxEhW OIW smONyW rfh Sx6 = Scale =1 B9.2 6 4x5 _ 7 27 3x4 a 3x6 9 3x4 1 10 15 1s Ill? 3x8 = 14 13 12 ST1.5%B STP = 2x4 II Sx8 = ST1.5xB STP = 3x6 = 7z10 b 2.4 II- 6-9-7 12-1-0 3-11- 20.E-8 24-4-0 29-5-0 34-6-0 41-0-0 6-4a 1 sa.9 �1.1n.n4 ao.a 1 a.a.a 1 s1-n 1 s1-n Plate Offsets (X Y)-- f2:0-0-00-0-131 f13:0-4-00-3-01[15:0-5-80-0-0] [17:0-0-80-1-8] -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too.) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC - 0.79 Ved(LL) -0.06 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.1316-17 >999 240 .. BCLL 6.0. ' . Rep Stress Incr YES We 0.81 Horz(CT) 0.01 11 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-SH Wind(LL) 0.05 11-12 >999 240 Weight: 255 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-4 oc pudins: BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD .Rigid ceiling directly applied or 6-0-0 oc bracing. 17-19,7-14: 2x4 SP No.3 WEBS i Row at midpt 5-16, 7-16 WEBS 2x4 SP No.3" OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP.No.3 REACTIONS. All bearings 0-8-0 except at=length) 11=0-7-0. (lb) - Max Hord 2=188(LC 11) Max Uplift All uplift 100 lb or less atjoint(s) 11 except 2=-175(LC 13),.20=-304(LC 12),12=-346(LC 13) .Max.Grav All roactions25011h orless atjoint(s)11 except 2=528(LC 23).20=1516(LC - 19), 12=1215(LC 1) - FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD , 2-3=-367/316,'3-5=0/400, 5-6=-589/477, 6-7=-510/496, 7-8=-704/492, 8-10= 618/396 - BOT CHORD 15-16=-97/568 WEBS 3-20= 441/181, 18-20=-1103/427, 5-18=-1091/430,5-16=-1/653, 7-16=-366/272, . .. 13-15=-112/462,8-13=-410/231,10-13=-256/692,10-12= 1056/581 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=4.2pst BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -2-0-14 to 3-11-2, Interior(1) 3-11-2 to 20-6-8, Extedor(2) 20-6-8 to 26-6-8, Interior(1) 26-6-8 to 40-8-8 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown: Lumber D0L--1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has-been designed for alive load. of 20.Opsf on the bottom chord in all areas where a rectangle 346-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=10.opsf.. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100'Ib uplift at joint(s) 11 except (jt=Ib) - - 2=175, 20=304, 12=346. Thomas A Alban! PE No,38380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October 4,M 9 QWARNMaG Verllydeslgnpemm fenend REAONOTES ON 7NRANOWCLUOEOMNEKNEFENANCEPAGEM 74Mmv. 1093,20156EFORE USE Design valid for use only with Mnek® connectors. This tleslgn Is based only upon parameters shown, and Is for an IndNldual building component, not wit truss system. Before use, Me building dedgner must vedty the appllcablllfy of design parameters and property Incorporate this design Into Me overall butchgdeslgn. Bracing Indicated@ to prevent buckling of individual trussweb and/ef chord members only.. AddMonaltemporaryandpomlonentbracing Is always required for stability and to prevemcollapse Wth possble personal Injury and properly damage. For general guidance regarding the MOW ' fabrication storage. delivery, erection and bracing of hoses and truss systems, seeAN9/IPII Cualav CnMrb, DSB49 and BC31 BuldMO Component 69N Parke test Blvd. Safety lnforma8enovaliable from T uss Rate Institute. 218 N. Lee Street, Suite 312; Alexandria. VA 22 14 Tampa, FL 33610 Job Truss Truss Type L y Ply T18285464 2093351-GHO-33VEN AS Roof Special 1 1 Job Reference (optional) ounuers rina source, ream ury, rL - seaoo, uul w<uiu ml,exmausm.s,m.. rnsict ruaa rw mia 3x4 9 3 2.4 II 23 2x4 II 2x4 II 2 1 O STP= 19 46 = 5x6 = SxB = 6.00 12 6 4x6 46 i 7 24 25 3x9 / 5 3x4 8 3x6 4 9 4x6 1 10 11 7 15 - 26 76 7x10 = - - - 185x12 = 3x8 = 14 13 12 STI.Sx8 STP = 3.4 11 2x4 11 Sx8 = ST1.5x8 STP = 3x8 3.6 11 Scale=1:80.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TC 0.60 Ven(LL) -0.12 16-17 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.28 16-17 >999 240 BCLL 0.0 ' Rep Stress lncr VES WB 0.71. Horz(CT) 0.09 12 Na n/a _ BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Wind(LL) 0.11 16-17 >999 240 Weight: 263 lb FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-B-6 oc pudins. BOT CHORD Zx4'SP No.2 *Except* BOT CHORD .Rigid ceiling directly applied or6-0-0 oc bracing: 5-18,7-14:.2x4 SP No.3 WEBS 1 Row at midpt 5-16. 7-16 , WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2*Except* 21-22:2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) l l=-181/0-7-0, 2=1438/0-8-0, 12=2117/0-8-0 - Max Ham 2=188(LC 11) Max Uplift l l=-228(LC 23), 2=358(LC 12), 12=-415(LC 13) Max Gmv l l=72(LC 12), 2=1438(LC 1), 12=2117(LC 1). FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2278/846, 3-5= 2033/853, 5-6=-1268/674, 6-7=-12171700, 7-8=-1267/643, 8-10=-777/413, 10-11=-309/876 BOT CHORD 2-19=-642/1919, 5-17=-97/578, 16-17=-517/1751, 15-16=-217/1075, 12-13=-078/346, 11-12=-676/346 WEBS 17-19= 612/1851,5-16=-949/522, 6-16=-381/747, 13-15=-113/592, 8-15=-147/625, 8-13=-940/392,10-13=-539/1574,10-12=-1952/892 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., - GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2,0-14 to 3-11-2, Intedor(1) 3-1.1-2 to 20.6-8. Extedor(2) 20-63 to 26-6-8, Intedor(1) 26-6-8 to 40-83 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. - 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 5) Provide mechanical connection (by others), of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 11=228, 2=358, 12=415. - s - ImI4 Thomas A. Albani PE No.38380 Ids ek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33810 Date: October 4,2019 AWABNNG-Vedfydee,g0 amete..dRF DNOMSONM6MDWCLUDEDMREKBEFEBANCEPAGEMLL74nmv.1001201SBEFOBEUSE Design valid for use only with MOekO connectors. This design s obsed only upon parameters shown, antl Is for an IndMdual building component not a twss system. Before use. fine bolding designer must verdy, the applicability of design parameters and properly Incorporate tit6 design Into the overall buJ0ing design. Bracing Indicated is to prevent budding of lndMduai trussweb Mai members only.- Additional temporary antl permanent bracing 'MtTek' B always required for stability and to preventcollopse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erection and bracing of trusses and truss systems. seeANSVIPII QuaMy CdfeM, DSB419.and BCSI Buldha Component Safety Informationovolloble from Time; Plate Institute, 218 N. Lee Street, Suite 31Z Alexondda, VA 22314. 69M Palle East 9140: Tampa, Fl U610 Job Truss Truss Type y Py Ply T18285465 2093351-GHO-33VEN A6 Roof Special 1 1 Job Reference (optional) builders First Source, Plant City, FL-32555, 8.240 a Jul 14 2019 MI ]aK Inc. Fn Vm 4 V6:31:U1 zU19 rage 1 5x6 = 6.00 Fl2 6 46 O US i 7 5 31 3x8 i 4 3x6 3 3 2x4 II 30 20 II 2x4 II 2 9 1 20 7XIO = STP= 23 22 35 3x6 = 1B 4x6:= 6x8 = Sx4 11 3x4. II 7%IO — 32 33 3.6 C 4x6 8 3x6 9 0 axis C 1 2x4 4 3412 Scale=1:81.3 2x4 II 13 20 II o .4 m]o 17 16 15 J11.bme Sx8 = ST1.5xB STP = 46 = 6x8 = 6xB = r fig ] t&11-0 I 20.GB 4- -.1 I 29-&0 l 32-2-7 34-6-0 i 37-7-02 I 41-1-0 Plate OHsets(XY)- r15:0-3-80-3-01116i0-3-SO-3-0] 117:0-4-00-3�01 Tl9:0-5-80-4-0] 121:06-00-4-01123i0-3-80-3-01 - --- LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) tldefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.78 Ved(LL) . --0.13 20-21 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.33,20-21 >999 240 - BCLL 0.0. ' Rep Stress Incr NO WS -0.83 Horz(CT) 0.12. 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 - Matrix-SH WMd(LL) 0.12 20-21 >999 240 Weight: 285 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4,9-14: 2x4 SP No.1 BOT CHORD. BOT CHORD 2x4 SP No.2 *Except* WEBS 5-22,7-18:2x4 SP No.3 WEBS 2x4 SP.No.3 *Except* 11-16: 2x4 SP No.2 OTHERS 2x4 SP No.3 - REACTIONS. (lb/size) 2=1582/0-8-0, 15=4854/0-8-0,.13=29/0-8-0 Max Horz 2=-184(LC 10) Max Uplift 2=335(LC 12), 13=-129(LC 23) Max Grav 2=1582(LC 1), 15=4854(LC 1), 13=168(LC24) FORCES. (Iti) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-2575/868, 3-5= 2398/864, 5-6=-1613/686, 6-7=-1564l717, 7-8=-1978/669, 8-10=-1657/470,10-11=-890/225,11-12=-322/1478,12-13=-221/504 BOT CHORD 2-23= 594/2160, 5-21=-91/605, 20-21=-460/2079, 19-20=-202/1551, 7-19=0/313, 16-17=0/595,15-16=-1066/469,13-15=-372/323 WEBS P1-23=-566/2102,5-20=-973/516,6-20=.393/1059,7-20=-561/206,17-19=-115/1267, 8-19=-139/340,B-17=1471/398,11-15=-4348/911,10-17=-375)1484, 10-16=-2413)528, 11-16— 629/2886, 12-15= 788/189 Structural wood sheathing directly applied or 3-4-8 oc pudins. Rigid ceiling directly applied or 5-6-1 oc bracing. 1 Row at midpt 5-20. 7-20. 8-17, 11-15, 10-16 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-14 to 3-11-2, Intedar(1). 3-11-2 to 20-6-8, Exter or(2) 20-6-8 to 2643-8. Interior(1) 26-6-8 to 43-.1-15 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chordlive load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of20.0psf on the bottom chord inall areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other.members, with BCOL = 1 6.0psf. .. . . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except qt=lb) 2=335, 13=129. - - I - - - - 6) Load cases) 1, 2, 3, 4, 5, 6, 7, 8; 9, 10, 11, 12, 13, 14, 15; 16, 17, 18, 19, 20, 21, 22, 23, 24, 25. 26 haslhave been modified. Buildidg designer must review loads to vedfy_that they are correct for the intended use of this truss. - 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F7 or back (B). LOAD. CASE(S) Standard. - - Thomas A. Alban PE No,39380 6fiTek USA, Inc. FL Cedfi634 6904 Parke East Blyd. Tampa FL 33610. Date: October 4,2019 QWARNMO-VedfydeWgnpmmneferaend READNOTESONTNISANDMCLUDEDMREKREFERANCEPAGEMX747amy.ra DISSEFOREUSE — Design valid for use only Win Mnek®,connectors. ih6 design based onlyupon parameters shown, and lsfor an individual building component. not �R- ■■ - a muss system. Before use, me building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bUldingdeslgn. Bracing mcilcatedIstoprevent bucking oflndMdualmussweband/or chord members only.. Additional temporary and bracing MiTek' permanent Is always required for stobllity and to prevent collapse Win posside personal Injury and property damage. For general guidance regarding true fabrication, storage: deiNery, erection and bracing of musses and muss systems. WeANSVIPII Quo' ry1y Cmnb. Will and Best building Component 6904 Pa4ce bast erytl: Safety mformatbrxvollcble from Truss Rate lmflUe,218 N. Lee Skeet. Suite 312. Alexandra VA 22314. - Tampa, FL:33610. Job Truss Truss Type 4 PY Ply T18285465 2093351-GHO-33VEN A6 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Oct 4 08:31:01 2019 Page 2 ID:rcJP0140c7YPehxeU_io6x7NgS4-OXYv jIyIC3BXkfEDAJlkulTyv8nOR1y5RU5OdiyW de LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6 -60, 6-33=-60, 12-33- 360(F=-300), 12-14=-60, 2-22= 20, 19-21=-20, 13-18=-20 2) Dead +0.75 Roof Live (balanced) +0.75:Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-6=-50, 6-33=-50, 12-33=-325(F=-275), 12-14- 50, 2-22=-20, 21-35=-50, 19-35=-20, 13-18=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Unifoml Loads (pIQ Vert: 1-6=-20, 6-33=-20, 12-33--270(F= 250), 12-14=-20, 2-22=-40, 19-21=-40,13-18=-40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1:. Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=95; 2-30=56. 6-30=37, 6-32=56, 32-33=37, 1233=53(F=16), 12-13=37, 13-14=29, 2-22=-10,.19-21- 10, 13-18=-10 Harz: 1-2=-103, 2=30=-65, 6-30=46, 6-32=65, 13-32=46, 13-14=37 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=29, 2-31=37, 6-31=56, 6-33=37, 33-34=53(F=16),12-34=72(F=16), 12-13=56, 13-14=95, 2-22=-10, 19-21=-10, 13-16=-10 Horz: 1-2= 37, 2-31=-46, 6-31=-65, 6-34=46, 13-34=65, 13-14=103 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-6, 2-6=-42, 6-33=-42, 1233=-299(F=-256), 12-13=-42, 13-14=-34, 2-22= 20, 19-21=-20, 13-18= 20 Horz: 1-2=-14, 2-6=22, 6-13=22,13-14=-14 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pig Vert: 1-2=-34, 2-6=-42; 6-33=-42, 1233=-299(F=-256), 12-13=-42, 13-14=-6,2-22=-20, 19-21=-20, 13-18=-20 Horz 1-2=14, 2.6=22,6-13=-22,13-14=14 8) Dead +0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads:(plo Vert: 1-2=24, 2-6=5, 6-33=21, 12-33=-52(F= 73), 12-13=21, 13-14=13, 2-22- 10, 19-21- 10, 13-18=-10 Horz: 1-2=33, 2-fi=-13, 6-13=29, 13-14=21 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=13, 2-6=21, 6-33=5, 1233=-68(F=-73), 12-13=5, 13.14=24, 2-22=-10, 19-21=-1Q 13-18=-10 Horz: 1-2=-21, 2-6=-29, 6-13=13, 13-14=33 10) Dead +0.6 MWFRS Wind (Neg. Internal) Leff: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-15, 2-6=-24,,6-33=-7, 12-33=-229(F=-221); 12-13=-7, 13-14=T, 2-22=-20, 19-21=-20, 13-18---20 Horz 1-2=-5, 2-6=4, 6-13=13, 13-14=21 11) Dead+0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig - Vert: 1-2=1, 2-6=-7, 633=-24, 12-33=-245(F=-221), 12-13=-24, 13-14=-15, 2-22=20, 19-21=-20,'13-18=-20 Horz 1-2- 21,2-6=,13, 6-13=d, 13-14=5 - 12) Dead+0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig ' Vert: '1-2=24,2-6=32,6-33=17,12-33=-27(F=-44),12-13=17,13-14=9,2-22=-10, 19-21=-10, 13-18=-10 'Horz: 1-2=-32, 2-6=-41, 6-13=26,13-14=17 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate.lncrease=1.60 Uniform Loads (pIQ Vert: 1-2=9; 2-6=17, 6-33=32, 12-33=-12(F=-44), 12-13=32, 13-14=24, 2-22=-10, 19-21=-10, 13-18=-10 Horz: 1-2=-17, 2-6=-26, 6-13=41, 13-14=32 14) Dead +0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=t60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=24,2-6=32,6-33=17,12-33=-27(F=-44),12-13=17,13-14=9,2-22=-10, 99-21=-10, 13-18=-10 Horz: 1-2=-32,2-6=-41; 6-13=26, 13-14=17 . 15) Dead +0.6 MWFRS Wind (Pos. Internal) 41h Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=9,2-6=17,6-33=32, 12-33- 12(F=-44),12-13=32,13-14=24,2-22=-10, 19-21- 10, 13-18=-10 Horz: 1-2=-17, 2-6=-26, 6-13=41, 13-14=32 16) Dead+0.6 MWFRS Wind (Neg. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ. Vert: 1-2=12, 2-6=4, 6-33=-11, 12-33=-232(F=-221), 12-13=-11, 13-14=-3, 2-22=-20, 19-21=-20, 13-18=-20 .. Horz: 1-2=-32, 2-6=-24, 6-13=9, 13-14=17 17) Dead +0.6 MWFRS Wind (Neg. Intemal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ- Vert: 1-2=-3,2-6- 11, 6-33=4, 12-33= 217(F= 221), 12-13=4, 13-14=12, 2-22_ 20, 19-21=-20, 13-18=-20 Hoe: 1-2=-17, 2.6=-9, 6-13=24, 13-14=32 , . . . 18) Dead+ Uninhabitable Attic Storage:. Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (pig Vert: 1-6=-20, 633=-20. 12-33=-220(F=-200), 12-14>20, 2-22= 20, 21-35=-60, 19-35=-20, 13.18=-20 19) Dead+0.75 Roof Live (bal.)+0,75 Uninhab. Attic Storage .+0.75(0.6 MWFRS Wind (Neg. Ing Leh): Lumber Increase=l.6Q Plate Increase=1.60 _ Uniform Loads (pIQ Vert: 1-2=-47, 2-6=-53, 6-33=41, 12-33=-331(F= 291), 12-13=-41, 13-14=-34, 2-22=-20; 21-35=-50, 19-35=-20. 1348=-20 Horz: 1-2=-3, 2-6=3, 6-13=0, 13-14=16 O.WAl1NWG-Verirydaslgnparamelemand READNOTES ON WISANOINCLUDEOMUEKREFERANDEPAGERX74M.V. laMMSBEFOREUSE Design volld for use only with Mrek® connectors. WS design 6 based only upon parameters shown, and is for on Individual building component, not o huss system. Before use, Me building deslgnermust verify. Me applicability of design parameters and properly Incorporate this design Into Me overall buldingdesign. Bracing Indicated is to prevent buckling of Individual nuss web motor chord mombom only. Additional temporary and permanent bral Is always requPed for stablllN and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me MiTek' . ' fabrkaflon: storage: delivery, erection and bracing of husses and nuss Systems, seeANSVrPII Quality Calera. DSB-59 and BCSI Bolding Component 69" Parke East BW. Safety lnformallarc alloble from Truss Plata hssfiMe.918 N. Lee Stmot, Suite.312: Alexandria VA 22314. Tampa, FL 33610. - Job Truss Truss Type r 0ly Ply T78285465 2093351-GHO.33VEN A6 Roof Special 1 1 Job Reference (optional) dul0ers First Source, Plant City, FL-32566. 8.2405-142Ui9 Milek IndusInes, Inc. rn UM 4 eb:31:U1 aul a rages ID:rcJP0140c?YPehxeU_io6x NgS4-0XYvjIyIC3BXkfEDAJIkUTyven0RlySRU50diyWrte LOAD CASE(S) Standard 20) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-34, 2-6=-41, 6-33- 53, 12-33=-344(F=-291), 12-13=-53, 13-14=-47, 2-22- 20, 21-35=-50, 19-35=-20, 13-18= 20 Hoa: 1-2=-16, 2-6=-9, 6-13=-3,.13-14=3 21) Dead +0.75 Roof Live (bat.)+0.75 Uninhab. Attic Storage+ 0.75(0.6 MW FRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-26, 2-6=-32, 6-33=-43, 12-33=-334(F=-291), 12-13=-43, 13-14=-37, 2-22=-20, 21-35=-50, 19-35=-20, 13-18=-20 Heal 1-2=-24, M -18, 6-13=7, 13-14=13 22) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 12=-37, 2-6=-43, 6-33=-32, 12-33=-323(F=-291), 12-13=; 32, 13-14=-26, 2-22=-20, 21.35=-50, 19-35=-20, 13-18=-20 Hoa: 1-2=-13,,2-6=-7, 6-13=18, 13-14=24 23) tat Dead + Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-60, 6-33=-20, 12-33=-320(F=-300), 12-14=-20, 2-22= 20, 19-21=-20, 13-18- 20 24) 2nd Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.6=-20, 633=-60; 12-33=-360(F=300), 12.14=-60, 2-22= 20, 19-21=-20, 1348=-20 25) 3rd Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhati. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6- 50, 6-33=-20, 12-33- 295(F=-275), 12-14= 20, 2-22= 20, 2135=-50, 19-35=-20, 13-18=-20 26) 41h Dead +0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-20, 6-33= 50, 12-33=-325(F=-275), 12-14=-50, 2-22=-20, 2135=-50, 19-35=-20, 13-18=-20 Q WARNNG-Vedrydeslgn Permrieteraead RRADNOTES ON TNISANDNCLUDEDMREKREFERANCEPAGEM674Tlmv. fbtY2olisBUORE USE Deslgn valld for use only Won MReM connectors. this design Is based only upon parameters shown, and Is far an Individual building component, not , a truss system. Before use, the bullclog designer must verify Me applicablllryof design parameters and properly Incorporate this design Into me overall bulltlingde9gn. Bracing Indicated a to bucking OfIndMdualtnsssweb and/or ahordmembers only, Addiflonal temporary and bracing M!Tek' prevent permanent Is always required for stabillty and to prevent collapse with aMble personal injury and properly damage. For general guldonce regarding the ' fabrication: storage: delNery, erection and bracing of trusses and trusssystems, seeANSVIPII GualtyCmMM, DSB49 and SCSI lultlhp Component .. 69" Paske East Blvd: - Tampa, FL;33610 Safetyhsformationovolloble from hula Plate Institute. 218 N. Lee Street. Suite 312, Alexantlria. VA 22314. Job Truss Truss Type . OtY Ply T18285466 2093351-GHO-33VEN A7 Roof Special 1 1 Job Reference (optional) e24u a Jul 142uiv vn lex mausmes, m0. rn um builders First Source, Pier Gity, i L- 32b55, 3x6 G 3 20 I 27 2x4 II 0 2z4 II. 2 d STP- 20 46 = 5x6 = 5x6 = 6.00 12 6 4x6 C 4x6 O 7 3x8 G 5 28 //II 4 17 19 31 3x8 = 15 3x4 II 3a4 II 5x12 = 7x10 = 29 3x6 C 8 3x8 & 9 4x6 C 10 30 14 13 5x8= 'ST1.5x8 STP= 3x6 II Scale = 1:88.0 2.4 II 2x4 II 11 2x4 II 10 12 Nld d 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.57 Ven(LL) -0.1217-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL '1.25 BC 0.65 Vert(CT) -0.28. 17-18 >999 240 BCLL 6.0. ' Rep Stress Incr YES We 0:71 Horz(CT) 0.09 . 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matffx-SH Wind(LL) 0.11 17-18 >999 240 Weight: 269 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-5=6 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD. 'Rigid ceiling directly applied or 6-0-0 oc bracing. 5-19,7-15:.2x4 SP No.3 WEBS 1 Row at midpt 5-17, 7-17 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1439/0-8-0, 13=2083/0-8-0, 11=0/0-8-0 Max Holz 2=184(LC 11) Max Uplift 2=-359(LC 12), 13=-387(LC 13), 11=-166(LC 23) Max Grav 2=1439(LC 1), 13=2083(LC 1). 11=131(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 2280/858, 3-5=-2035/853, 5-6=-1270/676, 6-7=-12191705, 7-8=4270/653, 8-10=-782/442, 10-11=-283/872 BOT CHORD 2-20=-588/1921, 5-18=-91/580, 17-18=-053/1753, 16-17=-188/1077, 13-14=,683/391, 11-13=-683/391 WEBS 18-20=-560/1853, 5-17=-949/515, 6-17=-383(748, 14-16- 95/600,8-16=-132/620, 8-14=-942/380,10-14= 534/1588,10-13=1943/822 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph;(3-second gust) Vasd=124mpfi; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exte B; Encl., GCpI=0.18; MW FRS (envelope) and C-C Exterior(2) -2-0-14 to 3-11-2, Intedor(1) 3-11-2 to 20-6-8, Exterior(2) 20-6-8 to 26-6-8. Interior(l) 26-6-8 to 43-1-14 zone; cantilever left and fight exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconctirrent with any other live loads. 4) *This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. - -- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Itt uplift at joint(s) except at=lb) 2=359, 13=387, 11=166. - Thomas A. Albani PE No.39380 6111'rek USA, Inc, FL Cerf 6634 SOBS Parke East Blvd. Tampa FL 33610 Date:. October 4,2019 Q.WANNWG-Vadyd.9gnp...re..edNEADNOWSONMISANDMCLUGEOMffE REFERANCEPAGEM67479ree161A aissEFOREUS6 Design valid for use only. Win MOek® connectors. This design Is based only upon parameters shownpnd Is for an IndNldual building component, not , o truss system. Before use, the building designer must verify me appllcablllry of design poremeters and properly Incorporate this design Into the overall- buldingde9gn. Bracing indicated is to buCldhg of Individual hays andler chord members only, Additional tenporay and bracing prevent web permanent s always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the ,�tT®k- . - ' - 69M Parka East Blvd: fabrication, storage. delivery, erection and bracing of Passes and hus systems. seeMSVMI1 Quality Cmada, DSB49. and SCSI l rldhg Component Safety lnfarmatblrn011abie from Truss Plate Institute, 218 N. We Sheet. Suite 312, Alexandria VA 22314. - • Tampa, FL 33610.. - Job Thus Tess Type Ply T18285467 2093351-GHO-33VEN AS Common 1 1 Job Reference (optional) bumer5 Fmd Source, Plant Glty, FL- 32bb5, a24U a JW 14 201e MI I eK InUu510e6. Inc. Fn UM e uoa I.. cu a, Scale=1:80.1 5.6 2x4 II 5.6 = M = 5x6 = ST1.5x8 STP = 3x6 II 3x6 fi-7-0 13-6-12 I 20-6,1 27.6-0 34.8-0 41-1-0 I o 1 ss t.n a11ep Plate Offsets (XY)=-f12:0-3-00-0-01 f14.0-3-00-3-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC -0.58 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC0.73 Vert(CT) -0.2513-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB. 0.69 Horz(CT) 0.07 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.10 1-15 >999 240 Weight: 2321b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 *Except* 17-18: 2x4 SP No.3' BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc pudins: BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing: WEBS 1 Row at midpl 4-13. 6-13 REACTIONS. (lb/size) 1=1320/Mechanical, ll=1973/0-8-0, 9=107/0-8-0 'Max Hoe 1=-188(LC 10) Max Uplift 1=-307(LC 12), 11 373(LC 13), 9=-107(LC 17) Max Grav 1=1320(LC 1), 11=1973(LC 1). 9=211(LC 24) .. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2456/1049, 2-4=-1845/859, 4-5=-1226,708,5-6=-1226f703, 6-8=-1128/568,. 8-9— 218/639 BOT CHORD 1-15= 780/2102, 14-15=-780/2102, 13-14=-426/1602, 12-13=-209/927, 11-12=-075/314, 9-11=-475/314 WEBS 2-15=0/291, 2-14=-599/395, 4-14=-98/475, 4-13=-804/462, 5-13=305/658, 6-12— 559/322, 8-12=558/1564, 8-11= 1829J819 ' NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph,(3-second gust) Vasd=124mpfi; TCDL=4.2psf; BCDL=.5.Opsf; h=15k; Cat. II; ExaB; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extefior(2) 0-0-12 to 6-0-12, Intedor(1) 6-0-12 to 20-6-8, Exterior(2) 20-6-8 to 26-6-8, Interior(1) 26-6-8 to 43-1-14 zone; cantilever left and right exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. .. .. . 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) except Qt=lb) 1=307, 11=373, 9=107. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019 Q WAFINING -Vedyydeslg.rr.,rer..d NERD NOTES ON WSAND INCLUDED M?EKREFERANCEPAGEM6)4flree frYA'Y10f59EFORE USE ' Design valid for use -only with MTek®connecfors. This design is based only upon parameters shown, ma Is for an lndNlduol bullding component not - a Muss system. Before use, the. bustling designer must veri y Me appllcabalty of design parameters and properly Incorporate this peslgn Into me overall bthding deslgn. &acing indicated Is to prevent buckling of Indvdual Cruse web and/or chord members only.. Addltlonol temporary and permanent bracing MtTek' b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldcnce, regarding me -, fabrication, storage: delNery, erection antl bracing of Musses and truss systems, seeANSI71PIl Cuaft CMUB, DS34 9 and BCSI SWdhD Component 6904 Parke East BUd: ' Safety lnformatknmallobie from Truss Plate Institute.218 N. Lee Street Suite 3IZAIexandr1o, VA 22314.- - Tampa,. FL33610 •- Job Truss Truss Type 4 ty Ply T18285468 2093351-61-1033VEN A9 Root Special 1 1 Job Reference (optional) Gunners mrst source, Furs Uty, VL-J2bes, a.24u s Jul 142u19 Mu ea Inausme5, Inc. Fn Vor 4 uu:J1:u9[u is rage ID:rcJP0140c7YPehxeU_io6tW1gS4.o6E3Mm7BV_z6b6zorRsSW 05W CMrleSpv7SJ4E1yW rfb IT -1 I 2]4 3-G-182 4fi1-71--00 143- 1-1 12 -1z I 1-S40 6 2-0-0 Scale = 1:84.4 5.6 = 6 1 j 11 I ..J; d axe = 3x4 5x6 = 3xB = 5x6 = STI.5x8 STIR = 34 = 2x4 II 1 2-s-e 6-7-0 1as-1z 2o-s-B 27-so I as-s-o 41-1-0 - 0.x-a d_1_R (i.11.19 f11.19 4,1.1n 0.r,.ln n.].n Plate Offsets (X Y)- [13:0-M 0-3-0], [15:03-0 03-0] - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.1214-15 >999 360 MT20 .244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.2414-15 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.63 Horz(CT) 0.07 12 n(a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.1015-16 >999 240 Weight: 243 lb Fr=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SPNo.3 WEBS REACTIONS. (lb/size) 17=1319/Mechanical, 10=121/0-8-0, 12=1953/0-8-0 :Max Harz 17=-221(LC 13) .Max Uplift 17=-307(LC 12), 10=-103(LC 13), 12=-370(LC 13) Max Gray 17=1319(LC 1), 10=220(LC 24), 12=1953(LC 1) FORCES. (lb) - Max. CompJlylaz: Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3---2320/924, 3-5=-1839/815, 5-6=-1228/694, 6-7=-12271701, 7-9=-1136/569, 9-10=-190/610 BOT CHORD 16-17=678/2000, 15-16=-634/2055, 14-15=-412/1597, 13-.14=-205/934, 12-13=-450/307, 10-12=-450/307 WEBS 3-16=0/250, 3-15=-550/268, 5-15=-50/465, 5-14= 802/462, 6-14=-3031661, 7-13=-550/307, 9-13=-526/1543, 9-12=-1802I790, 2-17=-2278/967 Structural wood sheathing directly applied or3-0-10 oc pudins, except end verticals. Rigid ceiling directly applieq or 6-0-0 oc bracing. 1 Row at midpt 5-14,.7-14 NOTES- 1) Unbalanced mot live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=1 Sit; Cat. II; Exp B;. Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 2-5-8, Interior(l) 2-5-8 to 20-6-8, Exterior(2) 20-6-8 to 26-6-8. Intedor(1) 26-6-8 to 43-1-14 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water. pending. .. ' 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live Iliad of 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 till by 2-" wide will fit between the bottom chord and any other members, with BCOL= IO.Opsf. . . . 6)Refer togirder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable otwithstanding 100 lb uplift at joint(s) except 6=16)�.. 17=307, 10=103,12=370. Thomas A. Albani PE No.38380 LETO USA, Inc: FL Celt 6834 6904 Parke East Blvd. Tampa FL 33610 Dater October 4,2019 '; A& WARNWG - VeNry Ceslgn parsmetereend READ NO tE5 ON 7NIS AND MCL UDED MREK REPERAN&E PAGE MX74M rev. I AT32015 BEFORE USE Design volltl for use only with Mhek®connectors. ThIs tlesign a basetl only upon pprbmelBn shown, pntlis for on IntlMducl building component not ��•- - btruss system. Befcla use. the building tlesign' must verity the applleoDlllN of tlesign parameter§ o" propeAy Incorporate ttra tlesign Into the overall � bulltling tlesign. Bmdng lntlicatetl b ro prevent buck of lntlNltlual hussweD antl(or chord membe..Ny. Atlainonal Eporory antl pertnpnent brpGng _ - iwiTek' a clwaysrequlretlfor staDIIIH antl to prevent collapse wlih posWle peisond injury antl proper" tlamogo For general guitlanceTega,d glh. tobricoiion storage: tlelNery, erecnon antl bracing of buses antl husssyslems, seeANSVIPi1 Du COhM. D39-0g antl BC31 Widhp Cemponml 6904 PaAcefast BN4: SObty Nfbrmalbrxrva0able ham Tnas Flofe InstiMe. 218 N. Lee Sheet. Suite 312 Alexantlrla, VA P2314. "' - - Tampa, FL 33610 Job - Truss Thus Type a PlyT18285469 2093351-GHO-33VEN A10 Roof Special ri 1 Job Reference (optional) d.Z4U s Jul 14 ZU1a MI I el( Inausme5, Inc. rn UM 4 Ua:JU:40 zu rs Gullaers vim Source, P18m{dty, rL- Jzbbb, Scale = 1:TrA 5X6 = 6 1 m 1.4 11 ru 2 1N d 6x8' = 3x4 = 5.6 = 3xe = 5x6 = 5x6 = ST1.5X8 STP = 3x6 = 6XB = 4-5.8 fi-7-0 13-fi-12 20-6-8 27-6.4 346.0 37-8-0 41-1-0 a.4.4 l o-s-e P-ss_so.s-H-re 1 n.o.n vzn Plate Offsets (X h-- 18:0-3-0 0-3-07 113:0-3-8 0-3-07 115:0-3-0 03-01 117:0-3-00-3-0I LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.13 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 $C 0.73 Vert(CT) -0.28. 16-17 >999 240 BCLL 0.0 Rep Stress [net NO We 0.83 Hors(CT) 0.09 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Wmd(LL) 0.11 17-18 >999 240 Weight: 262 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD. 6-12: 2x4 SP No.1 BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3'Except* :WEBS 9-14: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (IWsize) 19=1447/Mechanical, 11=105/0-8-0, 13=4840/0-8-0 -Max Horz 19=-247(LC 13) Max Uplift 19==284(LC 12), 11=-77(LC 25) Max Gray 19=1447(LC 1), 11=233(LQ24), 13=4840(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2546/931, 3-5=-2115/813, 5-6=-1509/691, 6-7>1510/696; 7-8=-1901/582, 8-9=-1426/360,.9-10=-285/1375, 10-11=-196/456 BOTCHORD 18-19=r666/2288,97-18=-630/2290,16-17=-405/1827,15-16=-201/1444,14-15=-35/1056, 13-14=-975/434,11-13=304/299 WEBS 3-17=-533/265, 5-17=-50/459, 5-16=-800/458, 6-16=-294/897, 7-16=-453/122, 7-15=-447/302, 9-13=-4313/903, 2-19=-2566/972, 8-14=-2025/455, 8-15=-291. 9-14=-609/2862,10-13=-796/173 Structural wood sheathing directly applied or 3-3-13 oc audits, except and verticals. Rigid ceiling directly applied or 5-9-13 oc bracing. 1 Row at midpt 5-16, 7-16, 9-13, 2-19, 8-14 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.OpsC h=15f; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 4-5-8, Interior(1)'4-5-8 to 20-6-8, Exterior(2) 20-6-8 to 26-6-8, Interior(1) 26-6-8 to 43-1-.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 ponding.;- 4) This truss has been designed -for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: -. 5) •This joss has been designed for . yp;load of 20.Gpsf on the bonom: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 BCD[ =.10.0psf. - 6) Referto girderri for muss to buss connections. 7) Provide mechanical connection (by others) of toss to.beanng plate capable of withstanding 100 lb uplift atjoint(s) 11 ei 6ept Qt=lb) - 19=284. - - _ 8) Load easels), 1, 2, 3, 4, 5, 6, 7, 8, 9, 10,.11; 12,.13, 14, 15-16, 17; 18' 19; 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are coffact for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the muss are noted as front (F) or back (B). LOAD CASE(S)' Standard Thomas A. Alberti PE No.39380 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4.2019 . ' QWAHNING-Vedryd,-lgnpammetersend REAONO7 SONTMSANDNCLUDEDMREKREFERANCEPAGEM&74Mmel D320158EFOREUSE - DeslgnvalidforuseonlywialMlrekelcannectors.ibis design is based only upon parameters shown and Is for on lndlWdual building component, not - �`• a has system. Before use, the building deegner must verify Me appllcole lily of design parameters and properly Incarcerate this design Into the overall building design, Bracing Indlcofed Is to prevent buckling of Individual truss web antl/or chord members only. Additional temporary and permanent bracing Maw( 8 alwaysfequired for stabllity and to prevent collapse with possible personal injury and property damage. Far general guidance regarding Me fabrication; storage. colNery, erection and bracing of busses and truss systems.-seeANSI/1PI1 Quality CMido; DSB49 onde0319ulding Component. Sa/oly Infonnafbrpvoliabla hem inns Flame Insfltute: 218 N. Lee Street, Suite 312: Alexandria, VA 22314. .. - 69M Parke East evil. Tampa, FL 33610 ... Job Truss Truss Type Ory Ply T16285469 2093351-GHO-33VEN A10 Roof Special 1 1 Jab Reference (aDtiona0 Builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Oct 4 08:30:45 2019 Page 2 ID:rcJPO14Oc?YPeh:eU-io6taNgS4-sSatMHmGzBAppBOeEyD_FNpDBiK_hp461 Da3dyWrfu LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25,, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-60, 2-6-60; 6-25=-60, 25-27=-360(F=300), 12-27=-60, 11-19=-20 2) Dead +0.75 Roof Live (balanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-50, 2-6=-50, 6-25=-50, 25-27=-325(F=-275), 12-27=-50, 17-19=-20, 17-28- 50, 28-29=-20, 15-29_ 50, 11-15=-20 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-20, 2-6=-20, 6-25=-20, 25-27=-270(F=-250), 12-27=-20, 11-19=-40 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ VeW 1-2=52, 2-6=37, 6-24=56, 24-25=37, 25-27=53(F=16),11-27=37, 11-12=29, 11-19=10 Horz: 2-6=-46, 6-24=65, 11-24=46, 11-12=37 Drag: 1-2=0 5) Dead +0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=42, 2-23=37, 6-23=56, 6-25=37, 25-26=53(F=16), 26-27=72(F=16), 11-27=56, 11-12=95, 11-19= 10 Horz: 2-23=-46,6-23=-65,6-26=46, 11-26=65. 11-12=103 Drag: 1-2=0 6) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-2=38, 2-6= 42, 6-25=42; 25-27=-299(F=-256), 11-27=-42, 11-12=-34, 11-19=-20 Horz: 2-6=22,6-11=-22,11-12=-14 Drag: 1-2=-0 7) Dead +0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=38, 2-6=-42, 6-25=42, 25-27= 299(F=-256), 11-27=-42, 11.12=-6, 11-19= 20 Hom.2-6-22,6-11=-22,11-12=14 Drag: 1-2=0 8) Dead +0.6 MWFRS Wind (Pos: Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=32, 2-6=5, 6-25=21, 25-27=-23(F=-44), 11-27=21, 11-12=13, 1 t-19=-10 Hom..2-6=-13,6-11=29,11-12=21' Drag:1-2=0 9) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=17,2-6=21,6-25=5,25-27=-68(F=-73),11-27=5,11-12=24,11-19=-10 Horz: 2-6=-29, 6-11=13, 11-12=33 Drag: 1.2=0 10) Dead +0.6 MWFRS Wind (Neg. internal) Left: Lumber Increase=1.60; Plate Increase=1.60 Uniform Loads (pIQ Vert: 12=4, 2-fi=-24,6-25=-7, 25-27=-229(F=-221), 11-27=-7, 11-12=1, 11-19=-20 - Horz: 2-6=4, 6-11=13, 11-12=21 Drag: 1-2=0 11) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60„Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2>11, 2-6=-7, 6-25=-24, 25-27=-245(F=-221),-11-27=-24, 11-12=.15, 11-19=-20 Hoa: 2-6- 13. 6-11=-4; 11-12=5 Drag: 1-2=0 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 at Parallel: Lumber Increase=1.60,: Plate Increase=1.60 Uniform Loads (plf) Veil: 1-2=32,2-6=32,6-25=17,25-27=-27(F=-44), 11-27=17, 11-12=9,11-19=-10 Horz: 2-6=41, 6-11=26, 11-12=17 - Drag:1-2=0 13) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 . Uniform Loads (pIQ Vert: 1-2=17,2-6=17, 6-25=32,25-27=-12(F=-44), 11-27=32,11-12=24,11-19=-10 ' Horz: 2-6=-26, 6-11=41, 11-12=32 Drag: 1-2=0 14) Dead+ 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ - Vert: 1-2=32,2-6=32,6-25=17,25-27= 27(F=-44),11-27=17, 11-12=9,11-19=.--10 Hoa: 2-6=41, 6-1.1=26, 11-12=17 Drag: 1-2=0 ' 15) Dead +0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 - Uniform Loads (pIQ . Vert: 1-2=17; 2-6.=17, 6-25=32, 25=27=-12(F=-44), 11-27=_32,-:11-12=24, 11-19=-10 ' -. Horz: 2-6=26, 6-11=41, 11-12=32 _ - .. .... Drag: 1-2=0. _ 16) Dead+0.6 MWFRS Wind (Neg. Internal) tat Pamlleli Lumberancrease=1.60, Plate Increase=1.60 .Uniform Loads (pIQ Vert: 1-2-4, 2-6=4; 6-25=-11, 25-27=-232(F=-221), 11-27=-11, 11-12= 3, 11-19=-20 - Horz:2-6=-24, 6-11=9, 11-12=17 - - Drag:1-2=0 17) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Job Truss Truss Type . 0ry Ply T182854fi9 2093351-GHO-33VEN A10 Roof Special 1 1 Job Reference (optional) ommnrs nrsl ource, nam Lary, r,- Jzaoo, a.e9a a dal 14 zule mu eK mausmes, Inc. rn um 4 ua::]u:4a eu le rage J ID:rcJP0140c?YPehx UJo6xzNgS4-sSatMHmGz8AppBOBEyO_FNpDBiK_hp461_Da3dyWrfu LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-2=-11, 2-6=-11, 6-25=4, 25-27= 217(F=-221), 11-27=4, 11-12=12, 11-19=-20 Horz: 2-6=-9, 6-11=24, 11-12=32 Drag: 1-2=0 18) Dead + Uninhabitable Attic Storage:. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plt) Vert: 1-2=-20, 2-6=-20, 6-25=-20, 25-27=-220(F=-200), 12-27=-20, 17-19= 20,17-28=-60, 28-29=-20, 15-29=-60, 11-15=-20 19) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) Leh): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=32, 2-6=-53, 6-25=41, 25-27=-33l(F= 291), 11-27=41, 11-12=-34, 17-19=-20, 17-28=-50, 28-29=-20, 1529=-50, 11-15=-20 Horz: 2-6=3, 6-11=9, 11-12=16 Drag: 1-2=0 20) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-6=41, 6-25=-53,.25-27=-344(F=-291), 11-27=-53, 11-12=47, 17-19=20, 17-28=-50, 28-29- 20, 15-29=-50, 11-15=-20 Horz: 2-6=-9, 6-11=-3, 11-12=3. Drag: 12=0 21) Dead +0.75 Roof Live .(bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=32, 2-6=-32, 6-25=43, 25-27=-334(F=-291), 11-27T43, 11-12=37, 17-19= 20, 17-28=-50, 28-29= 20, 15-29=-50, 11-15=-20 Horz: 2-6=-18, 6-1 1=7,11-12=13 Drag: 1-2=0 22) Dead +0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit). Vert: 1-2=43, 2-6=-43, 6-25=32, 25-27=323(F=-291), 11-27=-32, 11-12=-26, 17-19=20, 17-28=-50, 28-29=-20, 15-29=-50, 11-15=-20 Horz: 2-6=-7, 6-11=18, 11-12=24 Drag: 1-2=0 23) tat Dead +Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60,.6-25- 20, 25-27=320(F=-300), 12-27=-20, 11-19=-20 24) 2nd Dead+ Roof Live (unbalanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Wads (plf) Vert: 1-2=-20, 2-6=-20, 6-25=-60, 25-27=-360(F=-300), 12-27=-60, 1.1-19=-20 25) 3rd Dead +0.75 Roof Live (unbalanced) +0.15 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Wads (plf) Vert: 1-2=-50, 2-5=-50; fi-25=-20, 25-27=-295(F=-275), 12-27=20, 17-19=-20, 17-28=50, 28-29- 20, 15-29_ 50, 1 t-15=-20 26) 4th Dead +0.75 Roof Live (unbalanced) +0.75 Uninhab. Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-20, 2-6= 20, 6-25=-50, 25-27=-325(F=-275), 12-27=-50, 17-19=-20, 17-28=-50, 28-29=-20, 15-29=-50, 1 t-15=-20 O WARNING-Kedrydesignpammerem and READN01E50N MIS ANDPICLUDEDMREKREFERANCE PAGE MLL74MWV.. 10=015 BEFORE USE, Design valid for use onlywith MRek®connectors. Th design Is based only upon parametersshown, and Is foran Individual building component, not Otruss system. Before use, the building designer must verity Me oppllcabllity, of design parameters and properly Incorporate this design Into the overall buidingdodge, Brccing Indicated h to prevent buckling of hdNlduai truss web and/or chord members only. Additional temporary and permanent bracing, ssn - - -MiTeIC is always required for stapllly and to prevent collapse vnfll possible personal injury and properly damage. For general guidance regarding me .' fabrication, storoga. delivery. erection and bracing of filsses and truss WstemaseeANSVIPill CuaOr Criteria. DS689 pntl SCSI Building Component. - -- - - s9oa Pelke East Blvd. - - Tampa, FL 33610 Sahp infomshhorcvo9oble holm Tnns%ate institute. 2lB N. tse 5Ue91, Suite312. Alexon6tlo. VA 2214. - ,. - Jab Truss Truss Type 1.0ty Ply T182B5470 2093351-GHO-33VEN All Roof Special 1 1 Job Reference o zonal miaers i-Irst source, vimi Ary, rL-325be, 14 zu1a ml I ex mousmes, inc. rn wm a voauwo m.v rage x NgS4-KfBGacnukSlgOtbKntXDnbMPSSgVOFmF_ey7b4yWrh Seale = 1:86.3 5x6 = 4 3x6 11 3x8J= 5x6 = 3x8 = 3x8 = 3.6 = ST1.5x8 STP= US = 3x6 11 GS-8 13-fi-12 20.6-1 27-6.4 34-fi-0 41-1-0 I z1-e 1 c-11.» 1 e.r1.1a I 6e1-ro 1 s.vn 1 Plate OHsets(XY)-- (14.0-3-00-3-01 (15:0-3-80-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.25. 14-15 >999 240 BCLL 0.0 ' Rep Stress III YES WB 0.86 Horz(CT) 0.05 10 We rda BCDL 10.0 Code FBC2017/FPI2014 Matrix-SH Wind(LL) 0.10 14-16, >999 240 Weight: 245 lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 16=1316/Mechanical, 10=1974/0-8-0, 8=103/0-8-0 Max Hors 16=-272(LC 13) Max Uplift 16=-313(LC 12), 10=-372(LC 13), 8=-105(LC 17) Max Gmv 16=1316(LC 1). 10=1974(LC 1), 8=208(LC 24) FORCES. Ila) - Max. CompJMax. Ten. -All forces 250,(lb) or less except when shown. TOP CHORD 1-16=-1257/608, 1-2= 1992/843, 2-3=-1832/808, 3-4=-1222/690, 4-5=-1220/692, 5-7=-11221557. 7-8=-215/647 BOT CHORD 15-16= 108/266, 14-15=-021/2032, 13-14=-398/1566,11-13=-197/922, 10-1 l=-482/322, 8-10=-482/322 WEBS 1-15=-935/2227, 2-15=-942/531, 2-14=-525/254,3-14=-40/462, 3-13_ 808/455, 4-13=-297/658, 5-11=-559/314, 7-11=-541/1565,7-1D=-1823/804 Structural wood sheathing directly applied or 2-8-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mil 3-13,.5-13. - NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=166mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Ill5tt; Cat. II; Exp B;. Encl.,. GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 20-6-8, Exterior(2) 20-6-8 to.26-6-8, Interior(1) 26-6-8 to 43-1-14 zone; cantilever left and fight exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 -- 3) Provide adequate drainage to prevent water ponding. - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been desigried for a live load of 20.00sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • will fit between the bottom chord and any other members, with BCD(:= I0.0psf. ,' .. .. -6)Refer to,girder(s) for truss to truss connections. . . % T - - . ,7) Provide mechanical donnection (by others) of truss to bearing plate capable oTwithstanding 100111, uplift atjoiht(s) except at=lb). �'- --16=313, 10=372, 8=105. " - - - Thomas A. Albani PE No.39380 - _ - MTeklJSA,Inc.FLgeR8834 6904 Parke East Blvd. Tampa FL 33810. Dal .October 4,2019 - Q WARNING-Vedlydeslgn Parameters and RIMD NOTES ON WISAND INCLUDED MiFEKNEFENANCEVAGEAtt7473mv IQDSr2015 BEFORE USE - - - Design volldfor use only with Mil connectors. This design Is based only upon parameters shown, and is for an Individual bumd6g component, not - �� .a truss system. Before use, the building designer must verly the oppllcablliryot tleslgn pprometers and properly Incorporate this design Into me overall bulldingdesOn. Bracing Indicated Istoprevent bucungofindividual trues web and/or chord members only. Additional temporary and permanent bracing - MiTek' ' Is always required for stability and to prevent collapse with possible personal Injury and property dalFor general Duldonce regarding the fabricator, storage. delivery, erection and bracing of trusses and truss systems,rseeANSU1Pl1 Quality CmeM; D5349 and SCSI Building Component' ' . - 6904 Parke£ast Bivd: , _ Safety Infoanationavaloble from Truss Rote Institute. 216 N. Lee StreaQ.SuBe 318 Alexcadta, VA 22314. - - - ... Tampa, FL 33610 - Job Truss Truss Type PlyT78285471 2093351-GHO-33VEN Al2 Roof Special ri 1 , Job Reference o tional bunaers rlrst bource, Plam uty, rL- Ubbb, s JUI 14 LUIU MI I eF mousmes, mc. rn UM 4U0.0,41 mro 4x6 = 4x6 = 5 6 17 _ 16 1514 .. 22 1312 23 11 10 : 9 6.8 — 3x6 = 3x4 = 3x4 = 3x6 = 3x4 = 3x6 11 3x6 = 3x4 = Scale = 1:65.6 LOADING (psf) SPACING- 2-0-0 CT. - DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.59 Ven(LL) -0.15 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) .0.32 16-17 >999 240 BCLL N. Rep Stress lnot ' YES WB 0.55 Hoa(CT) 0.07- 9 n/a n/a. BCDL 10.0 Code FBC20177TPI2014 Matrix-SH Wind(LL) 0.12 13-15 >999 240. Weight: 239 lb FT=20% -LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. - WEBS 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing... WEBS 1 Row at midpt 2-17, 4-13, 7-1.2 REACTIONS. (Ib/size) 17=1382/Mechanical, 9=1382/Medhanical .. �... Max Horz 17=-130(LC 13) „ ... Max Uplift 17= 324(LC 12), 9=-268(LC 13) - FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. — TOP CHORD 2-3=-1986/833, 3-4=-1943/872, 4-5= 1379/732, 5-6= 11481745, 6-7=-13821769, ... 7-8---1394/653, 8-9=-1315/670 - BOT CHORD 16-17=-459/1134, 15-16=-789/2012, 13-15=-690/1698, 12-13=-374/1148, 10-12=-473/1175 WEBS ' 2-17=-16401777,2-1fi=-464/1251, 3-16=-777/421,3-15=-424/174,4-15=-64/462, - 4-13=-795/444,5-13=-217/424,6-12=-262/375,7-10=419/305, 8-10=-492/1260 NOTES- 1) Unbalanced roof live loads have been considered for this design. - .. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.11; Exp B; Encl., GCpi=0.1 S; MWFRS (envelope) and C-C Extedor(2) 0ct-12 to 6-1-12, Intedor(1) 6-1-12 to 20-1-0,.Extedor(2) 20-1-0 to 27-0-0. Imedor(1) 27-0-0 to 34-84 zone;.cantileverleft and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - ... .. 3) Provide adequate drainage to prevent water ponding. - ... 4) This truss has been designedfora 10.0 psf bottom chord live load nonconcument with any other live loads. - 5) • This truss has been designed for a live load o120.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r - will fit between the bottom chord and any other members, with BCDL= 10.Opsf. - -- 6) Refer to girder(s) for truss to truss connections. — - - 7) Provide mechanical connection (by others) of truss to beadnp plate capable of withstanding 100 lb uplift at joint(s) except l t=1b) -QWARNNO-Ve4ydesigapammetemmdfi ADNOTESONTN/SANDINCLUDEDMITEKREFERANCEPAGEMO74TJree1h 015BEFORE USE'- DeslgnvalitlforuseonlywimMBel�connectors.lh6 desiOnls basedoniyupon poramefersshown_ and for an lnd,5002"OlIng component not - - a fru2s system. Before use, k1e Uuiitling tledgner musiverity the applicability of tlesign Parameters antl propetly incorporofe this tlesign Into the overall tiulltling tlesign,.&acing lndldatetl is to of lntlivltlbal truss web antl/or chordmembers only. Adtlilionpl temPorpry'pntl bracing. ' MtTek preveM.bucNing perfnhnent Is always requlred for stadlliN antl fo preventcollvpse with possible personal Injury and propedytlSmpge. For general guidance rsgartling the ..' fabrication: storage: tlelNery, erection and bracing of frusses'pnd buss systemzseeAN$VIPII Du CM�M; D$B-$9antl 6CSt BultlYtp tempbnonC - — ,., .. 6904 Parke East BNtl. Tampa, FL 33610 Sobly N/brmalbrsavolloble from Tnlss Plofa Institute: 218 N: Lea Street. $u$e 312 Alexonddo,VA 22314._ ... - Jab Truss Truss Type 1Oly PIY T18285472 2093351-GHO-33VEN A13 Roof Special 1 1 Job Reference (optional) 6.z4U s Jut 14 zU IV Mn e6 lnouslnes, inc. ra VVr butiaers rust bource, HIM Ury, FL- 32bbb, Sx8 — 4x6 = 6.00 12 4 5 Scale = 1:60A 16 15 14 19 13 12 20: 71 10 21 9 8 3x6 11 Sx3 2x4 11 4X6 3x4 = 3xa - 3x6 = 3x4 - 3a6 11 LOADING (psi) SPACING- 2-" CSI. DEFL. in (Ioc) Vdefl L/d PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.25 TC . 0.91 Vart(LL) -0.13 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL '1.25 'BC. 0.69 Vert(CT)-0.3012-14 >999 240 .. ' BCLL ' 0.0 ' Rep Stress )nor - VES WB 0.78 Hoa(CT) 0.06 8 n/a rl BCDL 10.0 Code FBC2017ITP12014 Malrix-SH Wind(LL) 0.0912-14 >999 240 Weight: 241 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD. Structural wood sheathing directly applied, except end verticals. 3-4: 2x4 SP No.1 BOT CHORD ..Rigid ceiling directly applied or 6-6-7 or; bracing. ' BOT CHORD 2x4 SP No.2 - WEBS 1 Row at midpt. 3-15, 3-12, 4-11, 6-11 ,. WEBS 2x4 SP No.3 - .. REACTIONS. (lb/size) 16=1382/Mechanical, 8=1382/Mechanical Max Hoa 16= 140(LC 13) Max Uplift 16=-321(LC 12), 8=.250(LC 13) .. FORCES. (Ib) - Max. Cornp,/Ma I. Ten. -All forces 250 (lb) or less except when shown::: TOP CHORD 1-16=-1332/667; 1-2= 1142/527, 2-3=-1143/527; 3-4=-1570/806, 4-5=-1178!/54, 5-6=-1401/791, 6-7=-131S/&44,7-8— 1328/687 .. BOT CHORD 14-15=-804/1897, 12-14=-806/1894, 11-12=-509/1322, 9-11= 480/1118 WEBS : 1-15= 759/1648,2-15=-329/265,3-15=-1090/537,3,14=0/278; 3-12= 709/364, 4-12=-139/588, 4-11=409/171, 5-11=-167/347, 6-9-.488/330, 7-9= 525/1252 " NOTES-.. . 1) Unbalanced roof live loads have been considered for this design.=. - - 2) Wind: ASCE 7-16;.Vull 60mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=5.Opsf; h=158; Cat. .11; Eta B; Encl., - GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 18-1-0, Exterior(2) 18-1-0 to 28-9-4, - Interior(1) 28-94 to 34-84 zone;. cantilever left and right exposed ;C-C for members and forces & MW FRSfor reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Imes has been designed for a 10.0 psf bottom chord live load noneoncurrent 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-M wide . 'will fit between the bottom chord and any other members, with BCDL=16.Opsf. . 6) Refer to girder(s) for truss to truss connections. .. ; 7) Provide mechanical connection (by others) of truss tobearing plate capable of withstanding 100 Ib uplift at 16mt(s) except (Hb) _ 16=321,-8=250: .. ... ....' Thomas A Albani PE No.39388 Mink USA, Inc: FL Carl 6834 - 6904 Parka East Blvd. Tampa FL 33610 ' -- Date:.. .. r. October 4,2019 AVARNING-VWydeslgnparsrpeten and READ NOTES ON THISAND/NCLUDEDMREKNEFERANCEPAGEMIP14M ree n=R7159EFOREUSE - Design volldforuse only withMRek®connectors. ihls design b based only upon porometem shown, and B for on Individual building component not a muss system. Before use; me bulitling designer must verity the applicability of design parameters end properly Incorporate this design Into the overall builtling design, Bracing Indicated is to prevent buckling of Individual muss web ol chord members only. Addionaliemporaryondpennanentbracbg 'MtTek-"- Raiwaysrequlretl for stabllity and to prevent4 ilapse with possble personal Injury and property damage. For general guidance regarding the fobrlootion, storage: tlellvery, erection and bracing of musses onahuss systems, seeANBUrFII Guallh CMnb; DSs$9 and fiCSI BultlNp Component: 69M Parke East BW _ - Sob1y I f(ienotbrnvoilobla mom Truss Plate lnstitute.218 N. Lee Street. Suite 31,2, Alexandria, VA22 14. - - _ - - Tampa, FL 33610 . Truss Truss Type (8Y Ply L2093351-GHO-33VEN A14 Roof Special 1 1 Jab Reference o tional bunaers mrsl Source, Plam{dly, 1-1.- 32585, JUI 14 2Ul U MI I eK Inc. rn UCt 4 uu:JU:4e zuii, rage l 6.00 12 4x6,= 4x6= 3x4 Scale=1:62.7 16 2D 15. 21 14 13 22 23 12 .11 10 9 3x6 11 3xS 5x6 = - 3x6 = - - 3xa =. 3x4 = - - 3x6 II 3x6 = View Un5e1S (A T)-- 04:U-Z-tl U-J-U1 110:U-J-tl U-1-at LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.20 12-13 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL '1'25 BC 0.78 Vert(CT) -0.3T 12-13 >999 240 .. BCLL 0.0. • Rep Stress [nor . YES WB 0.81 Ho=(CT) 0.05 9 Na n/a ' BCDL 10.0 Code FBC2017/rP12014 Matrix-SH -Wind(LL) 0.08 13-14 >999 240 Weight: 253 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directlyapplied or 3-11-10 oc pudins, BOT CHORD 2xt SP N0.2 'except end verticals. WEBS 2x4 SP No.3 .... BOT CHORD Rigid ceiling directly applied or 7-" oc bracing. - WEBS 1 Row atmidpt 1-16, 1-15, 5-13, 5-12 " REACTIONS. (lb/size) 16=1382/Mechanical, 9=1382/Mechanical " .- MaxHorz 16=-150(LC 13) Max Uplift 16=-323(LC 8), 9=-231(LC 13) ' Max Gray 16=1383(LC 2), 9=1382(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=-1329/689 1-2=-1135/539, 2-3==1728/838; 3-4=-1666/851, 4-5=-1449/822, 5-6=-11997725,6-7=-1402(771,7-8=-1292/624,8-9=-1324/678 BOT CHORD 14-15=-376/1135, 13-14=-694/1741, 12-13= 547/1393, 10-12=471/1094 WEBS 1-15=-772/1630, 2-15=-1045/631, 2-14=-450/861, 3-14=-547/367,3-13=-548/285, 4-13=-194/507, 5-12=-503/246, 6-12=-198/407,7-12=-56/298,7-10=-535/317, - 8-10=-529/1231 — NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exterior(2) 0-1-12 to 6-1-10, Interior(1) 6-1-10 to 16734, Extedar(2) 16-3-4 to.22-34, Interior(1) 22-34 to 24-9-12, Extedor(2) 24-9-12 to 30-9-12, Intedor(1) 30-9-12 to 34-84 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 5) `This truss has been designed for alive load of 20.0psf on the bottom chord in allareas.where a rectangle 3-6-0 tall by2-0-0 wide will fit between the bottom chord and anyother members, with BCDL= 10.Opsf. .. " . 6) Refer to girder(s) for truss to truss connections. - — - — 7) Provide mechanical connection (bypthers)of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) _ _ . 16=323,, 9=23t._ Thomas A. Alban! PE No,39300 MTek I&A,,Inc.FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610, Date: - October 4,2019 .�WARNNG-Verify Cesignparametemand RF DNOTESON TNISANDINCLUDEDiR KREFERANCEPAGEMM1;i73 ev. faD111D1SDEFOREUSE Design valid for use only with Wray® connectors. the design Is based only upon parameters shown, and Is for an Individual buflding component. not .. a firms system. Before use, the bulling designer mustverlfy Me applicability of design parameters and properly incorporate this design Into me overall - buildingdesign.&aclog indicated is to prevent buckling of lndivillal truss web and/or chord members only. Additional temporcryand permanent bracing 'MiTeW s always required for stability, and to prevent collapsewith possible personal injury and property damage. For general guidance regarding me . i- . fabncallow sloroge; delivery, erection and laacing of busses andTuss systems,-seeAN5Vrp11 Gual Criteria. D151129 and BC51 Balding ComWnrrnt 69M parka East Blvd: Saloly N/armalbnovolloble from nuss Plate Institute; 216 N. Lee Street. Suite 312. Alexandrla, VA 22 14. "' "" Tampa, FL 33610 Job Truss - Truss Type - y Ply T18282093351-GHO-33VEN A15 Roof Special ri 1 Job Reference (optional) ouumers First Jource, Ylam Uty, FL- J25U8, 8.24USJU1142U1a M11eKInawines.Inc. rnum 4Ua:Ju:bu2Ulu Scale = 1:59.3 3x8 = 3x4 = 3x4 = 3x6 = 3x4 = = 1 162 3 4 5 17 6 4x5 6.00J.12. ... 15 20 14 21 13 12 22it.. 10' 23 9. 8 3x6 11 3x8 = 3x6 = 3x4 = 3x4 = 3x6 5x8 6-s.5-13 1211-14ee 20.3-15 28-9-12 3410-0 zI I ac-w � a.na Plate Offsets (X Y)-- I6:0-3-4,0-2-01, (7:0-2-12 0-2-01 (14:0,3-8 0-1-81 - - - - - LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (Ioc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 _ TC 0.88 Vert(LL) -0.12 8-9 >999 360 MT20 244/190 TCDL .10.0. Lumber DOL 1.25 BC 0.69 Vert(CT) -0.25. 8-9 >999 240 '. BCLL 0.0. ' Rep Stress [nor YES WE 0.72 Horz(CT) 0.05 8 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH -Wind(LL) 0.0811-12 >999 240 Weight: 231 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD. Structural wood sheathing directly applied, except end verticals. 6-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing.:. BOT CHORD 2x4 SP No.2 - WEBS 1 Row at midpt 1-15, 5-9, 1-14,.2-14 , WEBS 2x4 SP No.3 REACTIONS. (lb(size) 15=1382/Mechanic_al, 8=1382/Nlechanioal Max Horz 15=-161(LC43) - - Max Uplift 15=-394(LC 8), 8=-289(LC 8) Max Grav 15=1459(LC 2). 8=1382(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1335/682, 1-2=-1097/493, 2-3=-1629/743, 3-5=-1670/823, 5-6=-1201/676, 6-7=-1444/646, 7-8=-1307/661 .. ' BOT CHORD 12-14=-255/1097, 11-12=-505/l629, 9-11=-585/1670 WEBS 6-9=0/309, 7-9=421/1228, 5-9=-712/228, 1-14=-723/1611, 2-14=-1012/610, 2-12=-3911792, 3-12=-443/355 - NOTES- 1) Wind: ASCE 7-10;:Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops4 h=15ft; Cat.11; Exp B; Encl., ... GCpi=0.18; MWFRS (envelope) and C-C£xterior(2) 0-1-12 to 6-1-12, Irttedor(1) 6-1-12 to 2679-12, Extedor(2) 26-9-12 to 32-9-12, .: Interior(1) 32-9-12 to 34-8-4.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) This truss has been designed for a 10.0 flat bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed fore 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.Opst. `5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (6y others) of truss tobean ng plate capable of withstanding 100 lb uplift at joint(s),except Qt=lb)- 15=394 8 289. ;.' - - :.. Thomas A. Albani PE No;39380 -:. MTek USA, Inc. FL Ceif6634 _ _ ... .. .... _ 6904 Parke East Blvd. Tampa FL 33810, October 4xi 9 Job Truss Truss Type OtY Ply - - - T18285475 2093351-GHO-33VEN A16 Roof Special 1 1 Job Reference (optional) bu110ers First Source, Ylant Guy, I-L- 32566, 8.24U S Jar 142019 MI I eK miniseries, Inc. rn UC1 4 UU:JU:cl 2U1U rage 1 ID:rcJP0140c?YPehxeU io6xaNgS4.hcxedKgl Z_xyX6T]aC70Ue3FS6P55V5_8wguGHyWrio 7-1-2 14-0-8 20-11-146-11-6 28-0-0 3±10-0 7-1-2 6-11-6 ~ 7-1-2 L 6-9.0 - Scale = 1:59.3 3x4:=: 3x6 = 3x4 = 4XG _ 6.00112 14 19 - 13 '" 20 12 21 .11 22 10 9 8 3x6. II 3x8 =. 5x6 = 3x4 = 3z6 5x8 = 3.6 11 71 2 J. 140.8 I 2611-14 'l 28-1-0 s.o.n . Plate Offsets (XY)— (12:0-3-00-3-0] [13:0-3-80-1-8] - - - - - - - - - - - LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl-" Ud PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL" .1.25 BC 0.63 Vert(CT) -0.24. 11-12 >999 ' 240: BCLL 0.0. ' Rep Stress Incr YES WB 0.86 Hom(CT) 0.06 8 n/a . n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.0911-12, >999 240 Weight: 222 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD- . Structural wood sheathing directly applied or 3-1-9 oc puriins, BOT CHORD 2x4 SP No.2 .except end verticals. WEBS 2x4 SP No.3 BOT CHORD _ Rigid ceiling directly applied or 7-2-5 oq bracing. :WEBS 1Rowel inidpt 1-14,,1-13,3-11,5-9 REACTIONS. (lb/size) 14=1382/Mechanical, 8=1382/Mechanical - MaxHom 14=-135(LC 13) - - Max Uplift 14=-098(LC 8), 8=-304(LC 8) Max Grav 14=1440(LC 2), 8=1382(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 1-14=-1319/673, 1-2=-1231/550, 2-3=-1795/818, 3-5=-1782/878, 5-6= 1158/660, 6-7=-1376/636, 7-8=-1320/667 BOTCHORD 12-13=-341/1231,11-12=-609/1795, 9-11=669/1782 .. WEBS 1-13=-750/1683, 2-13=-993/598, 2-12=-3851781, 3-12=-399/334, 5-11=0/283, 5-9=-890/302, 6-9=-2/303, 7-9=-464/1239 .. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-CCExtenor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 28-1-0,:Extenor(2) 28-1-0 to 34-1-0, Interior(1) 34-1-0 to 34-8-4 zone; cantilever left and right exposed ;CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 -. 2) Provide adequate drainage to prevent water ponding. - -- 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load at20.Opsf on the bottom chord in all.areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other -members, with BCDL= 10.Opsf. 5) Refem girder(s) for truss to truss connections. - -- - :: 6) Provide mechanical connection(by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) - Thomas A. PE N0:39369 - - _ li Tek USA, Inc. FL Cart 68M 6904 Parke East Blvd. Tampa FL 33619. . - .. .. Date::: .. .. October 4,m 9 . �WABN/NG-Vedry ds,III parameters and BEAD NO TES ON WS ANO WCLUDED MyTEK BEFERANCEYAGEMA-7473reb. 104[13,201e BEFOREUSE - Desl valid for use onlywlftl hWoM connecfars.lhls rleslgn is based only upon parameters shown: and b for an lndlMduol buildingeompanent,not - - a truss system: Before use, the bUlldinUcleslgner muAventy111e epplactAlly of design parameters and properly incorporate this design Into the overall buildingdeslgn, Bracinglndicofed lstoprevembuc4ngoflndividual trussweb and/or chord members only. Additional temporary and pennanentbracing.': Welk' Islolways recurred for slab0ity and to prevent collapse with possiblepersonal NluryaOtl property damage. For general guidance regarding the ..... fabrication: storage; dellvery, erection and bracing of trusses and hues systems, seeANSIfill CuaN18yCMedo; DSI. mid BC31 Building Component. = Safety lnfonnctionrva0oble from Two Plate.Inslilyte.218 N. Lee Street Suite 31Z Alexandria, VA 22314, _ - .. -, 6904 Parm East Bhi4: Temps. FL 33fi10. Job Truss Truss Type OtY Ply T18285476 2093351-GHO-33VEN A17 Roof Special 1 1 Job Reference o Donal nulloere rImst Source, Fort Ully, hL - 32bbb, 8.240 S Jul 14 2U19 MI I ex industries, Inc. hn UCt Seale = 1:592 3x8 = 5x6= 3x4'= 3x6 = 3x4 = 6.00 L12-' Us = 14 17 13 18- 12 11 19 10 .26 9 .. 8 3.6 II 3.8 = 3x6 3x4 = 5.6 = 5x8 = '. 3.6 11 15-0-8 22-5.14 - 1 -3NI-0 - I 34-10-0 Plate Offsets (X,Y)- [2:0-3-00-3-4L r10:0-3-0 0-3-01 f l3:0-3-8 0-1-81 - - - LOADING (psQ SPACING- 2-0-0- CSI. DEFL. in (loc) I/defl Ud PLATESGRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.13 10-11 . >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 -BC 6.70 Vert(CT) -0.2810-11 >999 240 ' BCLL 0.0 ' Rep Stress Incr YES WB 0.71 ` Hom(CT) 0.07 8 Na ri/a BCDL 10.0 Code FBC2017ITP12014 Matti Wind(LL) 0.12 10-11 >999 240 Weight: 211 Ib FT=20% LUMBER- BRACING - TOP CHORD _ 2x4 SP No.2 TOP CHORD:. Structural wood sheathing directly applied or 3-4-3 oc purlists, BOT CHORD' 2x4.SP No.2 .:except end verticals. .. .. WEBS 2x4 SP No.3 BOT.CHORD Rigid ceiling directly applied,or 6-7-0oc bracing: WEBS IRow at roidpt 1-14,.1-13„3-10,5-9 -. REACTIONS (lb/size) 14=1382/Mechanical 8=1382/Mechanical - - Max Harz 14=-94(LC 13) '.Max Uplift 14=-391(LC 8), 8=-328(LC 8) .Max Grav 14=1394(LC 2), 8=1382(LC 1) - - FORCES. (Ib) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 1-14=-1314/660; 1-2=-1499/662, 2-3= 2123/948; 3-5=-1996/952, 5-6=-1030/574, 6-7=-1201/562,7-8=-1346/654 BOT CHORD 11-13=-512/1499, 10-11=-798/2123, 9-10=-802/1996 WEBS 1-13=-816/1853, 2-13--964/579,2-11=-373/784, 3-11=-329/297, 5-10=0/381, . . 5-9=-1217/474, 6-9=0/269, 7-9=-503/1235 NOTES- 1) Wind;. ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0A6: MWFRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Intedor(1) 6-1-12 to 30-1-0,-Extedor(2) 30-1-0 to 34-8-4 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 _ 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed fora 10.0 ps( bottom chord live load nonconcurrent with any other live loads, 4)' This truss has been designed for alive load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and anyother'members, with BCDL= 101 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical cronnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) Thomas A Albani PE No,39380 _ MTek USA, his. FL Cerf 6634 6904 Parke East Blvd. Tampa FL 33610.. Date:.. &WARNING-Vergydlsg0M.r fern and READNOMSOMMS AND DlCLUDEDMITENREFERANCEPAGEMIP74" mx-i13=70158EFOREUSE _ - Design valid for use only with MRekO connectors, Ihls deilgnIs based only upon parameters shown,-Ond Is for on Indlvitlual building component not - MF a trust system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate mu design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary end pe,monent bracing M!Tek-... - Isalways .required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .. fobricotiom storage. delivery, erection and bracing of lmsses and truss systems,'seeAN41/1PI1 Qui Cii D89i and BC91 Building Compomint, 69N Pa0,e East BIW. Safety Info nnatbllavoilable from Truss Plate InstiNte, 218 N. Lea Street Suite 312, Alexandria. VA 22314. _ - Tampa, FL 33610 •- Job - - Truss Truss Type Oty Ply T78285477 2093351-GHO-33VEN A18 Flat 1 =Rf.,. _ nap emiaers rues bource, Few city, rL-b2bbb, 8.24U S Jul 14$U19 MI I ex InUmtnee, Inc. rn U014 WJ:3wb22U19 rages ID:rcJP0140c7YPehxeU_io6xzNgS4.9oVXggrfM3p8G2U8wedlscPpWlRq_ ze7MaPSpjyW rfn ]-0-10 13-11-9 20-10-7 27-9-6 34-10.0 7-0-10 6-10-14 6-10-14 1 6-10-14 7-0.10 Scale = 1:59.3 axe = 3x4 = 3x6 = 3x4 = 2x4 11 3x6.= 3x4 = 3x8 = 1 15 2 3. 4 5 6 7 16 8 14 - 13 12 11 10 9 3x6 11 3x8 = 5x6 = 3xB = 5x6 = 3x6 II LOADING (pso SPACING- 2-0-0-- CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.17 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Ven(CT) .-0.37:11-12 >999 240. BCLL 0.0 ` Rep Stress Incr YES WB 0:77 Horz(CT) 0.07 9 rVa n/a BCDL 10.0 Code FB02017/TP12014 Matrix-SH Wind(LL) 0.17 11-12 - >999 240 Weight: 202 lb FT=20% LUMBER- —BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD.. Structural wood'sheathing directly applied or 3-2-6 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS . 2x4 SP No.3 BOT. CHORD Rigid ceiling directly, applied or 5-9-14 oc bracing. .WEBS 1Row at 111 1-13,4-11.8-10 . REACTIONS. (lb/size) 14=1382/Mechanical, 9=1382M1echanical Max Uplift 14=-386(LC 8), 9=-386(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-1318/634, 1-2=-1711T722, 2-4=-2516/1032, 4-5=-2516/1032, 5-7=-2516/1032, - 7-8=-1711/722, 8-9=-1318/634 ,. .. BOTCHORD 12-13=722/1711,11-12=-1032/2516, 10-11=-722/1711 .. WEBS 1-13= 854/2032, 2-13=-992/557,2-12=-400/971,4-12=-407/291, 5-11=-407/287, 7-11=-399/971,7-10= 992/557, 8-10=-854/2032 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp.B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exledor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 34-8-4 zone; cantilever left and right exposed ;C-Cfor members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. ' 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with anyother live loads. 4) • This truss has beendesigned 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 ether members. .. 5) Refer to girder(s) for truss to truss connections, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upliftat joints) except (jt=lb) _ 14=386, 9=386. QWANNING-Ver/rydesrgaparemefersand BEAD NOTES ON MISAND WCLUDED,bmEKBEFERANCEPAGEMIN4]arex. laA ISBEFOBE USE Design valid for use bnly wltn Wek6cannectors. This design Is towed only upon parameters sil and for on Intllvidual belong component, not ��• - -. otters system. Before use, me building designer m.atverlfy, me applicabilityofc1 ign parametersand properly Incorporate this design Into the overall bulldingdeeign. Bracing indicated Is to prevent bucl4ingofindividual husswebandlorchord members only. Additionallemporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage: dellvery, erection and bracing of tenses and truss systems.seeANSUi9ll Quall y Criteria. DSld9 anh SCSI BuYtlhp Component, Safety Infomrafbrpvailablefrom TrussPlate Institute.218 N. Coe Street. Suite 312, Alexandria, VA 22314. '-' ... .; WOW 6904 Parke Ew Btitl1 Tampa, FL W610 Job Truss Truss Type Oly Pty T78285478 2093351-GHO-33VEN A19 Flat Girder 1 2 Job Reference (optiona0 nulaers rust source, rlant ury, FL - :tzoob, u.z4usim T4Lmamiexmausmes,mc. rn UM 4uo:Ju:bo Zulu raga i Scale = 1:59.3 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 4.6 = NAILED 3x6 = 46 = 3x4 = NAILED 7x10 = NAILED 3x4 = .NAILED 4x6 = 3x6'= NAILED NAILED 4x6 1 17 18 19 2 20 3 21 224 23 24 525 26 27 6 28 7 8 29 30 9 16 31 32 33 15 34 35 36 14 37 38 13 3940 41 12 42 43 11 44 45 10 3x6 II NAILED 4x6 NAILED 7x10 = NAILED 3x8 = NAILED 7x10 = NAILED 4x6. NAILED NAILED 3.6 II NAILED NAILED NAILED NAILED NAILED NAILED NAILED - NAILED NAILED NAILED LOADING (psf) SPACING- 2-M CSI. DEFL in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.18 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Ven(GT) -0.37 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.06- 10 n/a rVa BCDL 10.0 Code FBC2017/rP12014 Matdi Wind(LL) 0.21 13 >999 240 Weight: 500 lb Fr=20% LUMBER- BRACING - 'TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-7 cc pudins, BOT CHORD 2x6 SP No.2 _ .except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigio ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 16=2758/10echaflioal, 10=2693/Mechanical Max Uplift 16=-948(LC 4), 10=-923(LC 4) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 1-16=-2623/988, 1-2=-3870/1331, 24=-6094/2097, 4-5=-6842/2353, 5-6=-6842/2353, 6-8=-6096/2098,8-9=-3869/1331,9-10= 2578/955 BOTCHORD 14-15_ 1331/3870, 13-14=-2097/6094, 12-13=2098/6096, 11-12=-1331/3869 WEBS 1-15- 1538/4472,2-15= 2058/941, 2-14=-896/2603,4-14= 1093/577,4-13=-299/875, 5-13=-653/434, 6-13=-298/873, 6-12=-1095/578, 8-12=-897/2606, 8-11=-2058/940, 9-11=-1539/4472 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 1 now at 0-9-0 cc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (9), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vascli 24mph; TCDLA.2psf; BCDL=5.Ops1; h=15ft; Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 . .4) Provide adequate drainage to prevent water pending. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-0c0 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 10 Iij uplift atjoint(s)-except Qt=lb) `-"16=946, 10=923: - -9) °NAILED' Indicates 3-1 Dd (0.148'x3-) 00-12d (0.148'x3.&j toe -nails per NOS guidlines.. LOAD CASE(S) Standard .1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - -UniformLoads(pIQ Vert: 1-9=-60, 10-16=-20 - Thomas A Albani PE No,39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610. Date: - October 4,2019 .Abl, WARNING - Vedtydeslgn papa i ersand READ NOTES ON TNISANUPICLUDED MIrEKr! F RANCEPAGEM67477rev. 10TUAW 5HEFONE USE er- .. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. pad is for an individual building component. not ��• - .- ,a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. Fair general guidance regarding the - fabrication. storage. delivery. erection and bracing of Trusses and truss systems seeANSVIPII Duality CMrrdol DSB29 and SCSI Balding Component. _ " 6904 Perks East Blvd. .Safety lnformatbrlovenable from Truss Plate InstiMe.218 N. Lee Street. Suite 312, Alexandria, VA 22314. - Tampa,FL 33610 Job Truss Truss Type Oty Ply T18285478 2093351-GHO.33VEN A19 Flat Girder 1 2 LblRaf .. nce (optional) bUilOers Flat Source, Plant City, FL-325Bb, 8.24U a Jul 14 ZU19 Mr I eK mammas, Inc. I-n Cat 4 U5:3U:b1aZUl V Vega ID:rcJPO14Oc7YPehxeU_i06xzNgS4.lal1 gl u90WZFdtMFNmjZBimDB76ummOjHCNfyVyW rFj LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=-107(B) 12=-51(B) 6=-107(B) 11=51(B) 7=-107(B)17=111(B) 16=-107(B) 19=-107(8) 20=-107(B) 21=-107(B) 22— 107(B) 23=-107(B) 24=107(B) 25=-107(B)26=-107(8)27=-107(B) 28=-107(B) 29=-107(B)30=-107(B) 31=-52(B)32_ 51(B)33=-51(B) 34=-51(B) 35=-51(B) 36=-51(B)37_ 51(9) 38=-51(B) 39— 51(8)40=-51(B) 41=-51(B)42=-51(B)43=-51(B)44=-51(B)45=-51(B) Q WARNING- Vsrgydesign%srsmetem end READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIF74T9 rev. lowIt,15BEFDREUSE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not - �� o truss systom. Before use, Me building designer mustverlfy me appllcabOBy of design parameters and properly Incorporate Th6 design Into the overall builtling design. Brocing Indicated is to buckling of Individual truss web chord members only. AddWonal.temporaryryand bracing WeIC prevent and/or permanent Is for stability and to collapse wlM Injury damage. For general guidance regarding Me - always required preveht possible personal and property .. fabrlcallom storage: delivery, erection and bracing of trusses and truss systems. seeANSVrPll Cua18v Wells. OBB49 WillBut BuldhpTomponent: 6904 Parke East Blvd. - So1Ny Infoonationavolloble from Men Nate Insfil 218 N. Lee Street Suite 31Z Alexondrlo. VA 22314. -.. Tampa, FL 33610 Job Truss - Truss Type OtY Ply T18285479 2093351-GHO-33VEN B1 Roof Special 1 1 Job Reference (optional) bU11g915 First Source, Plam City, FL- 32556, 8.241) S Jul 14 ZU19 MI IeK ID:rcJP0140c7YPehxeU_io6xzNgS4-GJnRZ671 24 N d 5x8 2x4 II 5.8 = 6.00 � Sxfi = Fn UM 4 U11:31:1.1b ZUl9 rage 1 3x6 = 2x4 11 ST1.5xs STP = 3x6 = 5x6 = Bxa 3x4 = 3x6 = 3x4 = Scale = 1:66.9 LOADING (psf) SPACING- 2-0-0 CS'. DEFL, in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 VBrt(LL) -0.16 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.3311-12 >824 240 BOLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.02 11 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix-SH Wihd(LL) -0.03 2-17 >999 240 Weight: 2401b FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 _ POT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP:No.3" : ". 6-070 oc bracing: 14-16. " WEBS 1 Row at midpt 8-13, 9-11 REACTIONS. (lb/size) 11=863/Mechanical, 2=550/0-8-0, 16=1480/0-8-0 Max Horz 2=319(LC 12) - .Max Uplift 11=-222(LC 9), 2=-105(LC 12), 16=-341(LC 12) Max Gmv 1.1=904(LC 26), 2=553(LC 23), 16=1480(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250,(I1b) or less except when shown. TOP CHORD 2-3=-434/0, 5-6=-294/168, 6-7=-619/346, 7-8=-619/346, 8-9=-706/366 BOTCHORD 2-17=-241/302, 16-17=-241/302, 13-14=-137/250, 12-13=-290/672, 11-12=-315/662 WEBS 3-17=0/264, 3-16=-512/280, 5-16=-11181635, 5-14=-303/807, 6-14=-023/328, 6-13=-290/639, 7-13=-385/305, 8-12=-33/304, 9-11=-899/431 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=4.2psf; BCDL=5.Opsf; h=1511; Cat. If: Exp B; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) -2-0-14 to,3-11-2, Intedor(1) 3-11-2 to 15-0-0, Exterior(2) 15-0-0 to 21-0-0, Interior(l) 21-0-0 to 26-1-0, Exterior(2) 26-1-0 to 27-9-8, Inlerior(1) 27-9-8 to 34-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This Ill 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= t O.Opsf. 6) Refer to girder(s) for tnres to truss connections. 7) Provide mechanical connection (by others) -of trussto:bearing plate capable of withstanding 100.1b uplift atjoint(s);except Qt=lb) - 11=222,.2=105; 16=341. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October4,2019 Q wARNhVG- VcrRydesignparemef...d READn0nES ON MM AND INCLUDEOMREKBEFERANCE PAGE M/N473rev. lDrAt¢0f5BEFORE USE _ _ Design valid for use only wlM MRekS toonectors.Thb dedgn is based only upon parameters shown and is for an lndNldual b0diing component not truss system. Before use, Me bulidng designer musiverify the appllcobllily of design parameters cod properly Incorporate tots design into the overall -- �� .a buildingdesigo, BracingIndicated Isla prevent bucklingofIndividual nussweband/or chord members only. AddlMonoltemporaryandport onentbracing - MiTek* Is oWays required for stability and to prevent collapse Won, s poable personal Injury cod property damage. For general guidance regarding the fabrication. storage, delivery- erection and bracing of trusses and truss systems, seeANSVIPII CuallSfy CMrrria. DSO.89 and SCSI Building Component. 22314. Hot Parke East BNtl. Tampa, FL 33610 Safety Nlb formanavollcble from Truss Rota Imti"n 218 N. Lea Street Al Suite 31Z exandria VA Job Truss Truss Type Dry Ply TiB285480 2093351-GHO-33VEN B2 Half Hip 1 1 Job Reference (optional) tlullaers mrst source, VIM Uty, FL-32556, 8.240 s Jul 14201U MI ID:rcJP014Oc7YPeKm LLio6xzNgS4-IV4 5.6 = Sxe _ 6.00 12 5 6 21 Iim Fn Vm 4 U UT1.1d ZUIU rage 1 Sale: 3/16'=1' 3x4 = 2x4 11 7 22 B 3x6 = 2.4 II 6x8 = 3x6 = 3x4'- 3x6 = 5x6 = 3.4 = LOADING (psI) SPACING- 2-0-0 CSI. DEFL. in toc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.21 12-14 >999 360 MT20 244/190 TCDL 10.0 Lumber 1.25 SC 0.69 Vert(CT) -0.3912-14 >741 240 BCLL 0.0 ss Rep StreIncr YES WB 0.62 Horz(CT) 0.02 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.0310-12. >999 240 Weight: 2141b FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc pudins, BOT CHORD Px4SP N0.2 .except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 5-14,7-9, 6-10 REACTIONS. (lb/size) 9=902/Mechanical, 14=158510-11-5. 2=40510-8-0 Max Hom 2=300(LC 12) .Max Uplift 9=-267(LC 8), 14= 374(LC 9), 2=-89(LC 12) Max Gmv 9=909(LC 2), 14=1593(LC 2), 2=405(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250,(lb) or less except when shown. TOP CHORD 3-4=-221/330, 4-5=-148/364, 5-6=-794/381, 6-7=-750/332 BOT CHORD 10-12=-388/801, 9-10=332/750 WEBS 3-14=-419/354, 5-14=-1118/572, 7-9=-994/441, 5-12=-335/914,7-10=0/323, 6-12=-4.16/317 NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15D; Cat..11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-2-0-14 to 3-11-2, Intedor(1) 3-11-2 to 13-0-0, Exledor(2) 13-0-0 to 21-5-13, Interior(l) 21-5-13 to 34-84 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 pounding. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 9=267, 14=374. Thomas A Albani PE No.39380 - - MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 336.10 Dater.. October 4.2019 Q WANNWG-Veritydeslgnpammetersand RE PNOMSONMSANDWCLUD£DMREKHEFENANCEPAGEM674Mmre laN.i4p159EFOPEUSE Design valld for use only with WOO donnagprs. this design Isbasetl only upon parameters shown, and Is for on individual bulltling component, not ,a truss system. Before use, the bulltling designer must verily the applicability, of design parameters and properly Incorporate this design Into the overall butdlnOdesign, Bracing Indicated Lstoprevent buckling ofIndividual cussweband/or chord members only. Additional temporary and permanent bracing_ MOW Is always required for stability and to prevent collapse with possible personal Inlay and property damage. For general guidance regarding the ... fabrication, storage: dervery, erection and bracing of trusses and huss systems, seeANSVIPII Quality CMnln, DS549 and BCSI Building Component so0bty Nformatbrwolloble from Truss Plate Institute. 218 N. Lee Sheot. Suite 312. Alexandre. VA 22314. -' ..... 6904 Parke East Blvd: - Tampa, FL U610 ' Job Truss Truss Type Oty Ply T18285481 2093351-GHO-33VEN B3 Half Hip 1 1 Job re Refence o Donal oU11uem rimi zuurce, r,arry Ury, rL- JLapp, C.L4u a Ju114 Zulu MI l eK mousmes, Inc. rn um 4 uu:Jl:ur zu iv raga l ID:rcJP0140c?YPehxeU_106x NgS4-DhvC of 3ovyh5ahNWZP980j BZsUroeLpPYIgMyWrfY 0-0 -2-0-0 8-5-7 12 16-114 22-106 28-tOd 34-1a-a 2-00 82-B-6 5-7 2-6-6 5-11< 5-11-05-11-12 Scale=1:65.1 5x6 = 3x4 = 2x4 II 3x6 = 314 = 46 I9 I 3x6 = 5.8 11 3.4 11 2x4 11 5x8 = 3.6 11 3x6 11 e-5-7 10-1142 16.11-4 '22-10-8 2840-4 3410-0 Fd 1.n L11-d S11A9 Sd1d9 I Plate Offsets (X Y)-- [2:0-0-0 0-0-5] [4:0-3-0 0-2.0] [13:0-4-12 0-2-01 - - - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.09 2-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC -0.58 Vert(CT) -0.20 2-18 >480 240 BCLL 0.0. • Rep Stress [nor YES WB 0.63 HOrz(CT) 0.02 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.09 2-18 >999 240 Weight: 2131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc pudins, BOT CHORD- 2x4 SP No.2'ExcepP except end verticals. 15-17,6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 - OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 10=998/Mechanical, 2=324/0-8-0, 18=1571/0-11-5 Max Hom 2=259(LC 12) Max Uplift 10=7290(LC 8), 2=-84(LC 12). 18- 369(LC 9) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Its) or less except when shown. TOP CHORD 2-3= 259/349, 3A=-34/255, 4-5=-11521584. 5-6=-1366/636, 6-8=-1354/631, 8-9=-834/373, 9-10=-946/484 BOT CHORD 15-16=-197/436, 14-15=-208/284,13-14=-584/1152, 6-13=-340/239 WEBS 16-18=-1348/838, 3-16=-436/526, 4-14=-478/1104, 5-14=-560/373, 5-13=-105/269, 11-13=}352(783,8-13=-338/666,8-11=-801/487,9-11=-509/1143,4-16=-1040/482 , NOTES- 1) Wind: ASCE 7-10;:Vult=160mph (3-second gust) Vasd=124mph; TCDL=4;2pst BCDL--5.Opst h=15h; Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) -2-0-14 to 3-11-2, Interior(1) 3-11-2 to 11-0-0, Exterior(2) 11-0-0 to 19-5-13. .:Interior(1) 19-5-13 to 34-8-4 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) This truss has been designed for a 10.0 psf bottom chord live load rmnconcurrent with any other live loads. 4) • This Muss hasbeen designed for alive load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) forlmss to miss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2 except Gt=lb) 10=290,.18=369.• Thomas A. Albani PE No.39380 - MTek USA, Inc. FL Cart 6634 6903Parke East Blvd. Tampa FL 33610. Date:.. October 4,2019 AWARNING. Vedrydeclars ar efersandREADNOTES ONWISAND INCLUDEDMnYKREFERANCEPAGE MIFT4T3rev.IS11=15BEFOREUSE Design valid for use only wlih Mriek®connectors. Ws design Is hosed only upon parameters shown, and Is for on IndNldual building component, not - atrusssystem. Before use, the building designer must vetlfythe appllcoblmy of design parameters and properly Incorporate mis design Into the overall bulldingdeslgn. Bracing indicated b to prevent buckling of Individual truss web and/or chord members only. Additlonaftemporarynndpennonentbrocing - WOW_- -- IsalwaysrequiredforMobillNandtopreventcollapsewltnpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication: storage, delNery. erection and bracing of Inwas and truss syslQualitys.seeANSUIPl1 Quality CMeM: DSEd9 and Bar Bull Component. ' 6904 Parka East BNd, Safely Informallonovallable from Truss Plate Institute. 218 N. Lee Street Suife312. Alexandria VA 22314. - .. Tampa, FL 33619 , Job Truss Truss Type Oty Ply T78285482 2093351-GHO-33VEN B4 Half Hip 1 1 �Job Reference (optional) bulders First Source, Plant City, FL- 32566, W 2x4 a Sx6 = 3x4 = 8.240 s Jul 142019 MiTek Industries, Inc. Fri Oct 4 00:31:09 2019 Page 1 'ehxeUJo61 zNgS4-941 yPU2JKWCPhtde_RGDRpM2NX7JfoeGj1 rvEyWrfW Scale =1:65.1 2x4 II 3x6 = 3x4 = 4x6 = 1 US = Sot 11 3x4 = 2x4 II 5x8 = 3x6 11 3x6 11 fi6-5B-1 T7 82-1-f1-12 85-1111--A4 2-110-8 a 6-1.4 AN 34-70-0 I fi-1-P Plate Offsets_(XY)- [4:0-3-00-2-01 [13:0-3-40-2-41 f14:0-3-00-3-01 [15:0-0-80-1-81 fl7:Edge0-1-81 - LOADING (Pat) SPACING- 2-01 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ved(LL) -0.12 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.70 Ved(CT) -0.28. 13-14 >999 240. BCLL 0.0. ' Rep Stress Incr YES WB 0:78 Horz(CT) 0.03 10 rda 'rda BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.13 13-14 >999 240 Weight: 2031b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc pudini BOT CHORD 2x4 SP No.2 *Except*" except end verticals. 15-17,6-12: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 61 oc bracing. , WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 - - REACTIONS. (lb/size) 10=1078/Mechanical, 2=180/0=8-0, 18=1634/0-11-5 .Max Horz 2=219(LC 12) Max Uplift 10=-313(LC 9), 2— 85(LC 12), 18=-373(LC 9) FORCES. (lb) - Max. CompJMaoc Ten. -All forces 250'.(lb) or less except when shown. TOP CHORD 2-3=-261/488, 3-4=-116/462, 4-5— 1775/878, 5-6=-2006/914, 6-13-1972/900, .6-9= 1129/504, 9-10=-1023/521 BOT CHORD 2-18= 390/53, 17-18=-343/0; 15-16=-296/656, 14-15=-301/406, 13-14=-878/1775, .... ... WEBS 16-18=-1451/824;:3-16=-288/376,4-14=-652/1547,5-14=-579/395, 5-13=-97/260, 11-13=-460/1052,-8-13=484/1002, 8-11=-923/539, 9-11=-625/1407, 4-16=-1394/662 NOTES- - .. 1) Wind: ASCE'7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15H; Cat. 11; E>io B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-14 to 3-11-2. Interodl) 3-11-2 to 9-0-0, Extedor(2) 9-0-0 to. 17-5-13, . . Interior(1) 17-5-13 to 34-8-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bonom;choni and any other members. 5) Refer to girder(s) for.tniss to"truss connections. -- 6).Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2 except (jt=lb), 10=313,48=373:,- Thomas A. Alban PE No.3938D MTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date:: October 4,2019 Q WARNING-Vedlydss19nparamereraenCREAD NOTES D?JrHM NDMCLUDEDMREKREFERANCEPAGEM6)413ree. 10=201SSEFOREUSE Design valid for use only 4Alh MB91,8connectors. This tleslgn,ls based only upon parameters shown.antlIs for an Individual bulging component not _ - a buss system. Before use, the building designer must verity the applicability of tleslgn parameters and properly Incorporate fhk tleslgn Into the overall building tleslgn. Bracing indicated to prevent bucking of individual toss web and/or chord members only. AddlBonal temporary- antl bracing. _ permanent Is alwoysmquired(or stability and to prevent collapse with possible personal Injury and property damage. For generalguldonce regarchi fabrication: storage. deli erection and bracing of busses and Toss systems, seeAN5VIP11 Gui CMerW: DSB49 and BCM Building Component' ... 22314. -' -MfTlek• 69M Park. Rest Blvd. Tampa, FL 33610 sofefy Nformalbmvallable from Thm,Rote lnstflWa,218 N. Lee Sheet, Suite312, Alexandria. VA Job Thus - Oty PlyT18285483 2093351-GHO-33VEN �TrussType B5 Roof Special Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL-32566. 8.240 s Jul 14201U MITek lndustnes, Inc. Fn Uc, 4 UB:31:1'G ZU19 Fagot I D:rcJP0140c?YPehxeU_io6%zNgS4-Zfj51 VSCcRnYLaKJ7?Kr4Rp6aUG W?84zhFV W ZyW rf r 7.10-0 .z-e0 8-08 7-00 12-5412-s4�1 I7-e-12 tWU 24-_1 z 24-1-. 31-11A 31-169 20 6-08 0.11-e 4612 s30 s1.1z 4n-0 1-11' 11-0 alas Scale = 1:66.4 NAILED. NAILED NAILED NAILED NAILED NAILED NAILED NAILED ' 5x6:- NAILED 5%12 = .5z6 = 46 = Special 3x4 = NAILED NAILED 3%4 = 3%6 = NAILED NAILED 3x6 = NAILED 11 3912 6.00 12 4 29 30 5 31 32 336 34 7 8 35 36 8 37 38 10 3 m 2 4 7 �8 c 7 41 42 2043 44 19 45 16 46 4] - . x8 STP= 23 40 22 4x6 = 3x6 =3z4 = NAILED 16 4B 49 15 50 51 14 5213 3x6= NAILED 3Tt.5%B STP= NAILED NAILED NAILED NAILED NAILED NAILED 4z12= NAILED 3x6 It Sxe= 3x6 = 7%10 = NAILED NAILED NAILED NAILED NAILED Special 9o-e 648 700 12-5-0 1]-0-102 22-10.9 2E11-12 31-11-0 31-1p0 60.0 1L' 4312 535-1-12 --- 41-0 4-114291E Plate Offsets (XY)-- 12:0-0-00-0-57 14:0-10-00-2-81 (11:0-3-00-2-01-f17:0-4-0Edael - - - - - - LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(ILL) -0.25' 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL , 1.25 ABC 0.93 Vert(CT) -0.52,17-18 >659 240 BCLL 0.0 ' Rep Stress [net NO WE 0.87 Horz(CT) 0.11 13 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.3217-18. >999 240 Weight: 422 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD. 1-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2'ExcepV BOT CHORD 8-16: 2x4 SP No.3 WEBS 2x4 SP No.3'Excepr 3-23: 2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ito(size) 13=2545/Mechanical, 2=427/0-8-0,.23=2368/0-8-0 Max Horz 2=195(LC 8) Max Uplift 13=-942(LC 4). 2_ 99(LC 4), 23=-1329(LC 8) FORCES. (16) Max. CompJMax. Ten. -All forces250 (lb) or less except when shown. TOP CHORD 2-3=-442/347, 3-4=-1320R40, 4-5=-4640/1977, 56=-6330/2536, 6-8=-6460/2512, 8-9=-6338/2468,0-10=-3875/1475,10-11=-1654/609,11-12=-1488/550,12-13=-2469/968 BOT CHORD 2-23=-305/390, 21-24=-445/569, 20-21=-427/546, 18-20=-1983/4640, 17-18---2542/6330, B-17- 561/375, 15-16= 117/316,14-15= 811/2156 WEBS 23-24=-2390/1096,3-24=-1962/877,5-20=-1565/711,5-18=-652/1893, 6-18=-595/327, 15-17=-1407/3671,9-17=-1197/2970,9-15=-2189/963,10-15=-89a/2306, 10-14=-2654/1024,11-14=-90/466,12-14=-1006/2721,4.21=-427/326, 4-20=-1736/4557 Structural wood sheathing directly applied or 3-11-8 oc puriins, .except end verticals. Rigid ceiling directly applied or 10-M oc bracing, Sxcept: 9-1-5 oc bracing: 18-20 8-0-12 oc bracing: 17-18. NOTES- - 1) 2-ply truss to be connected together with 1Dd (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chordsconnected as follows: 2x4 -1 row at 0-9-0 oc. _ Webs connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back.(B) face in the LOAD CASE(S) section, Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=160mph (3;second gust) Vasa=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. Il; Exp B; Encl.,,' - GCpi=0.18; MWFRS (envelope); cantilever left and right'exposed; Lumber DOE'=1.60 plate gdp DOL=1.60: , 4) Provide adequate drainage i6 prevent water ponding. - - 5)*Altplates are 2x4 WF20 unless otherwise indicated.. ... 6) This truss has been aesigred for a 10.0 psf bottom chord live load nonconcurrent with -any other live loads. 7) ' This truss has been designed fora 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 lb uplift at joint(s) 2 except. at=lb) 13=942123=1329. 10) 'NAILED' indicates 3-1Did(0.148'x3') or 3-12d (0.148'x3.25').toe-nails per NDS guidlines. Thomas A. Albatii PE No.39380 li USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Datec- October 4,2019 O lVMNYk- Verily design parameters and READ NOT ES ON THIS AND MCLUDED MASK REFEFANCE PAGE M1`747J rev. I0AWDiSBEFOREUSE.- Do"ODesignvalidforuse0 ywith Mite'.®connectors. this design Is based ony upon parameters snows pntl Isfor anintlMduol building component not system. Before use, the builtlingtlesignermusf vetlythe aDPllcobllM/otde5lgn parameters pntl propeny Incorporate iNs tleslgnlnto Me overall- bMtling design• &adng lntlicafetl stopbuckling of lntllNduai buss web antl/orohortl membersoNy. Adtlinonpl temporary and bradOg _ r M�•1®k' prevent permanent b always required for sfabllly and fo prevent collapse vAth passible personal inlury and property damage. For general gultlance regarding the Ipbncpnon. storage, callery, erection antl bracing of tseses pntl buss systems. seeAN3VIP11 CuoOv CkAdo: D5a-09 antl 6C51 Buldhp Compon.nl 6904 Palle East BNd: Tampa, FL 33610 Salty NlOrmpfbnwalloble from truss Plate Insfllute. 218 N. Lee Street, Suite 312. Ai... O VA 22314. - , Job Truss Tnus Type OtY Ply T18285483 2093351-GHO-33VEN BS Roof Special Ginter 1 2 Job Reference (optional) _ eulmers rlrst bource, from Ully, FL-JZbbb, a.Z4usJull42ulumlleainauslnes,Inc. rnvcr 4uo:olazzvro r49ec NOTES- ID:rcJP0140c?YPehxeU_io6t Ng54-Zff51VSCcRuYLaKJ7?Kr4Rp6aUGW?84rhFVWZyWrrr 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2981b down and 364 It, up at 7-0-0 on top chord, and 14 Ib down and 264Ib up at 7-0-0 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: 1-4=-60, 4-10=-60, 10-11=-60, 11-12— 60, 2-22=-20, 17-24=-20, 13-16= 20 Concentrated Loads(Ib) Vert: 4= 26(F)7=-93(F) 11=-131(F) 8=-119(F) 17=-65(F) 14=-63(F) 29=-93(F) 30=-93(F) 31=-93(F) 32=-93(F) 33=-93(F) 34=-93(F) 35=-119(F) 361 37=-98(F) 38=-202(F) 39=-142(F) 40=63(F) 41=-65(F) 42=65(F) 43=fi5(F) 44=65(F) 45=-65(F) 46=-65(F) 47=-65(F) 48=-65(F) 49= 67(F) 50=-96(F) 51=-B(F) 52=-67(F) O WARNING- Verity design pammetersendREAD NOTES01 fiVeWDED M?EKREFERANCEPAGEMIP7473 ree 14N12a15 BEFORE USE. Design valid for use only with MITeIc® connectors. This design Is based only upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, the building designer must verify the appllcabllBy of design parameters and property Incorporate this deslgnlnto the overall bulltling design. Bracing Indicated Is to bucWing of Individual truss web find/or chord members only, AddMonal temporary and bracing F. r M OW prevent permanent 6 always required for stability end to prevent collapse With possible personol injury and property damage. For general guidance recording the fabrication. storage. delivery, erection antl bracing of trusses and trusssystems, seeAN94PI1 GuaBh CrXeM; DSB49 antl BCSI Building Component - - 218 N. street VA 22314. 6904 Paft East Blvd. Tampa, FL 33610 - SabtY In/olmv8omva�able from Truss Rate Institute. We suite 312, Nsmc drin - _ Job - Truss Truss Type Oty Pty T18285484 2093351-GH0.33VEN Cl Common Girder 1 3 Job Reference (optional) ounoers rirst bounce, rlant ury, rL-J2bbo, 2x4 II 2x4 II 2 N 2 O 1 B STP= 5xB = 4.6 II 6.00 FIT 5�Ip��' 3x8 4 5,,6 i 3 13 17 t2 18 19 11 20 3x8 11 Special 5x6 = Special 8x10 = Special Special Special Special 6.24U a JUI 14 2UIU MI I ex DIaU5lnee, Inc. rn Ucl 4 ua:J1:14 ZUl a rage 1 UeU_io6l zNgS4-W1grSB6S82ghnfNQYlowVWBgODS_wfNO?kcaSyWdR 21-6.8 28.8.0 3-7-4 7-1-8 Scale =.1:57.9 THIS TRUSS IS NOT SYMMETRIC. 3x8 Z� PROPER ORIENTATION IS ESSENTIAL. 6 Sx6 O 7 8 10 21 9 22 23 24 25 r ., .. 3x8= Special 3411 Special ST1.5x85TP= Special - 5,= Special Special Special N4 10.8-12 .1-- 141-0 17 1-4 21 Io Plate Olfsets(X)n-- f2:0-0-0,0-1-51, f3:0-2-80-3-01 [7:0-2-40-3-4] f8i0-0-00-1-11 f9:0-4-80-1-81 f10:0-3-80-1-81 f11:0-5-00-4-81 f12:0-3-00-3-81 - - - - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well: Up! PLATESGRIP ' TOLL 20.0 Plate Grip DOL 1.25 TC 0.77' Vert(LL) -0.20 10-11 >999 360 MT20 .244/190 TCDL 10.6 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.4010-11 >847 240' BCLL 0.0 ' Rep Stress mar NO WB 0.80 Hoa(CT) 0.10 8 Na . Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.20 10-11 >999 240 Weight: 568 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD: 1-3,7-8: 2x4 SP M 31 BOT CHORD BOTCHORD 2x6 SP M 26 WEBS 2x4 SPNo.3,'Excepr - 5-11: 2x4 SP'No_.2 OTHERS 2x4SPNo.3 REACTIONS. (lb/size) 2=8680/0-8-0, 8=11298/0-8-0 Max Horz 2=140(LC 27) Max Uplift 2=-2488(LC 8), 8=-2874(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-17498/4971, 3-4=-14980/4215, 4-5=-12321/3429, 5-6=-12315/3424, 6-7=-15001/4029, 7-8=-18628/4817 BOT CHORD 2-13=,4401/15340, 12-13=-4379/15270, 11-12=-3680/13344, 10-11=-3435/13336, 9-10=-4147/16304, 8-9=-4169/16407 WEBS 5-11=-2939/10671,6-11=-4226/1087;6-10=-1110/4631, 7-10=-4294/1082, 7-9=-1030/4674, 4-11=-4242/1408,4-12= 1445/4569,3=12=-2789/1009,3-13=-1006/3209 Structural wood sheathing directly applied or 5-4-0.oc purlins. :Rigid ceiling directly applied or 10-0-0 oc bracing.. NOTES- 1) 3-ply truss to be connected together with 10d (0.131°x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. . . Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1: row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section.. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpFi; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat II; Exp, B;, Encl.-, GCpi=0,18; MW FRS (envelope); cantilever left and right exposed; Wmber DOL=1.60 plate grip. DOL=1.60 - - 5) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 6) This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2--0-0.wide _ . will fit between the bottom chord and any other members..- 7) Pmvide mechanical &rmiiction (by others) of bass to bearing plate capable of withstanding-1 00lb uplift at joint(s) except at=lb) 2-2488, 8=2874.. - - - - -8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2738 lb down and 9681b up air. 7-1-8, 1362lb down and 406 lb up at 9-0-12, 13741b down and 411 Ib up at 11-0-12, 1420 lb down and 413 Ib up at 13-0-12, 1439 lb down and 414lb up at 14-4-0, 1363 It, down and 343 Ito up at 16-4-0, 1362 Ib down and 341 lb up at 18-1-12, 1362lb down and 344 Ib up at 20-1-12. 12961b down and 333 Ib up at 22-1-12, 1427lb down and 304 Ib up at 24-1-12, and 12991b down and 327 lb up. at 26-1-12, and 1300 lb down antl 3271b up at 27-4-4 onbottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Alballi PE 1,109380 ' MTek USA, Inc.FL Can GSA 6904Parke East Blvd. Tampa FL 33610. Date:: October4,2019 Q WARNING- Verity design paremefersanEREAD NOTES ON TN/SAND DICLUDW MREKREFERANCEPAGEM6]4]3n,V larpirIs SEFORE USE Design valid for use oNy w M M?ekilt connectors. Trite tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use. the building designer musiverlfy Ma applicability of design parameters and properly Incorporate this design Into Me overall bulldingde4gn, Bracing Indicated Is to prevent backing oflndlvicyaltruss web ond/of chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me .. fabricatlon, storage: delivery, erection and bracing of busses and hum syslemsseeANSUIPII Quality call DSB-119 and SCSI Building Component. Safety Infomlatkfrwollable from Truss Plato Institute. 218 N. We Sheet. Suite 312, Alexandria. VA 22314. - - . -. - MiTek' - 6904 Perks test SNd. - Tampa, FL 33610 " Job - Truss Truss Type Ory Ply " T18285484 2093351-GHO-33VEN C1 1. Common Girder 1 3 Job Reference (optional) buti0er5 mrst Source, Plan Uity, I-L-32566, 8.240 a Jul 14 2019 MI I ek Industries, Inc. PD Uct 408:31:14 ZU19 Vega 2 ID:rcJP0140c7YPehxeU-jo6t NgS4-W1grSB6SB2ghntkjOY1 owVWBgODS_wfN07kcaSyWrfR LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-8=.60, 2-8=-20 Concentrated Loads (lb) Vert: 11=-1362(6) 10=-1362(B) 13=-2738(B) 17=-1362(B)18=-1362(B) 19= 1362(B) 20=-1362(B).21= 1362(B) 22=-1296(13) 23=-1427(B) 24=-1299(B) 25=-1300(B) -Q WANNING- VerlTy Ceslga ParametemandflEAD NOTES ON MMMDDICLUDEDMDEKNEFFI NCEPAGEMIF14Tatee. 10=2015DEFOSE USE Design valid for use only, with MiiteF®connectors. This tlesign isbased only upon parameters shown, and is for an Individual building component not _- -otruss sydem. Before we, -the balding designer must verity the applicobBilyof design parameters and properly Incorporate this, ib design Into e overall building building design, _ Bracing Indicated lsto prevent buckling of individual hum web choler chord members any. Additional temporary and permanent bracing MiTelc Is always required for stability antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - - fabrication; staroge; delNss ery, erection and bracing of busses and trusystems, seeµSVTPl1 CuaWl Walla. OSM9 and SCSI Building Component: 6904 Ponce Esst BNE. Safety Iefomrallm avolIcble from Truss Plate Institute:218 N. Ise Sheet Suit e912,-Alexcndeo. VA 22 14. "- ....., ... Tampa, FL 33610 Job Truss Truss Type Oty Ply T18285485 2093351-GHO-33VEN C3 ROOF SPECIAL 5 1 Job Reference (optional cuncers nrst bource, rianttnry, rL- azabb, o.L4usimi4L0lumuexmau ines,inc. rnum 4ua:aa:Tozura rage i ID:rcJP014Gc7YPohxeU_io6xzNgS4-_EODfX74vMyYPoJv_FY1Ti3OAoVIMFWffUA7uyW d0 -2-0-0 7-0-15 13-10-0 T4r0 20.5-0 26.60 28-8-0 20.0 7-0.15 ~ 6-9-1 0.6- fi-1-0 6-1-0 2-2-0 2x4 a US = 6.01) rl2 3.4 I 4 s 4x6 = 4x6 = 3x4 11 V ST1.5x8 STP 2z4 II 3.8 = 1310.0 -a4r0 22 5.n0 e4.-a7-n71 2l-1I-6n-s0 o8.o8.-n07-05 a.1.zs Scale = 1:58.5 I4 0 Plate Offsets (X,Y)-- [3:0-0-0,0-3-01.[6:0-3-0,Edgel[7:0-0-8,0-0-0]-[11:0-3-BO-3-01112:0-7-120-4-121 - - - - LOADING (psf) SPACING- 2-0-0 C51. DEFL. in ([cc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ved(LL) -0.24 7-10 >999 360 MT20 2441190 TCDL -_ 10.0 Lumber DOL 1.25 ABC 1.00 Vert(CT) -0.50r 7-10 >666 240 BCLL 0.0 Rep Stress Incr YES WB 0.94 Hom(CT) 0.30 8 n/a . rVa. BCOL 10.0 Code FBC2017ITP12014 Matdx-SH WMd(LL) 0.25 7-10. >999 240 Weight: 166 lb FT=20.% LUMBER- - 'BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-8-12 oc purling. 6-8: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. BOTCHORD 2x4 SP No.2 "Except" - - 4-13: 2x4 SP No.3, 7-12: 2x4 SP No.1, 7-9:.2x6 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 - REACTIONS. (lb/size) 2=1266/0-8-0, 8=1108/0-8-0 'Max Harz 2=138(LC 16) Max Uplift 2=-306(LC 12), 8=-244(LC 13)- - FORCES. (Ito) - Max. Comp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD .2-3=-1913/800, 3-4=-1533l719, 4-5=-1329l788, 5-6=-1506/755, 6-7=-2291/1001, .. 7-8=-723/361 - BOT CHORD 2-14=-604/1599, 13-14=-149/298, 11-12=-248/1115, 10-11= 769/2086, 7-10= 771/2078 WEBS 12-14=-465/1322,,3-12=406/272,6-10=07289,5-11=544/905. 6-11=-930/530 - 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., . - - GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-2-0-14 to 3-11-2, Interior(l) 3-11-2 to 14-4-0. Exterior(2) 14-4-0 to 20-6-12, Interior(1) 20-6-12 to 28-2-11_zorie; cantilever left and right exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 4) ' This truss has: been designed for a live load of.20.0psf on the bottom chord in all areas wherea_rectangle 3-6-0 tall by 2-0-0 vdde - .- will fit between the bottom chord and any other members.. 5) Bearing at joint(s) 8 considersparallelto grain value using ANSVrPI 1 angle to grain foimula..Building designer should verify - - - z 6apacity of bearing surface.:- 6) Provide mechanical connections(by others) of.truss.to bearing plate capable of withstanding100111 uplift at joints except t-115) 2=306, 8=244.. ...... . 7) Gap between inside of top chord bearing and first diagonaPor ve_rtical peb shall. not exceed 0.500in: _ - Thomas A Alban! PE No:39380 MTek USA, Inc. FL Cott 6634 -- 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019 . QWARNING-Venlydeslgnparemelersand READ NOTES ONTNISANDINCLUDED WEKREFERANOEPAGEMX7473me 100342015BEFORE USE.- - Design valid for use only with MaekOconnectors. ibis design is based only upon parameters showr4 antl is for on individual curdling component not a truss system. Before use, the building designer must verify the ap$Ikabllity of design parameters and property incorporate 1Ms design into the overall - - ' building design, Bracing Indicated B to prevent buckling of individual truss web and/or chord members only. Addltlanal temporary and permanent bracing. MtTek• Isalways .rdpulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regard ng the fabrication. storage. calveiy. erection and bracing of flumes and hum systems:seeANS➢MIT Quality Cdbdd;D53i and SCSI 6uldh➢Component. ' - .' ' 69M Parke East Blvd: -. Safety lnformationavallable horn Tuns Plata lnstihRe: 218 N. Lee Sheet.SLite 312. Alaxondtia, VA 22314. .. Tampa, FL 33610 .. . Job Tri - Truss Type Oty Ply - - " T78285486 2093351-GHO-30VEN C4 Common 2 1 ' Job Reference o tional ouuuers rim bourne, Plant uty, rL -Ubbb, 8.240 a Jul 142019 MI I eK Industries, Inc. Fn Ud 4 08:31:16 2019 Pagel m 2x4 d 4x6 = 6.00 12 4 3x4 = 3x6 - 3x4 = 46 = - -4x6 - ( 9-7-15: 19-0.1 2&8.0 n ]-tL Scale = 1:57.6 Plate Offsets (X Y)-- [3:0-0-0 0-3-0],[5:0-3-0 0-3-01 - - - - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) -0.33 8-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL '1.25 BC 0.91 Vert(CT) :. -0.48 8-10 >702 240. _ BCLL 0.0 Rep Stress Incr YES WB . 0.38 Horz(CT) 0.06 6 Na . n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(ILL) 0.08 2-10 >999 240 Weight: 1431b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD:Structural wood sheathing directly applied or 3-7-7 oc pudins. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directlyapplied or 7-9-6 oc bracing. - WEBS - 2x4 SP Na.3 .... ... OTHERS 2x4 SP No.3 - REACTIONS. (lb/size)- 2=1265/0-8-0, 6=1265/0-8-0 Max Harz 2=-134(LC 10) .Max Uplift 2=-305(LC 12), 6=-305(LC 13) FORCES. (Ib) -Max. Comp,/Max. Ten. -.All forces 250 (Ib) or less except when shown.. ' TOP CHORD 2-3=-1871/785, 34=-16421779, 4-5=-16427779, 5-6=-1871/784 BOT CHORD 2-10=-525/1565, 8-10=-224/1057, 6-8=-564/1565 WEBS 4-8=-262/644, 5-8=-376/371, 4-10=-2621644, 3-10=-376/371 NOTES- - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15h; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-14 to 3-11-2, Intepor(1) 3-11-2 to 14-4-0, Exterior(2) 144-0 to 204-0, - Interior(1) 20-4-0 to 30-8-14 zone; cantilever left and right exposed.;C-C for members and forces &MW FRS for reactions shown; - Lumber DOL=1.60 plate grip DOL=1.60 - - . 3) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrelx with any other live loads. 4) This truss has been designed for a live load of 20.Opsf onthe bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-.0 wide - will fit between the bottom chord and any other members, with BCDL= 10.0psf. - 5) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints) except oWto) _ 2=305, 6=305. Q WARNING-Vedrydealgnpemmetersand READNOMS ON TNIS AND MMUDMAEMEKREFERANCEPAGEMO.74Mniv. 1d 015BEFOHE USE. -��YI• Design valid for use only, with MBoldiconnectors, This design is based only upon parameters shown. and is for on lndivldual building component. not - a truss system. Before use, Me building designer must venry the applicability of design parameters and properly Incorporate this design Into Me overall buiidingdesign.6mcingindicated is to prevent buciding oflindivIdual truss web andlo(choral members only. Addifional temporary and bracing - MiTek' permanent B always required for stability and to prevenfcollopse with posvbie personal Injury and property damage. For general guidance regarding Me '. fobrication: storage; dellvery, erection and bracing of trusses and him systems seeANSVIPII Cua1M Criteria. DSB49 and BCSI Building Component. '. e904 Parke East BNd: - Safety lnform9tbtxrvotabiefrom Truss Plate Institute.218 N. Lee Sheet Su8e312; P1exondria, VA 22314. Tampa, FL 33610 ,.. Job - Truss Truss Type T18285487 2093351-GHO-33VEN C5 Hip 1 1 Job Reference (optional) boxers Furst source, VIM UIty, FL- 32568, 8.240 s Jul 142019 MI Iek Industries, Inc. Fn Uct 4 UB:31:162019 Page 1 ID:rcJP0140c?YPehxeU_io6x>NgS4-SOybtt8igg4P1yt5Yy4G?wbajByzSuBgtJDjlKyW rfP -2-0-0 6-]-15 F 13-00 15-e-0 1 22-0.1 - 28-8-0 30-8-0 2.0-0 6-]-15 6-4-1 2-8-0 fi-0-1 6-7-15 2-0.0 Scale=1:54.5 6.00 F12 5x8 4x6-- 4 5 3x0 axs = axe = axs= 3x4 = 6-7-15 1&0-0 1580 I 22-0.1 Plate Offsets - 3:0-3-0 0-3-01 4:0-6-0 0-2-81 [6:0-3-0 0-3-01 LOADING (psf) - SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.55 Verl . -0.0812-13 >999 360 MT20 244/190 TCDL 10.6, Lumber DOL 1.25 BC 0.56 Vert(CT) -0.18', 12-13 >999 240, - BCLL . 0.0, ' Rep Stress Incr - YES WB 0:54 Hom(CT) 0.07- 7 Na ri/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.0712-13 >999 240 Weight: 164 lb FT=20% LUMBER- - - -BRACING- TOP CHORD 2a4 SP No.2 - - TOP CHORD. Structural wood sheathing directly applied or 3-10-3 oc puffins. BOT CHORD 2x4.SO No.2 BOT CHORD _ 'Rigid ceiling directly applied or 7-3-9 oc bracing. WEBS 2x4 SP No.3 - OTHERS 2x4 SP.No.3. REACTIONS. (lb/size) 2=1265/0-8-0, 7=1265/0-8-0 " .Max Horz 2=-123(LC 10) .Mai Uplift 2=-297(LC 12), 7=-297(LC 13) FORCES. (lb) -Max. Comp,/Max, Ten. -All forces 250 (lb) or less except when shown. - TOP CHORD 2-3=-1921/882, 3-0=-13B41713, 4-5=-1 l60(720, 5-6=-1385/713, 6-7=-1921/882 BOT CHORD 2-13=-638/1608, 12-13= 639_/1605, 10-12=-287/1159, 9-10=-053/1604, 7-9=-651/1607 WEBS 3-13=0/282, 3-12=-528/406, 4-12=-149/357,5-10=-158/359, 6-10=-526/405, 6-9=0/280 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=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-14 to 3-11-2, Interior(1) 3-11-2 to 13-0-0, Extedar(2) 13-0-0 to 24-1-13, Intedor(1) 24-1-13 to 30-8-14 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) Alfplates are 2x4 MT20 unless otherwise indicated. - 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3, 6-0 tall by 2-0-0 wide. will fit between the bottom chord and any other members. 7) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except jt=11p) —' 2=297, 7=297. - - Thomas A. Albani PE No.39300 _ MTek USA, Inc. FL Carl 6634 .. ... - _ 6904 Parke East Blvd. Tampa FL 33610. Date:.. October 4,2019 O WARNPlG-Verity OeslSn perametereand READ NOTES ONTHISANO INCLUDED MBEKBEFEBANCE PAGEMI4)a>a. Ia032015 BEFORE USE. Design valid for use only with Mpek® conneators. This design Is based only upon parameters shown, and a for on individual building component. not - 0 huss system. Before use, me building designer must verity me applicability of design parameters and parody Incorporate this design into me overall building design, Bracing Indicated is to prevent buckling Of individual huss web and/or chord members only. Additional temporary and permanent bracing - MTek• - b always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the - fabecation: storage: delivery. erection and bracing of trusses and must systems, seeANSUIPII CualBy Criteria. DSB4? and BCSI Building Component p 6904 Parke East Bive: - 'Safety matbnNoiloble from Truss Rate lntliN1e. 218 N. We Sheet Suite 312, Alexanddo. VA 22314. -- - . _ - Tampa, FL 33ela Job - Truss Truss Type - Ory - - Ply T182854BB 2093351-GHO-33VEN C6 Hip 1 1 Job Reference (optional) dunaers FRet Source, Flam Uity, FL- 32566, 8.240 a Jul 14 2019 MiTek Industries, Inc. Fn Uct 4 08:31:17 2019 Fags 1 ID:rcJP0140c7YPehxeU_ioGxzNgS4-wcW 4D9KRzCGe6S16gbVy78i7bI7BPip6mGBnyWrtO Scale =1:53.7 Sx6 4x6 = 4 5 1N1 d 4x5 = : 3x4 = — — 3 6 = 4x6 LOADING (psf) TCLL 20.0 TCDL 10.0.- BCLL 00 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC20171TP12014 CS1. TC 0.71 'BC 0.50.. WB 0.27: Matrix-SH DEFL. in (loc) Vdetl Ud Ven(LL) -0.07 12 >999 360 Vert(CT) -0.1710-12 >999 -240 Horz(CT) 0.07 7 n/a . r1a - Wind(LL) 0.07 10 >999 240 PLATES GRIP MT20 244/190 Weight 1581to FT=20% LUMBER- - .BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 3-4-7 oc_puffins. BOT CHORD 2x t SP No.2 BOT CHORD : Rigid ceiling directly applied or 7-0-2 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-10 OTHERS 2x4 SP No.3. ..". REACTIONS. (Ib/size) 2=1265/0-8-0,7=1265/0-8-0 .. " 'Max Horz 2=-107(LC 10) .Max Uplift 2=-283(LC 12), 7=-283(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. : TOP CHORD 2-3=-1929/950, 3-4=-1530/814, 4-5=-1310/801, 5-6=-1530/814, 6-7=-1929/950 BOT CHORD 2-13=-699/1615, 12-13=-699/1615, 10-12=-414/1310, 9-10=-712/1615, 7-9=-712/1615 " WEBS 3C2=-365/328,4-12=96/378, 5-10=-75/379,6-10=-364/328 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=4.2psf; BCDL=5.Opsf; h=15f ; Cat. IL E1g18; Encl.,' _. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) -2-044 to 3-11-2, Interior(1) 3-11-2 to 11-070, Extedor(2) 11-0-0 to 26-1-13, -, Intedor(1) 26-1-13 to 30-8-14 zone; cantilever left and right exposed;C-C for members and forces & MW_ FRS.for reactions shown; .. Lumber DOL=1.60 plate grip DOL=1.60 .. 31 Provide adequate drainage to prevent water pending. - .. 4) All plates are 2x4 MT20 unless otherwise indicated. .,. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, - 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other. members. ... 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift atioint(s) except QI=1b) .. ..: 2=283, 7=283. ._ - Thomas A. Albani PE No.3938D - MiTek USA, Inc. FL Ceri _ 9904 Parke East Blvd. Tampa FL 33610. Date:_ ' October 4,2019 QWARNING. VgWydeslgnparametersand READNOTES ON MIS AND WCLUDEDMIIEKBEFERANCEPAGEM6)4i3ree 1IM2015 BEFORE USE ^ _ Design valid for use only with MReW connectors. This desgn Is bored orgy upon parameters shown, and Is for an Individual building compon.dt, not �� a truss system.9efore use, the bulldIng designer must verify the applicability of all parameters and properly Incorporate this design into the overall building 'design. . Bracing lndicoted is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing , MiTek- WalwaysrequaetlforsfabOnyantltopreventcollaprewithpossiblepersonalNluryantlpropeMtlamage. For9ene'al guitlance regartling the . fobrlcaaoo: sioroge: delivery, erection antl bracing of trusses and buss rysfemv'seeANSVIP11 CuatMryyy TH . DSB4t9 and BCSI Bu9dFy Component - 6904 P.*e tart Blvd. ' Intemfhem Truss Bate Institute. 21B N. Lee Sheet Suite 3t2, Atexandtla. VA 22310. Smrr'Interim Temp., FLL33610 ... Job Truss Truss Type ay Ply T78285489 2093351-GHO-33VEN C7 Hip 1 1 Job Reference (optional) ounaer5 rum Source, I'lan[ URI, eL- 32bbb, 8.24U a Jul 14 2U19 Um 4 U8:31:16 2U19 Pane 1 5xB = 4 21 5 22 Soars =4:53.7 fau Asa 3x4 = 3x8 = '"° — 3x4 = .. 4x6.-' . LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl L/d PLATES GRIP TCLL 20.0.. Plate Grip DOL . 1.25 TC 0.57 Vert(LL) -0.15 8-10 >999 360 MT20 244/190 TCDL 10.0. Lumber DOL 1.25 BC .- 0.75 Vert(GT)-0.32.' 8-10 >999 240 BCLL 0.0: ` Rep Stress lncr YES WB 0:23 HOrz(CT) 0.07 8 n(a . da _ BCDL 10.0 - Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.0812-13 >999 240 Weight: 1571b FT=20% LUMBER- :'BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD.. Structural wood sheathing directly applied or 4-2-0 oc pudins. BOTCHORD 2x4 SP No.2 _ BOT CHORD .Rigid ceiling directly applied or 6-9-6 on bracing. - WEBS 2x4 SP No.3 OTHERS 2x4 SP No 3 _ REACTIONS. (Ito/size) 2=1265/0-8-0, 8=1265/0-8-0 '.Max Horz 2=-90(LC 10) - .Max Uplift 2=-266(LC 12), 8=-266(LC 13) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1886/997, 3-4=-1664/853,4-5=-1681/944, 5-6=-1681/944, 6-7=-1664/853, 7-8=-1886/997 ' BOTCHORD 2-13=-732/1584,12-13=-481/1439,10-12=-491/1439,8-10=-741/1594 WEBS 3-18=-186/284, 4-13=-48/35t,4-12=-255/401, 5-12=-360/296, 6-12=-255/401, 6-10=48/351, 7-10_ 186/284 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=4:2psf; BCDL=5.Opsf; h=15ft; Cat.'11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exierior(2)-2-0-14 tc 3-11-2, Intedor(1) 3-11-2 to 9-0-0, Extedor(2) 9-0-Oto 17-5-13, Interior(1) 17-5-13 to 19-8-0, Exterior(2)19-8-0 to 284-0, Intedor(i) 284-0 to 30-8-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - 3) Provide adequate drainage to prevent water pending. - - - 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10:0 pat bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for alive load of 20.Opsf on.thebottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ... .. will fit between the bodom�.chord and any other members. - - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except at -lb) s Thomas A Albani PE No;39360 ll USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Dater October 4,2019 A WARNING -1sertry Eesl9npammeteisend READ NOTES ON THISANo INCLUDED M?EK REFERANCE PAGE M6T4TJ ree tWaissi BEFORE USE. vy w Design alid for use only M99M connectors. This design b based any upon parameters shown. ants for on Individual building component not . a truss system. Before use, fhe building designer must verify me applicability of design parameters and properly Incorporate this design into -the overall buiidingdeslgn. Bracing indicated is to preventbucUng otindivldual trussweb and/or chord members any. Additional temporary and. permanent bracing Isorwaysfequired.for stability and to prevenicoilapse with possible personal Injury and properly damage. For general guidance regardingiha .. fabrication. storage: delivery. erection and bracing of busses and fusssystems, seeANSVIPl1 QaalMMyy Cdfedo; DS549 and BCSI Building Component, -Safety Informal llpbie from Truss Plate Institute.218 N.Leejfreet, Suite 312. Alexandria VA 22314. - - - �A .- 'IYItTek• - 6904 Parke East Blvd. Tampa, FL 33610 " Jab - - Truss - Tmss Type Oty- Ply ' T18285490 2093351-GHO-33VEN C8 Hip Girder 7 1 =Rfptionap bulmers Furst source, Plant Uty, I-L- 32bbb, 1.24U 5 Jul 14 ZU19 MI I elf Industries, Inc. Fn Vm 4 M,31:4V 2Ula rage T ID:rcJP0140c7YPehxeU_io6xzNgS4-KBB6iEBDkuarVaStnoeCAlmAopFFOeiFoxBzo5yW rfL 7-0-0 14.4-0 21-8-0 28-8-0 30-8-0 2-OO 7-0-0 7.4-0 ]-4-0 7-0-0 2-0.0 Scale=1:53.7 pA Special 643 = NAILED Special NAILED NAILED NAILED NAILED NAILED NAILED 6x8 = 3. 17 18 19 4 20 21 22 5 6.00112 U U II V L9 Ill II 3x8 i :10 23 24 25 9 26 NAILED NAILED NAILED Special 7x10 = NAILED NAILED 6 27 28 6 NAILED NAILED ST1.Sx8 Special 3x8 1 _- ) 7-0-0 14-40 1 21-8-0 I. 28 8 0 ' . .. T 1d Plate -Offsets (X,Y)-- [2:0-0-120-1-81 13:0-4-00-1-15] [5:0-4-00-1-15] [6:0-0-120-1-8] [9:0-5-00-4-8] - - - - -- LOADING (psf) SPACING- 2-0.0 c61. DEFL. in (loc) Udefl Ud '" PLATES- GRIP TCLL 20.0 Plate Grip DOL - 1.25 TC 0.93 Vert(L-) -0.19 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL - '1.25 BIG 0.79 Vert(CT) - -0.40 - 8-9 >846 240- ' BCLL 0.0 ' Rep Stress ]nor NO WB 0.83 - Horz(CT) 0.10 6 rl/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH -Wirld(LL) 0.23 9 >999 240 Weight: 1761b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD.. Structural wood sheathing directly applied. 3-5:2x68P No.2 BOTCHORD :Rigid ceiling directly applied or6-10-1 oc bracing.. BOTCHORD 2x6 SP No.2 WEBS 2x4 SPNo.3 _ OTHERS 2x4 SP No.3- REACTIONS. .(Ib/Size) 2=2243/0-8-0,6=_2243/0-8-0 Max Holz 2=73(LC 26) Max Uplift 2=-750(LC 8), 6=-750(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250;(Ib) or less except when shown. - TOP CHORD 2-3=-4040/1343, 3-4=-4957/1748, 4-5=-4957/1748, 5-6=-4041/1343 BOTCHORD 2-10=-114713482, 9-10=-1149/3462, 8-9=-1103/3462, 6-8=-1101/3482 WEBS . 3d0=0l700, 3-9=-658/1722, 4-9=-1072l721, 5-9=-659/1722; 5-a=0f700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Eli B; Encl., . GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. .. 4) All plates are 2x4 MT20 unless otherwise indicated., 5) This truss has been designed for a 10.0 psi 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 10016 uplift at joint(s) except Qt=lb), .. 2=750, 6=750. - - -- :: 8)'NAILED" indicates 3-1 Od (0.148'x3°) or3-12d (0.148"x325') toe -nails per NOS guidlines. 9) Hanger(s) or other confection deSice(s) shall be provided sufficient to support concentrated load(s) 2071b down and 244 lbup at - -7-0-0,.apd 2071ti down and 2441b up at-21-8-0 on top chord, and 301:1b down and 80 It, up at 7-0-0, and 301 Ib down and BO Ib up At 21--7_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 Ircrease=1.25 Uniform Loads (p[Q - . .. Vert: 1-3=+60, 3-5=-60, 5-7=-60, 2-6=-20 Thomas A Albani PE No.39380 MTek USA, lhc. FL Dart 6634 6904 Parka East Blvd. Tampa FL 33610_ Date:: October.4,2019 A WARNING -Vedfydeafgnperammessand REAd NOTES ON TNISAND INCLUDED MffEKBEFERANCEPAGEM674Mmre 1NDY1G15BEF08EUSE Design valid for use onlywith MOek®connectors. This desgn is based only upon parameters shown, and is fcr an Individual building component not - o leis system. Before use, the building designer must verify Me applicabilit}of design parameters and properly Incorporate this design Into the overall bulltlNgdesign, BrccingindicatedIstopreventbucklingofIndNltlualtrussweeand/or chord membemanly. Additional temporary and bracing - MtTek' permanent aalwaysrequlredforstobilliyand to prevent collapse with possible personal Injury and property damage. For general guidance regarding the _. - - - _ fobrlcollon: storage: delivery, erection and bracing of Maras and truss syrtems seeAr19Uatlr.M 1911 Quality Criteria. and BCSI Wldlirg Component Safely Informaffovrvallable from Truss Plate InitincM218 N. Lee Street, Suite 312. Alexandria, VA22314. ,.. 69o4 Parke test BNtl. Tampa, FL 236t0 - Job Thus Truss Type Oty Ply T18285490 2093351-GHO-33VEN C8 Hip Girder 1 1 Job Reference (optional) nunaers I-im source, FlamLny, FL- 32586, 8.240 a Jul 142019 MITek Industries, Inc. Fn Oct 4 08:31:202019 page 2 I D:rcJPO14Oc?YPehxeU_io6xzNgS4-KBB6iEBDkuarVaBtnoSCAlmAopFFOeiFoxBxoSyW rfL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-160(F) 5=-160(F) 10=-266(F)9=-51(F)4=-107(F)8=-266(F) 17=-1 07(F) 1 8=-1 07(F) 19=-107(F)20=107(F)21=-107(F) 22=-107(l 23=-51(F) 24= 51(F) 25— 51(F) 26=-51(F)27=-51(F) 28= 51(F) Job Truss Truss Type Oly Ply T18285497 209335143110-33VEN CJ1 Comer Jack- 11 1 Job Reference o tional rzuiy Muexmcusmes,mc. rnucc auo:oceuzula rages Scale =1:9,7 1 t-0-0 LOADING (Pat) SPACING- 2-D-0 - CSI. 'DEFL, in (loc)I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 2 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 8C . 0.01 Vert(CT) -0.00 2 >999 240 BCLL 0.6 ' Rep Stress [nor YES WB:: 0.00 Horz(CT) 0.00, 3 n1a n/a BCDL 10.0. Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "•' 240 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP N0.2 - OTHERS 2x4.SP No.3 80T CHORD:.fiigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=422/Mechanical, 2=315/0-8-0, 4=9/Mechanical Max Horz4=55(LC 12) " Max Uplift 3=-122(LC 1), 2=-126(LC 12)'- " Ma Gmv 3=69(LC 8), 2=315(LC 1), 4=18(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-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft;.Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and:dght exposed ;C-C for members and forces & MWFRS - for reamions shown; Lumber DOL=1.60 plate grip DOL=1.60 :. _ 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the Bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members.- 4) Refer togirder(s) for tmsstotmssconnections. .. _ 5) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) except at=lb) ... 3=122, 2=126. Job Truss Truss Type cry Ply T18285492 2093351-GHO-33VEN CJ2 Comer Jack 1 1 Job Reference (optional) swlaers rust source, ream Ulty, I-L- J2bbb, 8.240 s JUI 14 2019 Mn eK Industries, Inc, no Ucl 4 MJI:21 201B raga 1 ID:rcJP0140c?YPehxeU io6x NgS4-oOlUwaCrvgi7jm3LWfRizlZpCno7HwPI bxUKYyWrIK o-tao ' 0-10-0 Scale =1:7.6 3x4 = ST1.5xB STP= ato-o Plate Offsets (X,Y)— 11:0-0-0,0-1-11 - - - - - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(ILL) -0.00 1 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.011 Vert(CT) -0.00 1 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 1. "" 240 Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORDStructural wood sheathing directlyapplied or 0-10-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD :Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Ili 1=31/0.6-0, 2=23/Mechanical; 3=B/Mechanical Max Horz 1=26(LC 12) Max Uplift 2=-23(LC 12) Max Gray 1=31(LC 1), 2=23(LC 1), 3=15(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown.. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C FUdedor(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) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of. withstanding 100 lb uplift at joint(s) 2. Thomas A. Albani PE No.39380 MTek USA, Inc. FLCert B634 - 69114 Parke East Blvd. Tampa FL 33610 Oates October 4,269 Q WARNPIG- Vedrydeslgnparamerersantl REAONOrES ONMZMDWCLUDWMIrEKREFERANCEPAGEM6747amv. 1tlAaQafSHEFOREUSE Design valid for use only with MpekO collectors. This design b based only upon parameters mown, and Is for on individual building component, not 0 truss system. Before use, he building designer must verify the applicabllltyof design parameters and properly Incorporate this design Into the overall buildingdesign, BrocingIndicated Istopreventbuckling OLlntllvlducriweb and/or chord members only, Additional temporary and permanent bidding Is always required for stability and to preveofcolldpse with possible personal Inuryand propady damaga. F.orgeneml guidance regarding the fobrlcaHon. storage. delivey-erection and bracing of trusses and truss systems. seeANSVIPII Cuo�y CmrrM, DSBd9 ¢ntl BCSI Bu1tlNp Campon�nf - Sef'tlyN/o1m¢Ibmvoaoble tram Tnss Plate Institute, 218 N. Lee Street Suite 314 Alexdndrl¢VA P2314. ... i, Me[( - 6904 PeAe 33619Ntl. Tampa, FL 33610 Job Truss Truss Type Ory Ply T18285493 2093351-GHO-33VEN CJ3 Comer Jack 10 1 Job Reference (optional) ounoers rim Jource, rlamiAry, rL- azopb, C.L4U s Jul 14 Lum MI I en IDauslaes, Inc. rn UM 4 uaN 1:ZZ GU 10 rage I ID:rcJP0140c?YPehxeU_io6x NgS4-HaJt7wCTGWr21tLFuDAgFArbac6nk9YGFg1s_yWrfJ -2-0-0 3-0-0 2-0-0 3-0-0 Scale=1:14.7 a 3-0-0 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (lob) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.00 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 VerdCT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 . 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) 0.00 2 ••" 240 Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4iSP No.3 REACTIONS. (lb/size), 3=11/Mechanical, 2=316/0-8-0, 4=26/Mechaniaal Max Holz 2=95(LC12) Max Uplift 3=-31(LC 12), 2=-98(LC 12) Max Grav 3=19(LC 8), 2=316(LC 1), 4=52(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 last bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A. Alban! PE No.3938D " Will USA, Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL 33610, Date:. October 4,2019_ O WARNNG-VWydesignperameWm and READ NOTES ONMMANo INCLUDED MDEKREFE MCEPAGEM67473 rev. V1=2a,15 BEFORE USE M Design valld for use only with Be S) connectors. This d"gn Is based oply upon parameters shown, and Is for an hdNklucl buiidino component not o husssystem. Batare use, the building designer must verify me applicability of design parameters antl properly Incorporate this design Into Me overall bullding design. Bracing Indicated is to buckllpg of lricMdual huss web andlor chord members only. Addltloncl temporary and bracing prevent permanent _ 9 always require6 for stability to prevent collopse with possible personal Injury and property damage. Fo, general guidance regarding the busses fabrication, storage. delivery, erection and bracing of and truss, systems. seeANSUIQualityII Quality C19edo; DS5449 and SCSI Building Comaanent _MiTek'- 6904 Parke East rBlvd: Safety mformationavailoble from Tuns Rate Institute. N. Lea Sheet Suite 312 Alexandria VA 22314. - Tempa, 3ast D - Job Truss Truss Type Ply T76285494 2093351-GHO-33VEN CJS Comer Jack JQty 10 1 Job Reference (optional) amlaers rust bource, ream clry, rL-Je000, O.L4USJVI l4.ule MIICRIIIV Y.]IIICJ, 1..4. r .C.J.. ID:rC-JP0140c7YPehxeU_io6nNg54-HaJt7wCTG W r➢tLFuDAgFArbac32sk9YGFg1 s_yW rU 5-0.0 5-0-0 Scale =1:20.0 Plate Offsets(XY)-- 12:0-0-00-0-131 -- - - -- - LOADING (psQ SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.53 Vert(LL) -0.03 2-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(CT) -0.05, 2-4 >999 240 SCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-P Wind(LL) 0.00 2 •'•' 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=367/0-8-0, 4=46/Mechanical Max Horz 2=135(LC 12) .Max Uplift 3=-87(LC 12); 2=-97(LC .12) ,Max Gray 3=100(LC 1), 2=367(LC 1), 4=92(LC 3) FORCES. (lb) -Max. CompJMa u Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psft BCDL=5.Opsh h=15ft; Cat. Il; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C.Extedor(2)-2-0-14 to 3-11-2, Intedor(1) 3-11-2 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. - 3) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tall by2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. - - - Thomas A. Alban! PE No.39380 Mil USA, Inc. FL Cott 6834 6904 Parke East Blyd. Tampa FL 33610. _ - Date:i October 4,2019 Q WARNING-Ve Odtl gnparameWe.CREADNOTESONTNISANOWCLUOEOMITEKREFERANCEPAGEMLL74T ,. 10=015BEFORE USE - Design void for only,wHh kk% MReconnectors. This design is based only upon parameters shown, and is for On lndNidual building component, not a truss system. Before use, the building designer must verify the applicobllry of design parameters and properly Incorporate this design Into hie overall buildingdesign, Bracing Indicated is to buckling of individual truss web and/orchaN members only. Additional temporary and bracing �t 1, MiTeka prevent permanent Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the �. fobrication. storage. delivery, erection and bracing of trusses and truss systems seeANSVIPII Goal Criteria. DS349 and SCSI Will Component, 6904 Parka East Bhdl ' Safety ksfomrotbrimvoilabie from Truss plate Institute. 218 N. Lee Shoat. SOae 312- Mexontldo, VA 22314. - ... _ Tampa, FL- 33810 Job Truss Truss Type Dry Ply T78285495 2093351-GHO-33VEN D1 Common Girder 1 2 Job Reference (optional) ounaers mrst bource, ream uaW, rL-uzaoo, o.<aysaw r =e=, ID:rcJP0140c7YPehxeUJo6xzNgS4-ImtFLGD51pzOMlwSSwivnOOhcOL7b KiVvObPOyWrtI 2-0-0 0 3 17-1A 1to- -2-0.0-110 I 13&05 N 2x4 II d 1 4x6 II 4 xB 6.0012 33 I \\556� J 11 15 10 16 17 9 18 STP = Special 5x8 = 3.6 11 Bx10 = - 6x8 = Special Special Special Special LOADING (psQ SPACING- 2-0-0 CS'_ DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.15 9-10 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.30 9-10 >802 240 BCLL 0.0 ' Rep Stress [nor NO WE 0:84 Horz(CT) 0.08 7 n/a rda BCDL 10.0 Code FBC2017rTP12014 Matrix-SH Wind(LL) 0.15 10-11 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except• TOP CHORD 4-7:2x4 SP No.2 BOT CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 4-10:2x4 SP'No.2 OTHERS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=8440/078-0, 2=5525/0-8-0 Max Harz 2=11 O(LC 27) Max Uplift 7=-1939(LC 9), 2=-1533(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-10813/2951, 3-4=-8598/2296, 4-5=-8579/2286, 5-6_ 11317/2818, 6-7- 13500/3177 BOT CHORD 2-11=2590/9442, 10-11=-2590/9442, 9-10=-2412/10093, 8-9=-2717/11707, 7-8=-2717/11707' WEBS 3-11=-927/2922,3-10=-2677/9B9,4-10=-197017423,5-10=-3638/817,5-9=-735/3734, . 6-9=-1873/362, 6-8=-08O/2321 Scale = 1:43.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x6 6 7 la 19 B 20 1J 21 3xB II ST1.5xB'STP= Special Special 412 Special PLATES GRIP MT20 244/190 Weight: 259 lb FT=20% Structural wood sheathing directly applied. '.Rigid ceiling directly applied or 10-0-0 oc bracing., NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. . Webs connected as follows: 2x4 - 1 mw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opst h=15ft; Cart. l; Exp B; Encl., - .GCpl=0.18; MWFRS (envelope); cantilever leftand right 'exposed; Lumber DOL=1.60 plate gdp'DOL=1.60' _ - 5) This Imsshas been designed fora 10.0 psf bottom chord live Idad rronconcument with any other liveloads: _ ' 6)'.' This truss has keen designedloi a live load of 20.Opsf on the bottom chord in all areas where a rectangle 8-6-0 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 10D Ib uplift atjoiht(s) except at=lb) 7=1939, 2=1533. - - B) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 26731b down and 943 lb up at 7-1-8, 1362 lb down and 406 It, up at 9-0-12, 1362 lb down and 348lb up at 11-0-12, 1362 lb down and 324 Ito up at 13-0.12, 1362 lb down and 309 Ito up at 14-4-0, 1362 lb down and.251 It, up at 16-4-0, and 1362 lb down and 2701b up at 18-1-12, and 1365 lb . down and 285 Ito up at 20-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Alla ni PE No.39380 61Tek USA, the. FL Cart 66M $904 Parke East Blvd. Tampa FL 33610 Date:_ - • October 4,2019 -O WARNING-Vedtyddgn ParemetemwdREAONOMSONtNIMDNCLUDWMNEKREFERANCEPAGEMR74Mmr fa=0159EOREUSE De5lgn volId for use only with MRecUonnectors. fib desgn a bored Only upon parameters'nowp. antl is for an indivdual building component not eonlseaha �'• a Jruss system,B building tlesigner must verl(y the applicabllityof design parameters and properly Incorporate Mis design into the overall bullOing design. Bracing Indicated is toprevenf buckllOBot individual buss web antl/or chord members only. jWditionalfempomry and permanent bradng MiTek' - S always requlre0 for stabO4y ontl to prevenfcollapse wlin possible parsond ln7ury antl propeM tlamage. FarBeneral guidance regarding the - •• fobticotlon. sterage;delNery, erecaon antl bradng of musses antl muss systems, seeMSUIP11 Cued CM.do, g3E�9 and EC51lWdhp Camponmt ' O9o4 Parke East Blvd. . it of.. ff. ycvoYOble from Truss Rafe lnsfifute. 218 N. Lee Sheep Suite 312 AlexonCrlo. VA 22 1d. Tampa, FL 33610 Job Truss Truss Type City Ply T18265495 2093351-GHO-33VEN D1 Common Girder I 1 2 Job Reference o clonal ewwers risr source, nancury, rL azsos, o.ceu s ow i 'oae r_ ID:rcJP0140c7YPehxeU_io6nNg54-ImtFLGO51 pzQM1wSSW1vn0OhCDL7b_KiVvObPOyW rfl LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-60, 4-7=-60, 2-7= 20 Concentrated Loads (lb) Vert: 11=-2673(F) 15=-1362(F) 16— 1362(F) 17— 1362(F) 16=-1362(F) 19=-1362(F)20=-1362(F) 21= 1365(F) Q WARNING- Veriydeslgn parzmeMrs BndREAD NOTES ON THISAND MUDDED MREKBEFEHANCEPAGEM/N4M..1aDY1p15BEFOBEUSE Design valid for use only with Mi connectors. ThIs design Iis based only upon parameters shown snob for an Individual building component, not - a truss system. Before use, the bullding designer must verify the appllcabllBy of design parameters and properly Incorporate this design into the overall building design, Bracing indicated 0 to prevent buckling of individual Muss web and/or Chord members only, Additional temporary and permanent bracing Welk' Isalwoyvequlred for stablllly and to preventcollopse with possible personol Injury and properly damage. For general guidance regarding me fabricatlon storage. delivery, erection and bracing of trusses and Mssusystems; seeMSUIPI I GualM CMnlo, DS849 and BCSI luSdhp Component - _ eso4 Parke East Btid: Sabry lnlormolbrpvolloble from Truss Plate lnsili 218 N. Lee Street Suite 312. Alexandria, VA-22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T78285496 2093351-GHO-33VEN D2 Common 3 1 �Job!Fefensnce (optional) builders First Source, Plam Gdy, FL-32568, 6.24u s Jul 14 aulu MII ex Inauelnes, mc. rn i 4 uu:alzq zuia rage i ID:rcJP0140c?YPehxeU Io6xzNgS4-DyRdYcE1o75H_BVeOeD8KbwgcOZSKcnr Z98xtyWRH IbP12 -2-0 G91 ]-11-8 A$ iPSO 12.2-11 12-1P 2P1" 209 6-9.4 1-2-4 ]-1 1-311 1-&11 7-1 1-24 P&4 Scale=1:41.4 4z6 = 6 3x4z4 = 4 6 6.00 12 12 ] 3 16 7 19 16 B 2 N la d1 x i 11 10 9 B STP = 34 c ST1'.5xB STP 4x6 = 4z6 = 6.9-4 14.0.12 20.10-0 � 6-9-0 7-3-8 � .. 6.9-4 LOADING (pat) SPACING- 2-0-0 CS]. 'DEFL. in (too) 'Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Viii -0.36 9-11 >664 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.55 9-11 >442 240 BCLL 0.0 ' Rep Stress lncr YES WB 0.18 Horz(CT) 0.04 8 Na No BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.26 B-9 >945 240 Weight: 90 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 -Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. 2-10: 2x4 SP M 31 JOINTS 1 Brace at Jt(s): 12 WEBS 20 SP No.2 *Except' , 5-12: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=871/0-8-0, 2=1033/0-8-0 Max Hom 2=109(LC 12) Max Uplift 8=-131(LC 13). 2=-195(LC 12) Max Gmv 8=9912), 2=1125(LC 2) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1712/456, 3-4=-1350/510, 4-5=-153/404, 5-6= 133/410, 6-7=-1349/531, 7-8=-1707/486 BOT CHORD 2-11=-290/1399, 9-11=-290/1399, 8-9= 290/1399 WEBS 4-12= 18691748,6-12=-18691748,7-9=0/534, 3-11=0/542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124tri TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Ecp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) -2-0-14 to 3-11-2, Interior(l) 3-11-2 to 10-5-0, Exterior(2) 10-5-0 to 16-5-0. Interior(1) 16-5-0 to 20-6-0 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) All plates are 2x4 MT20 unless otherwise Indicated. - - 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads:.' 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottomchord and any other members. - 6) Ceiling dead load (5.0 psf) on meuber(s), 3-4, 6-7, 4.12, 6-12- 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) appliedonlyto room. 9-11' - 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjpint(s) except jjt=lb} . 8=131, 2=195. ' - - - . . .. _ . . 9} ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. _ - ThomasA.Albani PENo,38380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610. Date: - October 4,2019 Q WARNING. Vedlydeslgnpzrametchirm READ NOTES ON ssw-smORi .BED smEK REFERANCE PAGE 4e614m rev. 1003V2015 BEFORE USE Design valid for use only with M9eW connectors. This design Is based only upon parameters shawri antl Is for an IndrAdual building component, not ��• a buss system. Before use, the building designer must verify Me applacblllly of design parameters and properly Mcarporafe this tleslgn Into the overall . building design. Bracing Indicated is to preveni buckling of lndAcluol huss web andlor chord members only. Additional temporary and permanent bracing WOW is always required for stobYlry, and to prevent collapse with possible personal lnjury_ond property damage. For general 0gldance regarding Me - fobricallon. storage. deliaery, erection and bracing of trusses and hum systems,-seeANSI71P11 Gua1 COhM, DSB-99 and BCSI Buldbp Component 6904 Pence East Blvd: Tampa, FL SabW Infoanatbrxwaflable from Thus Rote Institute. 218 N. We Sheet, Sulte 312..Afexandria, VA 22914. .. 33610 Job Truss Truss Type Oty Ply T78265497 2093351-GHO-33VEN D3 Hip 1 1 Job Reference (optional) builders Plrst source, Plam Glty, f-L- 32566, 624U a JUI 14 ZUlU MI I eK lnaustnes, mc. Pn uct 4 u6:51:Z6 zula Page 1 ID:rcJP0140c?YPehxeU io6x NgS4-h9??myFMYOD7cL3gaLkNspT6Lq_032N_yDvhTJyWrfG -2-0-0 4-7-15 &0-0 L o 0 16.2-1 20-10-0 0 4-7-15 (- 4.4-1 240-0 i 4-al 4-7-15 Scale = 1:40.3 4x6 = 4x6 = 4 5 2x 0 ax4'= 4x6 - 3x4 = 4x6 _ Io 9-0-0 2.10-0 - 9.0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.15 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL '1.25 BC 0.69 Vert(CT) -0.32 7-8 >752 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(CT) 0.03 7 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(L-) 0.10 7-8 >999 240 Weight: 1001b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-9A oc puffins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or7-8-11 oc bracing. WEBS 2x4 SP No.3 OTHERS , 2x4 SP No.3 REACTIONS. (lb/size) 7 798/0-8-0, 2=960/0-8-0 Max Harz 2=99(LC 12) 'Max Uplift 7=-166(LC 13), 2=-230(LC 12) FORCES. (lb) - Max CompJMax Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1281l732, 3-4=-1029/570, 4-5=-868/571, 5-6=-1033/588, 6-7=-1301/742 BOT CHORD 2-10=-572/1061, 8-10=-295/668, 7-8=-559/1105 WEBS 3-10=-262/314,4-1D=-67/275, 5-8- 107/285, 6-8=-309/358 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=4.2pst BCDL=5.Opsf; h=1 Sit; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2)-2-0-14 to 3-11-2. Interior(1) 3-11-2 to 9-0-0. E terior(2).9-0-0to 20-6-0 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) This truss has been designedlor a 10.0 psf bottom chord live load nonconcurrem 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-M wide will fit between the bottom chord and any other members, with BCDL= 10.0psf: 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=166, 2=230. - - - 0 WARNING- Verltydeelgnperametere end HEAD NOTESONTN6ANDWCLUDW MREKNEFERANCEPAGEMII-T4M.. faUsAmiSBEFOFEUSE Design valid for use only with MneM connectors. ibis Oeg9n is based only upon parameters shown. and Is for on troh dual bulldlog component, no a n ss system. Before use. the buildina deslaner mutt verlfv the 000licabiltvof design oarameters and mocsorly Incoioorate thls design Into the over Thomas A Albani PE No,38380 MT& USA, Inc. FL Cert 6634 ll Parke East Blvd. Tampa FL 33610 Bate: Oi tnhar A 7n1 q WNW— 6904 Palle East Btvd. Tampa, FL 33610, if Y Job Truss Truss Type Oty Ply T18285498 2093351-GHO-33VEN D4 Hip Girder 1 1 Job Reference (optional) owlael5 Man Jource, rlam Uly, rL-Jzaoo, a.<vu s dw w cu ro ins en nluWnrcs, mc. r ray. , ID:rcJP0140c?YPehxeU io6=NgS4-9LZNzlG_JkL_DVeO73FcP00BiDKPoTg8BteF7lyWrtF -2.0"0 7-0-0 13.10.0 20-10-0 2g;I10 2-0-0 + 7-0.0 6-IG-0 I 7-0.0 F 2_6 A 2w d Special 6x8 = 3 Special NAILED NAILED ,NAILED 5x6 = 16 17 1B 4 3x8 2x4 It •....___ ....._ -.-- - - 3x4 = 3xB 1 / Special NAILED Special Scale = 1:43.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TIC 20.0 Plate Grip DOL 1.25 TC 0.90 Ve all-0.08 7-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.19 7-9 >999 240 BCLL 0.0. ' Rep Stress InNO WB 0.28 Horz(CT) 0.05 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.08 7-9 >999 240 Weight: 123 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-9 Go purims. 3.4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or.B-5-7 oc bracing. BOT CHORD 2x6 SP No.2 , WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3" REACTIONS. '.(lb/size) 2=1614/0-8-0, 5=1614/0-8-0 .Max Horz 2=-73(LC 25) Max Uplift 2=-558(LC 8), 5_ 558(LC 9) FORCES. (Its) - Max. CompJMaa. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2703/909, 3-4=-2282/862, 4-5=2705/909 BOT CHORD 2-9=-752/2301, 7-9=-754/2280, 5-7=-716/2303 WEBS 3-9=0/727, 4-7=Of729 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE'7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=42psf; BCDL=5.Opsf; h=15ff; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage toprevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11a) 2=558, 5=558. 7) 'NAILED' indicates 3-1Od (0.148'x3') or 3-12d (0.148'x3.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 207 Ib down and 244 lb, up at 7-0-0, and 207 lb down and 244 Ile up at 13-10-0 on top chote, and 301111 down and 80 Ib up at 7-0-0, and 30114 down and 80 lb up at 13-9-4,on bottom chord. The desigri/selection of such conrlectign device(s) is the responsibility of others... - 9) In the LOAD CASE(S) section, loads applied to the face of the truss are. noted aS'front (F) or back (B). - - LOAD CASE(S). Standard- 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - - Uniform Loads (plo - Vert: 1-3=-60, 3-4=-60, 4-6=-60, 2-5=-20 Concentrated Loads (lb) - Vert: 3=160(B) 4=-160(B) 8= 51(B) 9= 266(B) 7= 266(B) 16=-107(B).17=-107(B) 18=-107(B) 19_ 51(B) 20- 51(B) Thomas A Nbani PE No,39380 hItTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610. Dater October4,2019 .Q WARNING- Venfydeslgnpammetem end READ NOMSONTNLSANDWCLUDEDMUEKREPERANCEPAGEM6747a rev.1N0. ISDEFOREUSE peclgn valitl for only QM MTekel connectors. this design 4 based only upon parameters shown, and is for an lntlMdual builtling component. not ' - a two system, Before use, the building designer must verify Me applicability of design parameters antl properly Incorporate this tleslgn Into the overall bulltling design, Bracing lndlcated Is to buckling of individual tnus web and/or chord members only. Addlnond temporary and bmclog ��Y�1• MOW prevent permanent ' Is always required for stalonty and to prevent collplose with possible personal Injury and property damage. For general grAdonce regarding the. .' fabrlcatloh storage. delivery. erecaon and bracing of trusses and taus systems. seeANSVTPII CualEv Criteria. DfiBd9 and BC916u1dhp Component 6904 Parke East BNd: - Safety mformolbrlovailoblefrom TnOM splatelmne.218 N. tee street 3ulte312.Alexcnd,ku VA22314. - - Tampa, FL 336f0 " Job Truss Truss Type 4Qty - Ply T78285499 2093351-GHO-33VEN EJ1 Jack -Open 5 1 Job Reference (optional) uutiaers First 50urce, Plant Guy, FL- J2588, F 8.24U s Jul 142n19 Meek Induslnes, ma. rn Um 41I,:JI:Z/ ZUI9 rage n ID:rcJP0140c?YPehxeUjo6xzNgS4-dX7mAeGc42Tr DDhmmryEYUwdgSX_PHPXOoYCyWAE Scale =1:10.2 . 1-2-8 LOADING (pat) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft i PLATES GRIP TCLL - 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.00 2 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00" 2 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT). -0.00 3 nfa In BCDL 10.0. Code FBC20171TP12014 Matdx-P Wind(LL) . 0.00 2 "" 240 Weight: ll Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-2-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD. ` Rigid ceiling directly applied or 10-0-0 oc bracing., OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=-88/Mechanical, 2=296/0-8-0, 4=11/Mechanical .. Max Horz 2=59(LC; 12) Max Uplift 3=-88(LC 1), 2=-114(LC 12) Max Grav 3=55(LC 8), 2=296(LC 1), 4=23(LC 3) FORCES. (lb) Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. " NOTES- _ 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vascli 24nrl TCDL=4.20sf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C EMedor(2) zone; cantilever left ancidght exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord.live loatl nonconcument with any.other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all, areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .. . ' 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except at=lb) - 2=114. .. - - Thomas A. Albert PE No.38380 _ MiTek USA, Inc. FL Cert0834 _ 61 Parke East Blvd. Tampa FL 33610 Date:: .. Ontnhor d. 9n1 Q A WARNING -Ved/ydesrgnpaarnet M..d REAO NOTES ON THLSAND NCLUBEO MDEK REFERANCE PAGE M674PJrev. IoUV20156EFOREUSE Design valid for use only with M8eMtonneetors. This design Is based only upon parameters sFw6vm and Is for an Indyl l builtling component, not _ - a hussysfem. Before use, the building designer mustverify the appllcablllty, of aedgn parameters and properly Incorporate this design Into the overall building deslgn,.Brocing Indicated is to prevent buckling of Individual russ web andi chord members only. Additional temporary and pennonembmcing Isalwaysfequiredforstabllltyandtomoventcollopsewithposdblepersonalloluryandpropertytlamage. For general guidance regarding the .. fabrication:lneroge: delivery, erection and bracing of trusses and truss systems. seeANSt71P11 Cuoffity Criteria. DSB49 and SCSI Building Componmf Safety Nformalbrnvoiloble from Truss Fate Institute.218 N. Lee Street, Suite 312. Mexandtia, VA 22314, _ ... - pp Wek' - 6904 Parke East Bwd: Tampa,FL.33610 ,,, Job Truss - Truss Type jQty - Ply T78285500 2093351-GHO-33VEN EJ2 Jack -Open 2 1 Job Reference (optional) papers rust source, elan cry, rL- szbbn, 1 e.44U S JIL 14 LUta Ml l eK lnouslnes, mc. rn um 4 uo:.] r let zu i v rage r ID:rcJP0140c?YPehxeUjo6x NgS4-dX7mAeGc42TrreDDhmmryEYLudgxX_PHPXOoYCyWdE t-7-0 1-7-0 Scale =1:9.8 to 0 LOADING (pso SPACING- 2-0-0. CSI. DEFL, in (lop) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Ven(LL) -0.00 2 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Verl(CT) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00, 3 rda n/a BCDL 10.0 Code FBC2017/PPI2014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 - BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4.SP No.3 REACTIONS. fib/size) 3=435/Mechanical, 2=417/0-10-15, 4=-15/Mechanical Max Horz 2=81(LC '8) - Max Uplift 3=-135(LC 1), 2=-333(LC 8) . Max Grav 3=139(LC 8),2=417(LC 1), 4=30(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 fill or less except when shown. NOTES- 1) Wind: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psb BCDL=5.0psf; h=15d; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Corri zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 flat bottom chord live load nonconcunent with any other live loads. 3) ` 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.' 4) Refer to girder(s) for truss to truss connections. .. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 3=135, 2=333. Q WANNWG-Venlydesignpanrlete..dRE DN67 ONTHMANOlNCLUOFOMREKFEFERANCEVAGEMIP74"mv.lalrffi015BEFOBEll ' Design valid for use only with MltekG connectors. This design based only upon parameters shown, and is for an individual building ccmponentnot _ ��• a truss system. Before use; the bu0ding designer must verify the applicability of design parameters and property inddmorote this design Into the overall . buildingdesign. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only. Atldlllonal temporcrypnd permanent bracing _ - Wel( .. Is alwaysfequired for stability and to prevent collapse wm possible personal inlury and property damage. For general gultlance reggrtlipg the .. . fobriootion, sMrogeaelNery, erection and bracing of busses and buss systems seeANSViPII Ouoffy CrMdo, DSB-59 and BCSI Balding Component �. ' 6904 PaAe tail Blvd: Safety tnformationovoicille from Russ plate Insfitute.218 N. Lee Street. Suite 312, Alexandrl¢ VA 22314. "' ... Tampa,.F433610 Job Truss Truss Type - - Oty Ply TIB285501 2093351-GHO-33VEN E,13 Monopitch 5 1 Job Reference (optional) builders First Source, Plant City, FL-32566, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fn Car 4 08:31:28 2019 Page 0 3 Scale =1:12.6 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.00 2 >999 360 MT20 2441190 TCDL 10.01 Lumber DOL 1.25 BC 0.03 Vert(CT) . -0.00 2 >999 240. BCLL 0.0Rep Stress ]nor YES WB.0.00 Horz(CT) 0.00 n/a n/a.. BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 240 Weight: 16 lb FT=20% LUMBER- _ BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 2-2-0 do purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPNo.3 - REACTIONS. (lb/size) 4=-36/0-3-8, 2=315/0-8,0 . Max Hom 2=76(LC 12) Max Uplift 4=-36(LC 1), 2= 109(LC 12) -Max Gray 4=48(LC 8), 2=315(LC 1) 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 gusi) Vasd=124mph; TCDL=4:2psf; BCDL=5.OpsQ h=15ft; Cat. 11; Exp B; Encl., .. GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposea'C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other: members. - - 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except at=lb) 2=109. - Q WARNW6-Ver/fydesenPmmetersan4REAONOTES ON THISANOWCLUOEON/ KREFERANCEPAGEUX74T3rev. 101114?015BEFORE USE _ Design valid for use only with MRekna cannedors.IDis design Is bbsetlbnly upon parameters shown: and is for an lntllyjdual buOdNg component not _ 11' -' � ;a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bullding design. BrQdng indicated is to prevent buckling ofindividuol truss web antl/or chord members only. Additional temporcryand permanent bracing MiTek' - isalways required for stabOByand toprevent collapse with possible personal Injury and property damage. For general guidance regarding Me, ., fabrication: storage; dellvery, erection and bracing of busses and truss systems, seeANSUIPI1 C461My Criteria. DSB49 and BCBI Buldlirg Component 6eo4 Parke East Blvd: _ Safety informationavallable from Truss Plate Institute. 219 N. Lee Street Su 1a 312 Alexcndrla, VA 22314, Tampa, FIL 33610 .. Job Time Trass Type Oty T18285502 2093351-GHO-33VEN EJ7 Jack -Open 32 1 Job Reference (optional) lauJders First Source, Plant City, FL-32566, 8.240 s Jul 142019 MiTek Industries, Inc. Fn Oct 4 05:31:282019 Page 1 ID:rcJP0140c2YPehxeU_io6nNgS4-5kg8C_HErLbiTooPFUH4UR5a3135GReReB7M4eyW rfD Scale =.1:25.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL '1.25 TC 0.72 Ven(LL) -0.08— 2-4 >962 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 'BC ' 0.48 Vert(CT) -0.18. 2-4 >437 240- BCLL 0.0 Rep Stress Incr YES WB 0.00 _ Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 - Matrix-SH Wind(LL) 0.09 2-4 >854 240 Weight: 29lb FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 - TOP CHORD- Structural wood sheathing directly applied or 6-0-0 do pudins. BOT CHORD 2x4.SP N0.2 BOT CHORD Rigid ceiling directly applied or10-0-0 oc bracing.. OTHERS 2x4 SP No 3 REACTIONS. (lb/size) 3=167/Mechanical, 2=435/0-8-0; 4=71/Mechanical - Max Horz 2=176(LC 12) Max Uplift 3= 118(LC 12),'2=-103(LC 12) - Max Grav 3=167(LC 1), 2=435(LC 1).4=121(LC 3) - FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 Qb) or less except when shown. NOTES- .. 1) Wind: ASCE7-10;'Vult=160mph (3•second gust) Vasd=124mph; TCD�4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., " _. .. .. GCpi=0.18; MWFRS (envelope) and C-C.EMenor(2)-2-0-14 to 3-11-2, Interior(l) 3-11-2 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 = 2) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 3) • This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ 4) Refer to girder(s) for Wss, to truss connections:: 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 3=118,2=103. - - Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Celt 9634 6904 Parke East Blvd. Tampa FL 33610. Date: '. October 4,2019 -,Q WARNOlG-Verhy Eealgnparameters and READNDTESDNMMANDWCLUDEDM?EKREFERANCEPAGEMIP74"a a 101lY1015aEMAIE USE - resign valid for use only with Mirek® connectors. *a design is based only upon parameters shown, and is for an Individual building component, not " atmss system. Before use: the building designer must verify the applicability of design parameters and propery incorporate this design Into the overall' building design. Bracing indicated h to prevent buckling of Individual}russ web and/or chord members day. Additional temporary and permanent bracing TA ' M!Tek� ..,,.- Is always required for stability and to prevent collapse with posble personal Injury and property damage. For general guidance regarding the .. fabrication, storage. delivery, erection and bracing of trusses and huss systems: seeANSVMll OuORv CmnW; DSB-89 and BCBI Buldtg Component ' ' ' Wooly InformaBonavoilable from Truss Plot. Institute, 218 N.Yee Sheet. Suite 312, Alevorr io, VA 22314. _ - .. 6904 Parke East Blvd. _ Tampa, FL 33610 . Job Truss Oty Ply T78285503 2093351-GHO-33VEN EJ9 �Trusa;Type Jack -Open Girder 1 1 Job Reference (Optional) uuncers rust source, ream ury, rL- aeabb, b.49a 5 Jul 14 Is . .1, ., I INY]IIIC....... .rl VLI 2 1 3x4 = .- II scale =1:25.7 1-11-0 '.0-10-0 5-1-0 LOADING (pso SPACING- 2-0-0 CSI. :DEFL. in (too) Vdefl. L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.21 6-7 >425 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 VerI CT) -0.34 6-7 >260 180 SCLL 0.0 ' Rep Stress their NO WE 0.05 Horz(CT) -0.00 . 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 35lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmcturalwood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=156/1viechanical, 2=40910-8-0, 6=87/Mechaniml Max Horz 2=176(LC 8) Max Uplift 5=-106(LC 8), 2=-114(LC 8), 6=-1(LC 8) - Max Grav 5=159(LC 1), 2=409(LC 1), 6=121(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL--5.Opsf; h=151t; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right eirposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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) 6 except jt=lb) 5=106, 2=114. 8) 'NAILED' indicates 3-1 Od (0.148"x3') or 2-12d (0. 1 48'x3.25") toe -nails per NDS guidlines. 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 (pl() -- • • - Vert: 1-3460, 3A=-60, 4-5=-60; 2-6=-20 - - ConcentratedLoads (lb): - - -- Thomas A Alban! PE No.38388 MTek USA, Inc. FL Cert 6634 - 8904 Parke East Blvd. Tampa FL 33510, Date: October 4,7019 QWANNNG-VoWdealgnparemefemand REDNOTES ON MMANONCLUOEOMr KNEFERANCEPAGEMM174".V. iV=v1$IUT0NE USE Deslgnvalid for use ony wile MReaS connectors, Ms design a based only upon parameters shown, and Is for on hdNidual building component. not ' - - a muss system. Before use, thebuiding designer must Verify the applicability of design parameters antl properly Incorporate this design Into the overall design. Bracing Indicated is to buckling of Individual muss web members only. Additional temporary and bracing - MOW . .bullding prevent and/cr chord permanent ' Is always required for stability and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the 6904 Palle East elvtl. fobticollon, storage; delivery, erection and bracing offrusses and musssystems. seeANSVIPI1 GuelBVCrBedo.D$B-09 and BC51 Building Component fidety lnfermatbrvavallable from Truss Rate Institute. 218 N. Leo street, S09312, Alexandria. VA 223314. - Tam pe . FL 33610 , Job Truss Truss Type Oty Ply T78285504 2093351-GHO-33VEN EJ71 Jack -Open 7 1 Job Reference (optional) sluices rinal bourne, vim Ulty, rL-aaadb, b.14usaw 14 Zulu miiex muu>urcs, wc.'uv"uyo, ID:rcJP0140c?YPehxeU_io6l NgS4-ZwEWbJlscQZ5yNbpBoJIfeo9RN4?uuatnvc4yWrIC -2-0-o 2-2.0 7-0-0 i 2-0-0 I 2M02 4-10.0 - - Scale=1:25.8 d LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TC 0.57 Ven(LL) -0.08 3-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Ven(CT) -0.19 3-5 >428 240 RCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.12 5 Na Na BCDL 10.0 Code FBC2017rTP12014 Matrix-R Wind(LL) 0.19 3-5. >415 240 Weight: 31 lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 6-0-0 oc Purlins. BOT CHORD 2x4 SP No.2 *Except* - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 4=153/Mechanical, 2=43510-8-0, 5=85/Mechanical Max Ho¢ 2=176(LC 12) .Max Uplift 4=-98(LC 12), 2=-103(LC 12), 5=-4(LC 12) .. Max Gray, 4=153(LC 1), 2=435(LC 1), 5=115(LC 3) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE?-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat.il, Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-14 to 3-11-2, Intedor(1) 3-11-2 to 6-114 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 4, 5 except 61=1b) 2=103. Thomas A.Albanl PE No.39380 ' MTek USA, Inc. FL Cer16634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019' A WARNING-Vedfydesignpammeteaend READNOTESONTN/SANDWCLUDWD KREFERANCEPAGEM674nJ v. 1�01513EFORE'USE Design valid for.uso only with MTek® connectors. This design s based only updnparometers shown and Is for an Individual building component, not o truss system. Before use. the buildNb designer must verify me oppllcablliy of design parameters and properly lncorporatathls design Into the overall 'building design. Bracing Indicated is to prevent buckling of individual bus web andforchord members only. Additional temporary and permanent bracing..' _ 'Mew - Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabticatlon, storage, del"w. erectlon and bracing of buses and t systems.aeeANSVIPII CaaI CMorlo; D46d9 and BC51 Bultlhp Component fiSO4 Parke East BNd. Safety lnformalbrxrvoilable from-Tniss Plate Insatute,218 N. tee Skeet. Suite 313. Nexonddo, VA 22314. - - - Tampa, FL 33610 Job Truss Truss Type - Cry - Ply T78285505 2093351-GHO-33VEN EJ72 Jack -Open 2 1 Job Reference (optional) builders First Source, Plant City, FL-32566, 3x4 i ST1.5x8 STP= 8.240 s Jul 14'2019 MiTek Industnes, Inc. Fn Oct 408:31:29 2019 Page 1 ID:rcJP0140c71'PehxeU_i06x NgS4-ZwEWhJlscQZ5yNbpBoJlfekORMk7uuatrtvc4yWrfC Scale=1:25.5 3 w In r l-- 11' j- 'V_ I -01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) -0.08 1-3 >962 360 MT20 244/190 TCDL 10.0. Lumber DOL 1.25 'BC '0.64 Vert(CT) -0.20, 1-3 >395 240 BCLL 0.0. ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matnx-SH 'Wind(LL) 0.14 1-3 >560 240 Weight: 22lb FT=20% LUMBER- 'BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directlyapplied or 5-4-1.1oc pudins. BOT CHORD 2A:SP N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.:. REACTIONS. (lb/size) 1=264/0-8-0, 2=179/Mechanical, 3=85/Mechanical ' Max Horn 1=147(LC 12) .' Max Uplift 1=-33(LC 12), 2=-124(LC 12) Max Grav 1=264(LC 1),.2=179(LC 1), 3=125(LC 3) - FORCES. (Ili) -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=4.2psf; BCDL=5.Opst h=15ft; Cat. 11; Exp B; Enot., GCpi=0.18; MW FRS (envelope) and C-C Extedcr(2) 0-4-0 to 6-4-0, Intedor(1) 6-4-0 to 6-11-4 zone; cantilever left and right exposed - ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . - 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 270-0 wide " will fit between the bottom chord and any other members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except jt=lb). 2=124: _ Thomas A Alban] PE No;39380 . • _ MTek USA, Ino. FL Cod 6634 .. 6%4 Parke East Blvd. Tampa FL 33610' - - _ Date:... October4,2019 Job Truss - Truss Type ply T18285506 2093351-GHO-33VEN EJ91, Jack -Open 1Q'y 1 1 Job Reference (optional) owmers I. source, rram ary, rL- azsss, sou l4'Lui v mu erc mausmes, Inc. rn UM 4 aO:0 nJ l eV IV rege l O 2 1 3x4 = u. u Scale=1:25.7 LOADING PSI)SPACING- 2-0-0 CSI. DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.66 Ve t LL) -0.16 8 >548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Veh(CT) -0.35 8 >252 240 BCLL 0.0 ' Rep Stress Incr . . YES WS 0.10 Horz(CT) 0.03: 5 n/a rda, BCDL 10,0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) , 0.29 8 >305 240 Weight: 38 lb FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP N1.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4: 2x4 SP No.3 BOT CHORD: Rigid ceiling directly applied or 9-0-15 oc bracing. BOT CHORD: 2x4.SP N0.2 WEBS 2x4 SP N0.3 OTHERS 2x4 SPNo.3 REACTIONS. (lb/size) 5=158/Mechanical, 2=465/0-8-0, 6=116/Mechanical Max Hoa 2=176(LC 12) .Max Uplift 5=-87(LC 12), 2= 116(LC 12), 6=-21(LC 12) Max Grav 5=158(LC 1), 2=465(LC 1), 6=124(LC 3) FORCES. (lb) - Max. CompJMak: Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8--312/345 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=4.2psf; BCDL=5:Opsf; h=15ft; Cat. II; E>m B; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2)-2-0-14 to 4-9-0, Interior(1) 4-9-0 to 7-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 . 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by 2-070 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 ethers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except at=lb) 2=116. Job Truss Type T78285507 2093351-GHO-33VEN �EJ92 Jack -Open �Q'y 1 �P' =Ref.,. ) ou iaers virsi bource, rlantA Illy, rL- azbbu, 8.24U S Jul 14 [ale ID:rW P0140c?YPehxeU_io6xzNgS4--V 3x4 = v l 5-11-0 8-9.00- L101.1.n.0 cl1.n .. ... n.m� rn vm 4uo:4 roz zu le rage I Scala =1:25.9 Elate sets -0-0 0-0-13 - LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) -0.11 2-8 >806 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Verl(CT) -0.27 2-8 >332 240 - . BCLL 0.0 Rep Stress lncr YES WB 0.18 Horz(CT) 0.04 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.21 2-8 >428 240 Weight: 41 lb FT=20%_ LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 `Except` TOP CHORD. Structural wood sheathing directly applied or 6-0-0 Oc pudins. 3-4i 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 _ - WEBS 2x4 SP No.3 - _- OTHERS 2x4 SP No.3 REACTIONS.'.(lb/size) 5=262/Mechanical,.2=465/0-8-0,6=12/Mechanical .Max Horz 2=176(LC 12) Max Uplift 5=-108(LC 12), 2= 116(LC 12), 6=-10(LC 8) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. . . WEBS 3-8=-480/567,4-7=-478/541 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Volt=160mph:(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl.;:, GCpi=0.18; MWFFIS (envelope) and C-C Extedor(2)-2-0-14 to 3-11-2, Intedar(1) 3-11-2 to 5-11-0, Extedor(2) 5-11-0 to 6-9-0, Intedor(1) 6-9-0 to 7-9-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. - . - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 6 except Ot=lb) 5=108, 2=116. - - - Thomas A. Albert PE No;39380 61iTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610. Date:( .. - October 4,2619 . QWARNIN6-Ver/Iydes19nparemeters..dR AO NOTES ON THISANDINCLUOEO MREKFETERANCEPAGEMOV473nnr.1M 015BEFONE USE Desgn valid for use only.wim Mpek®connectorsAhis design Is based only upon parameters shown, and Is for an Individual building component, not - . a:fasss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design,.Brocing Indicated is to prevent buckling of Individual muss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek- .I always required for stablily and to prevent collapse wim possble personal inlury and property damage. For general guldonce regarding the .: . fabrication: storage: delivery, creators and bracing of musses and truss systems. SeeANSUIPII Quality Criteria, DSB-59 antl SCSI Balding Component:- "' 69" Parke East Blvd: Sabty Infermalbrrnallable from Truss Plate Instituta 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. .. .. Tampa, FL 33610 - - Job Truss Truss Type Ply raY T18285508 2093351-GHO-33VEN EJ93 Jack -Open 2 1 FJobRf,,,caCopt,onal ummers mrst source, Plant Uty, 1-1-- a2EbB, UZAIUSJU114 LU lU MI I eK I11UUi... C5, 1UV. 111 V11 YV..J I.JC.V.V 2 46 = A Scale < 1:2B.2 LOADING (psf) :SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(ILL) -0.13 2-4 >674 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.66 Vert(CT) -0.30 2-4 >299 240 BCLL 0.0 ' Rep Stress Incr :.YES WB 0.00 Horz(CT) -0.00, 3 n/a n/a BCDL 10.0. Code FBC2017frP12014 .Matrix-SH Wind(LL) 0.17 2-4 >515 240 Weight: 33 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size)' 3=191/Mechanical,2=465/0-8-0,4=83IMechanical Max Horz 2=193(LC 12) . Max Uplift 3=-133(LC 12). 2=-107(LC 12) Max Gmv 3=191(LC 1).2=465(LC 1), 4=137(LC 3) FORCES. (lb) - Max. CompJMaxc Ten. -All forces 250 (lb) or less except when shown. NOTES-' 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsk h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-14 to 3-11-2, Intedor(1) 3-11-2 to 7-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ' 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except Qt=lb) 3=133, 2=107. Thomas A. Mani PE No.39380 MiiTek USA, the. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: -- October 4,2019 Job Truss Truss Type city Ply T78285509 2093351-GHO-33VEN G1 Roof Special Girder 1 2 Joti Reference p tional Builders First Source, Plant City, FL- 32566, 8.240 s Jul 142019 Mil Industries, Inc. Fri Oct 4 08:31:33 2019 Page 1 ID:rcJP0140c7YPehxeU_io6xzNgS4-ShU1 RhWguD77ZhN2ltFBVoYy2hSXTGAOSr7lryW d8 94a -2-00 4b0 J-1L0 8.1" 128-9 158 1J-0e8 2-0-0 { 4so 35-0 lo-tl-8l+ 349 -' 2315 29a 35-0 51e It 3x6 = 2x4 II - axe = 3x4 = ° O - 12xl4 = ST1.5xB STP= Special Special Special Special Special 61 - 9-0 4dO 7-11-0 B 11O 12a9 1500 1J-1ee ciao l 3se 10-11a1� I 3 9 zals l z-s-e o-so Scale=1:48.8 Plate Offsets (X Y)- [4'0-5-8 0-3-12] V:0-2-4 0-2-8] [9.0-4-0 0-4-0], [13'0-4-0 0-4-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deb Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.26 Ver(LL) -0.08 13 >999 360 MT20 .244/190 TOOL 10.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.15 13 >999 240 MT20HS 187/143 BOLL 0.0 ' Rep Stress Incr NO WB 1.00 Hom(CT) 0.64 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Wind(LL) 0.09 13 >999 240 Weight: 323 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except' TOP CHORD. 4-5: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* 8-9:2x8 SP 240OF2:0E OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=3305/0-8-0, 9=4512/0-8-0 Max Harz 2=291(LC 8) Max Uplift 2=-1055(LC 8), 9=-1434(LC 8) FORCES. (Ito) -Max. CompJMax. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-6046/1902, 3A=-6026/1965, 4-5_ 5279/1739, 5E=-3362/1053, 6-7=-3346/1l l7 BOT CHORD 2-14=-1866/5225, 13-14=-1866/5225, 12-13=-1712/4926, 10-12=-1754/5083, 9-10=-444/1347 WEBS 5-12=-452/78, 5-10=-3408/1239, 3-13=317/349, 4-13=-840/2274,4-12=-461/1682, 7-10=-1751/5251, 7-9=-378711263 Structural wood sheathing directly applied or 5-0-3.oc pudins, .except end ver4cals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with IOd (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 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 root live loads have been considered for this design. - '4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cal. 11; Fx9 B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right. exposed ,Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. - - 6) All.plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for 10.0 lost bottom chord live load nonconeurrent.with any other live loads.'' 8) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas whefe 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 It, uplift at joint(s) except Ot=lb) 2=1055,9=1434. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2525 lb down and 962 It, up at 7-11-8, 1058 lb down and 333 lb up at 9-10-12, 9781b Down and 310Ib up at 11-10-12, and8891b down and 2871b up al 13-10-12, and 8841b down and 2421b up at 15-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Thomas A. Albani PE No.39381) fill USA, lee. FL Carl 66H 6904 Parke East Blvd. Tampa FL 33618 Date: October 4,2019 -pWARNWG-Vedfydes/gnpaaaeteaandREADNOTESONTH/SANDINCLU➢EDMFIEKREFERANCEPAGEMAJ4Vre.UYA 15BEFOREUSE Design valid for use only with M6eM connectors. 7hIs tleslgn Is bored only upon parameters shown. and Is for an hd vidual building component, not - - fail. a truss system. Before use, the building designer must verify Me oppllcabllity at design parameters and properly Incorporate this design Into the overall burning tleslgn. Bracing lndlcated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing, ' MiTek' Is always required for stobtlity, and to prevent collapse wlth possible personal hjury and property damage. For general guldonce regarding the fabrication. storage. delivery, erection and bracing of trusses and truss Systems, seeANSIMI I Quo Criteria, DSO-09 and BCSI Building Component N. Street - 69" Parke East Blvd;Safety Tampa. FL 33610 lnformaf navoiicble from Toss Plate lnstltuto.218 We Suite 312 Alexontlrlo, VA 22914, Job Truss Truss Type Oily Ply T78285509 2093351-GHO-33VEN G1 Roof Special Girder 1 2 Job Reference (optional pullaers mrst source, Plant Ajy, FL- 32bbb, LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=125, Plate Increase=125 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7-8=E0, 2-9=-20, Concentrated Loads (lb) Vert: 13=-2525(B) 18=-1058(B) 19=-978(B) 20=-882(B) 21=-854(B) b.Z9u s Jul 144a l U mu e6 mausmes, inc. r - ruyee I D:rcJPO14Oc?YPehxeU_ia6xzNgS4-wu2Pel M?RBLSB)FZbkOUkiLjiS1 hgwW JO6ag1IyW rf7 O WARNING. Va4fydesigaParametersand READ NOTES ON TNISANDINCLUDEONR REFERANCEFAGEMI47RJrev. 1tVAY1015BEFOREUSE _ Design valid for use only with MTek®connectors. This design is based only upon parameters shown, and is for on Individual building component not ��• — A truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this tleslgn Into the overall building design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members only. Addiflonai temporcry and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Njury and property damage, For general guidance regarding me fobricoflon. storage: delivery, erection and bracing of trusses and truss systems, seeANSI/IPH CuaVN Wells. OEM9 said Dal luldNp Component s9o4 Page East Bhd: Safely blformationcvcllcbiehom Truss Plate Institute,218 N. Lee Sheep Suite 312. Alexandria VA 22314. - Tam a, FL 33810 p , Job Truss Truss Type -7 Dty Ply T78285510 2093351-GH0.33VEN G2 Roof Special 2 1 Jab Reference (optional) builders hIrst JDIKOB. Plant Uty, FL-J2bbti, a.z4u a Jul 4 zu r e mn ex mausmes, ma. rn ua »ao:aia»cu iv rays, ID:rcJP0140c?YPehxeUJo6xzNgS4-wu2Pe1 M?RBLsBjFZbkOUkiLctS38gOkJOeaglly W rf7 -2-0.0 4-7-7 841-0 9 4 15-0-8 17-10.0 2.0-0 4-7-7 4-3-9 0-5- 5-8-8 2-9-8 4x6 = 5 Scale =1:52.1 46 = 2x4 11 oxa 3xB = ST1.5xB STP = 2x4 II 3x6 11 8-11-0 9 150-8 1740.0 8.11.0.. 0-5- 5-N 2-9.8 Plate Offsets(XY)- f3:0-10-0Edgel -- - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.76 Vert(LL) -0.12 2-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.29 2-11 >724 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.60 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.14 2-11 >999 240 Weight: 122 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-9-3 cc pudins, 1-3:2x4 SP No.1, 3-4: 2x6 SP No.2 '.except end verticals. BOT CHORD 2x4 SP No.2 - BOT CHORD Rigid ceiling directly applied or 7-3-8 or: bracing. WEBS 2x4 SP No.3 *Except, 6-7: 2x6 SP No.2 OTHERS 2x4 SP No.3 WEDGE _ Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=845/0-8-0, 7=681/0-8-0 Max Horz 2=291(LC 12) Max Uplift 2=-203(LC 12), 7= 202(LC 12) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3- 944/340, 3-4= 712/399, 4-5=327/161,.5-6=-267/192, 6-7=-6621447 BOT CHORD 2-11=-519/724, 10-11=-520/716, 8-10=-5191713 WEBS 3-11=0/403, 6-8=-345/547,4-8=-624/478 NOTES- 1) Unbalanced roof live loads have been considered for this tlesign. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-14 to3-11-2, Interior(l) 3-11-2 to 8-11-0, Exterior(2) B-11-0 to9-4:0, Interior(1) 9-4-0to 15-0-8, Exterior(2) 15-0-8 to 17-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5)-This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6:Ofall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) ofTnNss to bearing plate capable of, withstanding.1001b, uplift at joirit(s)except at=lb) 2=203, 7=202. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610. Date; October 4,2019 -AwARN,NG-VeWdesrgnparzmetersendREAD NOTES ON TMSANDINCLUDED MNTEKREFERANCEPAGEW74Aenv- 1dT3R015BEFORE USE . Design valid for use only with MBek® connectors: This design Is based only upon parameters shown, and Is for an Individual building component, not ,• - ... a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -MtTek' Is always required for stability and to prevent collapse with possible personal hjury and propeM damage. For general guidance regarding the .. - fabrlcaton;storage. delivery. erection and bracing of trusses and truss systems, seeAN5VIP11 Quality Clifford. D3349 alid 6CSI bu1tl„p Component '' 69M Parke East Bind. Tampa,FL 33610, Safety lnformotbr(avolloble from Taus Plots lmnMe,218 N. We Street Suite 31Z Alexanddo. VA 22314. Job Truss Truss Type Oty Ply }I T18285511 2093351-GHO-33VEN G3 GABLE 1 1 Job Reference (optional) ou,wers rUm source, Vials ury, rL- Jz000, 5.24U a Jul 14 ZUIa MI I eK In.. rn V. 4U6:JI:J-J LUIe Yage 1 N 0 TOP CHORD MUST BE BRACED BY 4x6 ROOF DIAPHRAGM, OR PROPERLY CONNECTED 10 4x6 = 5xB = 14 ST1.5xB STP = 3x8 11 Scale=1:47.2 Plate Offsets (X Y)-- rl5:0-1-9 Edger [16:0-4-0 0-3-0] - - - - - - - LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (foe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO . 0.53 Vert(LL) -0.10 15-16 >999 360 MT20 .2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(CT). -0.23:15-16 >915 240 BCLL 0.0 ' Rep Stress [nor YES WE 0.19 Horz(CT) 0.0215 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-SH Wind(LL) 0.04 15-16 >999 240 Weight: 131 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* - TOP CHORD. Structural wood sheathing directly applied or 5-7-3.oc pudins. 5-10:2x4 SP M 31 BOT CHORD_ Rigid ceiling directly applied or 7-5-8 oc bracing." BOT CHORD 2x4 SP No.2 - JOINTS 1 Brace at Jft 9, 11 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 15=683/0-8=0, 2=850/0-8-0 Max Horz 2=290(LC 12) Max Uplift 15= 200(LC 12), 2=-205(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -AII forces 250,(lb) or less except when shown. TOP CHORD 2-3=-1072/362, 3-4=-823/270, 4-5=-719/294, 5-6=-744/396, 6-9=-770/426, " 9-1 1=-1 0521673, 11-12=-1088/688,12-15=-1075f734 BOTCHORD 2-16=-546/877,15-16=-614/971 - WEBS 4-16=.126/488,.9-16=336/278 NOTES- 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-t0;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opst h=15tt; Cat.:ll; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2)-2-0-14 to 3-11-2, Interior(1) 3-11-2 to 15-0-8, Extefior(2) 8-11-0 to 9-4-0, Interior(1) 15-0-8 to 17-8.4 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer asperANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated.- .. . 5) Gable studs spaced at 2-0-0 oc. " 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been.designed for a live load of 20.0psf on the bottom chord in all. areas where a rectangle 3-6-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (byothers) of tnlss to bearing plarecapable of withstanding 1001b uplitt.at joint(s) except Qt=lb); 9).Graphical pudin representation does not depict the size or the orientation of the pudin'along the top and/or bottom'chord_ Thomas A. Albani PE No,39380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610. Date: _ October 4,2019 O WARNING- VerHydesign paramefersanCRE40 NOTES ON THIS AND INCLUDED M?EKREFERANCEPAGEMIP7473rev. 1W03,20156EFORE USE 'Design valid for use only with MneW conoecton. ibis design is based only upon parameters shown, and is for on Individual building component. not a Muss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall bulltlingdeslgn, Bracing Indicated is to prevent buckling of indkiduartaw web antl/or chord members only. Additional temporary- antl permanent bracing ppA� IYItTQk•' Is alwoys,mqulred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the ._ ' fabrication: storage: delNery, erection and bracing of trusses and truss systemsseeANSU1Pll CuolBy Criteria, DSB-59 antl BCSI Building Component: 6904 Parke East 81W. Safety Informa9ovo0oble anfrom Tress Plate Institute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Ory Ply ' T18285512 2093351-GHO.33VEN G4 Common 7 1. - Job Reference (optional) Builders First Source, Plant City, FL- 32566, N 2. 14 2019 MiTek Industries, Inc. Fn UM 4 08:31:36 2019 Page i xzNgS4-sG993jNFzp1ba01 Pp90yp7Qx3Fl5B1 DcUO3nMAyWrf5 4.6 = 3 46 = axa - 4x6 = Scale=1:37.8 A II jfO " 8-11-0 - 17-10-0 8-11-0 8-11-0 Plate Offsets (X Y)-- I6:0-4.0 03-01 "LOADING (psQ .SPACING- 2-0-0 CSI. DEFL, in (too) Well Ud PLATES GRIP . . TCLL 20.0 Plate Grip DOL '1.25 TC," 0:78 Vert(L-) -0.11 2-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL - 1.25 'BC "' 0.79 Vert(CT) -0.25'" 2-6 >810 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 HOR(CT) 0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matri%-SH Wind(LL) 0.14 4-6' >999 240 Weight: 77 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD "":Rigid ceiling directly applied, or 10-0-0 oc bracing. " WEBS 2x4 SP No.3 OTHERS 2x4 SP.No.3 .. REACTIONS. (lb/size) 2=831/0-8-0,4=831/0-8-0 " " 'MaxHorz 2=89(LC 11) - - Max Uplift 2= 211(LC 12), 4=-211(LG 13) - FORCES. (Ib) - Max. CompJMax: Ten. -All forces 250 (Ib) or less except when shown. , TOP CHORD 2-3=-919/392, 3-4=-919/392 BOTCHORD 2-6=-1291701, 4-6=-129/701 WEBS 3-6=0/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7710;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0:18; MWFRS (envelope) and C-C. Exterior(2)-2-0-14 to 3-11-2, Intenor(1) 3-11-2 to 8-1 l-0, Exterior(2) 8-11-0to 14-11-0, _ Interior(1) 14-11-0 to 19-10-14 zone; cantilever left and right exposed pC-C:for members and force's & MW FRS for reactions shown; Lumber DOL"=1.60 plate grip DOL=1.60 " 3) This truss has been designed fora 10.0 last bottom chord live load nonconcurrent with any other live loads. - 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide " will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of, withstanding 100 lb uplift at jouri except Qt=lb) . ' - - Thomas A-Albani PE No.39380 " .. _ MiTek USA, Inc. FL Cori 6834 6904 Parke East Blvd. Tampa FL 33610. " - - - October 4,2019 OWARNING-VeldydesignParemeferseaEREADNOTESONTNISANDINCLUDEDMIlEKREFF ANCEPAGEM6747aI 1..1M OISBEFOREUSE Design valid for use only with Mgek® connectors. II is design b based only upon parameters shown, and Is for an Individual building component, not . a buss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling ofIndividual truss webandlorchord members only. Additional temporary and permanentbrocing MiTek' 8 always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication: storage. delivery. erection and bracing of fusses and truss syslemsseeAN3VIP11 Quo' 1y CRMdo. D3349 and SCSI Building Component' Safety Inml /aa8o mvoiable from Truss Plote Institute, 218 N. Lee sheet Suite 312. Aiexantlrio. VA 22314. '" 6904 P.&o East Blvd: _ Tampa, FL 33610 Job Truss Truss Type , Ply T78285513 2093351-GHO-33VEN G5 JQfy GABLE 1 1 Job Reference o tional nuiaers mrst source, riam uty, rL- aebbb, b.C4USJN142Ule Mnexmousmes,mc. rn UM 4U0:e1;er4U1e d 4.6 = 3 10 9 """ — - 7 6 67-e 8-17-0 12-9-0 17-10-0 3-10.0' 3-10.0 i 5-1:-0 l' Scale = 1:37.9 Plate Offsets (X Y)-- 12'0-0-0 0-0-131 I4:0-0-0 0-0-131 f8:0-3-0 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 .TC 0.94 Ven(LL) -0.02 8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.04 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 4 n1a - n/a BCDL 10.0 Code, FBC20171FP12014 Matrix-SH Wind(LL) 0.03 4-6 >999 240 Weight: 981to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 5-1-0 BRACING - TOP CHORD ,Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (Ila) - Max Horz 2=89(LC 11) Max Uplift All uplift 100 to or less atjoint(s) except 2=-161(LC 12), 10=-123(LC 12). 6=-125(LC 13),4=-162(LC 13) Max Grav All reactions 250 Ito or less at joint(s) 9, 9,10, 7, 7, 6 except 2=587(LC 1), 4=587(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-729/400, 3-4=-729/402 BOT CHORD 2-10=-142/530,9-10=-142/530, 8-9=-142/530, 7-8=-142/530, 6-7=-142/530, 4-6= 142/530 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=S.Opsf; h=1506 Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-14 to 3-11-2, Interior(l) 3-11-2 to 8-11-0, Extenor(2) 8-11-0 to 14-11-0, Interior(1) 14-11-0 to 19-10-14 zone; cantilever left and right elPosed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3), Truss designed for wind loads in the plane of the truss only. For studs'.exposed to wind (normal to the face), see Standard Industry. Gable End Details as applicable, or consult qualified building designer as per ANSVTPI I. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads: 7) • This truss has been designed for a live load of.20.Opsf.on the bottom chord in all areas where a rectangle 3-6-0 tall by 2TO-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 161'lb 0plift at joint 2,123 lb,uplift at jolnt,l0, 125lb uplift at joint 6 and 162 lb uplift at joint 4. - - Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cott 6634 6907 Parka East Blvd. Tampa FL 33610. Date: October 4,2019 Job Truss Truss Type ryT18285514 2093351-GHO-33VEN HJ2 Jack -Open Girder ri 1 Job Reference (optional) builders First Source, Plant City, FL-32566, e Jul 14 2019 MI I ex Industries. Inc. Fn Uat 4 U6:J1:Ja 2019 Vade 1 I Scale = 1:11.7 2-7-12 LOADING (psf) SPACING- 2-0-0 CSI. OEFL, in (too) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.81 Vert(L-) -0.00 2-4 >999 360 MT20 244/190 TOOL 10.0 Lumber DOL 1.25 BC 0.06 Vert(CT) -0.00 2-4 >999 240 BOLL 0.0 ' Rep Stress Incr NO WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Wind(LL) 0.00 2 "" 240 Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc brecing. OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 3=-102/Mechanical, 2=306/0-1D-15, 4=23/Mechanical Max Horz 2=96(LC 4) Max Uplift 3=-166(LC 19), 2=-302(LC 4) Max Grav 3=150(LC 22), 2=386(LC 1). 4=45(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=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 -: 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas wheie a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. -- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166111 uplift at joint 3 and 302111 uplift at joint 2. 6) 'NAILED' indicates 3-1 Od (0.148'x3°) or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=lM Uniform Loads (pill) Vert: 1-3=-60, 2-4=-20' - Concentrated Loads (lb) Vert: 8=66(F) Thomas A. Alban! PE No.39380 fill ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October 4,2019 ,&WARNING- VsrllydeslghparaniefemaMfFEAONOTES ON TH/ ANOINCLUOEOMREKREFERANOEPAGEU&7473.e.. 1005OZ015GUORE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown and Is for an IndNldual building component, not ��- a huss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate th6 desgn Into the overall buildIng design, BrocIng Indicated is to buckJlng of Individual truss web chord only. Addiilonaltemporary and permanent bracing 'MiTek- prevent and/or Members IsalwaysrequlredforstabilityandiGpreventcollapsewithpossiblepersonallnlury.antl property damage. For general guldance regarding the fabrication; storage; calvary, electron and brccing of trusses and truss systemrseeANSVIPII CuaW criteria, DS549 antl SCSI building Component. said Parke East BNd. TahI M610 Safety Nformalbrwollable from Truss Plate Institute. 218 N. We Sheaf. Suits 312. Alexandria. VA 22314. .' Jab Truss Truss Type 4 pry Ply T78285515 2093351-GHO-33VEN HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) omlaers mtsl aource, I -ram cry, rL- azaoo, 0 NAILED NAILED 11 2x4'Il 2 E 6' 14 d g NAILED 3x6 � NAILED 0.14u s dill 19 zu ro rvn 1 eR muLLlurcs, n6. r rayc ID:rcJP0140c7YPehxeU_io6xzNgS4-Hrrlik08Fk_8HU8WO1_fRm2RvTmYLMT2A01RZVyW rf2 NAILED NAILED 4.24 12 NAILED 3x4 i NAILED 3 12 4 m Scale a 1:23.7 15 7 16 6 NAILED 2x4 II NAILED &4 = 5 NAILED NAILED Plate Offsets (X Y)- [2'0-0-10 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.04 2-7 >999 360 MT20 244/190' TCDL 10.0 Lumber DOL '1.25 BC 0.68 Vert(CT) -0.07 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.31 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) -0.07 2-7 >999 240 Weight: 491b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No:2 TOP CHORD: Structural wood sheathing directly applied or 6-0-0 cc pur ins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing.. WEBS 2x4 SO No.3 OTHERS 2x4 SO No.3. REACTIONS. (lb/size) 4=136/Mechanical, 2--499/0-10-15, 6=243IMechanioal Max Horz'2=199(LC 4) ,Max Uplift 4=-106(LC 4). 2- 260(LC 4), 6=62(LC 8) 'Max Grav 4=138(LC 19), 2=587(LC 35), 6=284(LC 35) FORCES. (Ib) - Max. CompJMaz. Ten. -All forces 250'(Ib) or less except when she=. , TOPCHORD 2-3=-727/113 BOT CHORD 2-7=207/564, 6-7=-207/564 WEBS 3-6=-608/224 NOTES- 1) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2pst BCDL=5.Opsq h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. . 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom, chord and any other members. 4) Refer to girder(S) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Its uplift at joint 4, 260 Ib uplift at joint 2 and 62 Ib uplift at joint 6. 6) "NAILED' indicates 3-1 Od (0.148'x3') or 2-12d:(0.140'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard . . 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 - Uniform Loads (plq - - - - Vertr14=-60, 2-5=-20 - Concentmted Loads.(11h) - Vert: 11=138(F=69, B=69) 13=-31(F=-15, B=-15) 16=-36(F=18, B=-18) - - - Thomas A. Albani PE No.39380 Ill USA, Inc. FLDart 6634 69D4 Parke East Blvd. Tampa FL 33610. Date:. October 4,2019 0 WARNING. Vedydesr9apemmerersaad HEAD NOTES ON THMANDINCLUDEDMOEKPEFEHANCEPAGEM&74TJnsv. l�ISBEFONEUSE. Design volld for use only,wlth MFekS connectors. fhb desg6 is based only upon parameters shown and is for an Individual building component, not a truss system. Before use, the bull designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. aracing indicated is to buciding of individual truss web and/or chord members only. Additional temporary and bracing MiTek- prevent permanent IsalwaysrequiredforstabllltyantltopreventcollapsewithpossiblepersonalhluryantlpropeMdamage. For general guidance regarding the fabrication. storage. delNery: erect an and bracing of trusses and truss systems• seeANSI/1P11 Cue1lp CritelliDS549 and BCSI auedhB Component' 69M Palle East Blvd. , Safety lnfarmallon vailoble from Truss PIWe Institute, 218 N. Lee Sheet Suite 31Z Alexandria. VA 22 14. Tampa, FL 33610 Job Truss - Truss Type l,oty Ply T18285516 2093351-GHO-33VEN HJ71 Diagonal Hip Girder 1 1 JOD Reference o tional bullaers Most Source, Ylam{Aty, VL-92bba, 6.L9u 5 J0114 Zu1e MI l e6 l amines, me rn Va 4U0.41;0V m IC r4gn, ID:reJP0140c?YPehxeU_i06xzNgS4-HNIikOBFk_8HU8W01_fRm2Z rr DLP02AOIRZVyWrf2 -2.9-15 4-11-11 9-10" 2.9-15 4-11-11 ~ 4-10.6 2x4 II NAILED 3 NAILED 2 424 12 NAILED NAILED 11 NAILED NAILED 10 2x4 II 2 II 2.4 e d' 13 14 15 1 a s NAILED NAILED NAILED 6 _ 3><6 NAILED NAILED NAILED 3.6 II 4 ., Scala = 1:25.9 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.07 2-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL '1.25 BC 0.38 Vert(CT) -0.09 2-6 >999 '180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(CT) -0.00 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 52 lb FT=20% LUMBER- 'BRACING - TOP CHORD '2x4 SP M 31 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purins. BOT CHORD 2x6 SP No.2 BOT CHORD :Rigid ceiling directly applied or 10-0-0 be bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. BID/size) 4= 176/Mechanical, 2=395/0-10-15, 5=-95/Mechanical, 6=753/1-0-0 'Max Horz 2=201(LC 4) Max Uplift 4=-224(LC 35), 2=-227(LC 4), 5=-242(LC 22), 6=-335(LC 8) Max Gmv 4=156(LC 8). 2=464(LC 35), 6=888(LC 35) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 3-6=-531/429 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; Cal II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and fight exposed :Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pad bottom chord live load nonconcurent with any other live loads. 3) , This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other. members. 4) Refer togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 4; 227 to uplift at joint 2, 242lb uplift at joint 5 end 335 Ito uplift at joint 6. 6)'NAILED" Indicates 3-1Od (0.148'x3') or 2-12d (0. 1 48'x3.25') toe -nails per NDS guidllnes. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) , Vert: 1; 4=-60, 2-5=-20 _ Concentrated Loads (lb) Vert:10=138(F=69, B=69) 12=-31(F=-15, B=-15) 15= 36(F=-18, B=18) Thomas A. Albani PE No.39389 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October 4,2019 O WARNING- Veriy Cesign parameters antl READ NOTES ON TMISANOINCLUOEO MREKREFERANCEPAGEM67473mv. faMIzOI59£FORE USE Design valid for use only with MrekO connectors. This design Is based only upon porommea xrowp,ond Is for an InclAdual building component, not - ,a Truss system. Before use, the balding designer must verltythe cppllcatatity, of design parameters and propeay Incorporate Mls design Into the overall bullOingdesign. Brecing Indicated is to buckling of lndMlduai trussweband/or chord members only. Addltionaltemporaryandpennanen}bracing - Mlle k• prevent Is aiwaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabticatlon.storage; deltmry,erectlpn and bracing of husses and truss systems asoANSVWII GuaBh CmnW; 03349 and SCSI SUMS Component � 5904 ParkeEast BW; ' Safety t0omrallanovalable from Truss Plate Institute. 218 Nr Lee Sheet Sune31Z Alexandra. VA2214. -. _ Tamya,F1_'33610 Jab Truss pty Ply B55 T78217 2093351-GHO-33VEN �Trussl`ypeJ Kt Common 6 1 Job Reference (optional) om1ue19 nrsl Jouree, them Uily, rL-JZJoo, WeLse J11114LVItl MIIVR 111Y mO 16?ve4. r YPehsceU_ia6xrNg54-11 Pgv4pm0167veIlY7VuzzbmNiFa4ImCP21 _ Seale: 3/4•-1' bx6 = 3 2x4 = 2x4. _. 3-2-0 Too LOADING (psi) SPACING- 2-0-0 CSI. �DEFL, in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.18 Vert(L-) -0.00 4-6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.01 4-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 4 n1a n/a BCDL 10.0. Code FBC2017rrP12014 .Matrix-P Wind(LL) 0.00 6 >999 240 Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=314/0-4-0, 4=314/0-4-0 Max Horz 2=34(LC 11) Max Uplift 2=-84(LC 12), 4=-84(LC 13) - FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2,9---273/163, 3-4= 273/164 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15f ; Cat..Il; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Fxtsdor(2) zone; cantilever left and night exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 2 and 84 Ito uplift at joint 4. Thomas A. Altwni PE No.39380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610, Oates October 4,2019 OwmNING-yeffry CeslpnpmamW. antl BEAD NOTES ON TN/SAND MCLUDEU MmEKREFERANCEPAGEMM17473xev. 10=015 BEFORE USE- , Design valid for use only with Miffi0.®connectors. This desgn is based only upon parameters shown, and B for an lndNitlual building component not >.0 buss system. Before use, the building designer must veil me applicability of deslgn parameters and properly Incorporate thls design Into the overall -bulldingdeslgn. Bracing Indicated Is to buckling of Individual Truss web and/or chord members only. Additional temporary end - MiTek' prevent permanentbr6cing isaawdys requiredfor stability and to prevent collapse Wth passable personal Injury and property damage. For general guidance regarding the - fabrication, storage. delivery. erection and bracing of trusses Intl truss systems. sdM eeANSVTPII Quality Cdo, DSB419 and BCSI ltulding Component. - Tam p Parks Parks East Blvd. t 0EesEas' Safety mnn foaf onavoiaable from Truss Plate Institute, 218 N. Ise Shoat. Suite 312; Alexandria, VA 22314. .. - Jab TruSS Truss Type I Cny Ply T78285518 2093351-GHO-33VEN L1 Hip Girder 1 7 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 a Jul 14'2019 MiTek Industries, Inc. Fn Oct 4 08:31:41 2019 Page 1 ID:rcJP0140c7YPehxeU_io6r zNgS4-DEY270ROnLEsXolvWi07WB8ggGYspJ6LdinY1 OyWrt0 11-2-8 7-9.8 9-0-0 -2-8 6 7 0 Scale =1:16.8 Special Special 8.00 12 4x6 = NAILED NAILED NAILED US 2 7 8 9 3 Io 0 20 = Special ST1.5x8 STP = STI.SxB STP = 20 = Plate Offsets (X V)-- f 1:0-0-00-0-11 -- - - - - LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 5-6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.06 5-6 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.11 Hoa(CT) 0.01 4 Na Na BCDL 10.0 Code FBC2017/TP]2014 MaMx-SH Wind(LL) -0.03 5-6 >999 240 Weight: 29 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=139/0-8-0, 4=139/0-8-0 Max Horz 1=-12(LC 30) .Max Uplift 1=-244(LC 27), 4=-244(LC 26) Maul 1=447(LC 43), 4=447(LC 42) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-833/385,2-3=-717/300, 3-4=-833/385 BOT CHORD 1-6---333/714, 5-6=-3001730, 4-5=-333(714 WEBS 2-"/294,3-5=0/294 BRACING - TOP CHORD- ' Structural wood sheathing directly applied or 5-6-7.oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf•, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; LumberDOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord And any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244lb uplift at joint 1 and 244111 uplift at . joint 4. 7)'NAILED' indicates 3-10d (0.148'x3') Or 3-12d.(0.148'4.25') toe -nails per NDS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2791b down and 354 Ib up at 1-2-8, and 279 Ib down and 354 Ib up at 7-9-8 on top chord, and 3lb down at 1-2-8, and 3lb down at 7-8-12 onbottom chord. The desigNselection of such connection device(s) is the responsibility of others. q 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 In6rease=1.25 - - -_ Uniform Loads (plQ Vert: 1-2=-60, 2-3= 60, 3-4= 60,, 1-4=-20 _ Concentrated Loads (lb) , Vert: 2=121(F) 3=121(F) 7=49(F) 8=49(F) 9=49(F) Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cert 6634 Off Parke East Blvd. Tampa FL 33610 Date: October 4,2019 Q WARNING - Verity dealer, parameters emi READ NOTES ON THIS AND MCLUDEDMREKREFERANCEPAGEMIA747areV.lM ISBEFOREUSE Design valld for use only with Mpek®connectors. Ws design is based only upon parameters shown, and Is for on Individual building component, not q:huss system.. Before use, the building designer must vainly Me applicability of design parameters and properly. Incorporate this design into, the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/occhord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcaflom storage. delivery, erection and bracing of fusses and truss SyslemsseeµSgBPil Quarr0yy Criteria. D3549 and BCSI Building Component Safety Info tnallonavallobie from Truss Rate Inall 218 N. We Street Suite 312. Alex=drIM VA 22314. - - .. _ 69M Paft East BW. Tempo, FL 33610 Job Truss Truss Type Oty Ply T18285519 2093351-GHO-33VEN V1 Valley 3 1 Jab Reference (optional) ommnm runs ooume, nem ury, 1-1--JZ000, 08 b era e.L4u s Jul 14 Lu1 a MI I eR muumnes, mc. rn UM 4Jam G4G Zu is rage ID:rcJP0140c7YPehxeU_ioGxzNgS4-hOXOKmSOY1MIByt53OXM3Og8vgy3Yn6UsMW5agyW rt7 -0 0 Scale = 1:8.8 2x4 II 2 3 1 LOADING (psl) -SPACING- 2-0-0 CSI. DEFL. in (too) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.05 Vert(LL) n/a - n1a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ven(CT) n/a - n/a 999 BCLL 0.0.• Rep Stress lncr YES WB 0.00 Horz(CT) 0.00- Na n/a BCDL 10.0. Code FBC2017LTP12014 .Matrix-P Weight: 7lb FT=20% LUMBER- - BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD :Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 1=66/2-4-8,3=66/2-4-8 Max Horz 1=34(LC 12) Max Uplift 1= 10(LC 12), 3=-27(LC 12) FORCES. (I s) -. Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D01---1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) , This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10lb uplift at joint 1 and 271b uplift at joint 3. Thomas A. Albani PE No.38388 61Tek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610- Date: Octob2r 4,2019 Q WARNING -Vedrydes(9n parameters andREAD NOTES ON THE AND INCLUDED MREK REFEMNCEPAGE MX7V3 roe 11T 2015 BEFORE USE DesOn valid for use only with MITI connectors: INS design If based only upon parameters shown and U for an Incilvaual building component, not a truss system. Before use. the building designer must verify the oppllcobhiy of design parameters and propedy Incorporate this dosign Into the overall bulldIng deslgn,Bracing Indicated is to prevent buCNing of Individual truss web aqd/or chord members only. Addiflonal temporary and permanent brcog .-MfTek* . Is olwaysfequired for stabllity and to prevent collapse with possible personal Injury and property damage_ For general guidance regarding the -East fobrlcattortstorage. delivery. erectlon and bracing of trusses and truss systems seeANSVIPll Quality CMerlI DSB49 and BC5l Building Componmf, - 690,t Parke BNdr - Safoly lnfommf onavoilable from Truss Plate Institute. 218 N. Lee Street.SuMe 312. A1exandrla, VA 22914. a Tampa. FL 33610 - Job Truss Thus Type + pry ply T18285520 2093351-GHO-33VEN V2 Valley 2 1 Job Reference (optional) ouauen Ills, auu' a' ruon 4,11y."-ozooa, d b e.L4u s Jul 14 Gulk' MI I UK mousmes, 'no. rn Val 4 uo:J r:94 zuly rage 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-dpeBISUG4GcROGOUBmg8p10VUZ70gcnKg?CdiyW mz 3 D Scale = 1:13.8 2 3 2x4 i 2x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.30 Ven(LL) Na - Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 15 lb Fr=20% LUMBER- .BRACING - TOP CHORD 2x4 SP No.2 - - TOP CHORD Structural wood sheathing directly applied or 4-5-0 oc pudins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4'SP No.3 BOT CHORD .'.Rigid ceiling directly applied or 10-M no bracing.. REACTIONS. (lb/size) 1=146/4-4-8, 3=14614-4-8 Max Horz 1=74(LC12) Max Uplift 1=-22(LC 12), 3= 59(LC 12) FORCES. (to) -. Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mpti; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom -chord 'and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 59 to uplift at joint 3. Thomas A Alban! PE No.38388 _ - fill ek USA, Inc. FL Cert 6634 1I Parke East Blvd. Tampa FL 33618.- Date: October 4,20.19 . QWARNIN6-Vedfydeslgaperemerenend REAONOTESONMOANOINCLUDWMfrEKREFERANCEPAGEM6747arev.fOrpNIp159EFOREUSE Design valid for use onlywlth MFek(Dconnectors. This design Lslebsed only upon parameters shown and is for an hdMdual bulldingcomponent, not a truss system, Before use, the building designer must verity the appllcobility of design parameters and properly Incorporate this design Into me overall building design, Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional lempororyand permanent bracing,- Isalways required for stability and toprevent collapse wlmpgAblepersonal Nlland property damage. Fomgenaral guidance regarding me-- _ fabrication: storage: delNery, erection and bracing of trusses and hum systems: seeAN3UIPl1 CuaBCdhlb, Still and SCSI Buldhp Component' Safety lnf ernalbMvallabla from Truss Rate Institute, 2)8 N., Lee SheeY3ulte312. Mexandda, VA 22714. - - - WOW - 6904 Park¢ EastaI . -Tampa, FL 33610 - Jab Truss Truss Type ay ply T18285521 2093351-GHO-33VEN V3 GABLE 1 1 Job Reference (optional) ounuers nrst douse, rlarll UITY, rL - UZbbli, 6.24U S Jul 14 2U19 MI I ex InousureS, Inc. Fn Uct 4 08:31:45 2U19 rage 1 ID:rcJP0140c?YPehxeU_io6laNgS4-5?CZyoUurakl?PbgIY53g11a?uxu16bxYK1199yW rey -1-0-0 9.5-0 1-0.0 9-5-0 7 13 12 11 - 10 9 8 3x4 II I Scale =1:312 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate One DOL 1.25 TO 0.38 Ven(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Ven(CT) -0.00 1 n/r 120 BCLL 0.0 Rep Stress ]nor YES WD 0.08 Horz(CT) -0.00 8 n/a n/a BCDL . 10.0 Code FBC2017/FP12014 Matrix-R - Weight: 571b . FT=20% LUMBER- BRACING- "TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, SOT CHORD 2x4'SP No.2 except end verticals. WEBS .2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x45P No.3. TRUSS DESIGNED FOR WIND LOADS INTHE PLANE ' OF THE TRUSS. ONLY. FOR STUDS EXPOSED TO WIND REACTIONS. All bearings 9-5-0:. _ (NORMAL TO THE FACE), SEE STANDARD INDUSTRY (Ib) - Max Hom 13=205(LC 12) GABLE END DETAILS AS APPLICABLE, OR CONSULT M U I'ft I OUALIFIED BUILDING DESIGNER AS PER ANSVTPI I.' ax p A I uplift 1001b or less at lomt(s) 8, 11, 10, 9 except 12=-161 12) '.Max Grav All reactions 2507b or less atjoint(s) 13, 8, 12, 11, 10, 9 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb);or less except when shown. . TOP CHORD 2-3=-392/150, 3-4=-263/102 WEBS 3-12=-152/272 NOTES- . :1) Wind: ASCE 7-10; Vult=160mph'(3-second gust) Vasd=124mph; TCDL=4.2psft BCDL=5.Opsf, h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-1-0=13 to 4-113, Interior(1) 4-11-3to 9-3-4 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) All plates are 20 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) .This truss has been designed for a 10.0 pat bottom chord live load nonooncument 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 1001le uplift at joints) 8, 11, 10.9 except Ut=lb) 12=163. , Thomas A Albani PE No.39360 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019 - AWARNING -yeNtydesigosa..ea,.snd READ NO TES ON MISAND DlCLUDEOMREKREFEMNCEPAGEVX70r3 rev. 16NY1a158EFORE USE � _ Design valid for use oNywith MBek®connectors. This design is based ohly upon parameters shDwrx o6d is for an hdMdual building component not ��• atruss system. Before use, the bustling designer must verify the applicability of design parameters and property Incorporate this design Into the overall- ' - builtling tlesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Add tonal temporary and permonembroclog _ -MOW -- - _Is alwaysrequlred for stablliTy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ . foledcoflon, storage: delivery, erection and bracing of musses and truss systems, seeAN3VrPII QuaIIM Cmodo. tul"P and BCSI Mdk g Componml ;.; - - Salary Informaf oravallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. -- - - 69M Pa,ke Ent BNtl. - Tampa, FL 33610: Job Truss Truss Type Otl' Ply T18285522 2093351-GHO-33VEN V4 Valley. 1 ']Job Reference (optional) ounaer5 rust bource, rlam 011y, rL- J2*ba, b.z4U s dui 14 zuls MI I ex mauames, Inc. rn Uca 4 ue:d1:4> LulV regal • ID:rcJP0140c?YPehxeU io6xzNgS4-5?CZyoUurakl?PbgIY53g11bwuv615rxYK1199yWrey 9.2.8 9.2.8 Scale = 1:28.9 3 2x4 i 5 4 2x4 II 2.4 II LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) We - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC. 0.28 Vert(CT) n1a - rda 999 BCLL 0.0 Rep Stress Inc YES WB 0.13 Horz(CT) 0.00 4 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matnx-SH Weight: 36lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3 , REACTIONS. (lb/size) 1=121/9-2-0,4=145/9-2-0,5=409/9-2-0 Max Horz 1=172(LC 12) Max Uplift 4=-59(LC 12). 5=-166(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-290/118 WEBS 2-5=299/435 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15h; CaLlt; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to6.7-9, Interior(l) 6-7-9.to 9-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads: 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom.chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011b uplift at joint(s) 4 except Qt=lb) 5=166. )• Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 66M 6904 Parke East BIvd.Tampa FL 33810 Date: October 4,2019- AWARNING- VedlydesrgarparemerersendREDNOTESONTNISANOtNCLUOEOMrtEKNEFERANCEPAGEMIN4T3.s,.n Y10159EFOR.EUSE Design volld for use only with Mlrek® connectors. This design a based only upon parameters shbwR ontl Is for an InclMdual building component, notNit a truss system. Before use, Mp buildIng designer must verity the applicability of design parameters and propery Incorporate this design Into the overall bulitling design. Bracing Indicated is to prevent buckling of Indvidual truss web and/or chord members only. Additional temporary and permanent bracing, Is always required for stability and to prevent collapse with possible personal Injury briar property damage.. For general guidance regarding Me fabticatlon. storage. delNery, election pod bracing of tenses'-ontl truss systems seeANSVIPII Quo'M C18�rb. DSIt-09 and BC51 Butdtrrp Component Sabry hlfprmalbrxrvolople from Truss Plots Institute, 218 N. Lea Sheet.5uite 312 Alexantlrlo. VA 22 14. - Tww 'M�Tpk- , ' 6904Parkel_ast BNd. Tampa, FL W610 Job Thus Truss Type Oiy Ply T18285523 2093351-OHO-33VEN V5, Valley 1 1 Job Reference (optional) ou wars ruar source, ream ury, rL- azaoo, B.z4u a JDI 14 zula MI I ex Inouames, Inc. rn uct 4 uo:J r:4o zu in rage i ID:rcJP0140c7YPehxeU io6x NgS4.aBmxA7VXcts9dZAsIGcIDEroBHH9UZT4n_UJibyWrex 3 5 4 2x4 G 2x4 II 2x4 It Scale = 1:22.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(CT) 0.00, 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD W SP No.3 except end verticals. WEBS 2x4 SP N0.3 BOT CHORD. .Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4SP No.3 _ REACTIONS. (lb/size) 1=90/7-2-0, 4=11377-2-0, 5=31217-2-0 - Max Holz 1=131(LC 12) Max Uplift 4=-46(LC 12), 5=-126(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-228/356 - NOTES- 1) Wind: ASCE7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15f ; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Intetior(1) 6-7-9 to 7-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) • This truss has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) 4 except at=lb) 5=126. - Thomas A. Albani PE No.39380 klTek USA, Inc. FL Cart 6634 - 6904 Parke East Blvd. Tampa FL 33610 Date: October 4,2019 Q WARNING-Vedlych?dSnpamaiefers end READ NOTES ON TRiS AND INCLUDED MREKRE(FJiANCEPAGBMIF7473rev. 10MG4015BEFOREUSE- Deslgn vdlld for use only with MBeks9connectors.fiis design Is based only upon parameters shown. and Is for an Indivitlual bulling component, not a.husssystem. Before use, me bullding designer must verny the cppllcablllfy of tleslgn perometars and properly Incorporate lhb tleslgn Into thenverall building tleslgn. Bracing Indicated is to prevent buckling of lndMtlucl truss web and/or chord members only. Addltlanol temporary and permanent bracing. Isalways required for stablity, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ - - fobdcogoR storage; delivery, erection and bracing of trusses and truss systemsseeARSVIPII Googly CmRM, D5349. and BCSI Building Componmf - •Mt'''e1c' - - 6W4 Papa East Blvd. _ "Tampa, Sabty mNIT19r bspva lobfa from Truss Plate Institute, 216 N. Lee Sheet Sun. 312. Alexcntlria VK22314. - - FL 33616 - Job Truss Truss Type 01Y ply T78285524 2093351-GHO-33VEN V6 Valley 1 1 Job Reference (optional) .."pars nrs1 source, ream wy, rL-D2abb, 1124e S Jul 14 zul a Ml l eK mawme5, Inc. rn um 4ue:d rat, 4uro rage I ID:rcJP0140c7YPehxeU_io6xzNgS4.aBmxA7V%cts9dZAslGcIDEgCHD8Ua64r UJibyWrex 2 3 20 4 2x4 II Scale=1:16.8 I LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(CT) n/a - da 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0, Code FBC2017rrP12014 .Matrix-P Weight: 19lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-3-8 oc pudins, BOT CHORD 2x4SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Iblaze) 1=181/5-3-0, 3=181/5-3-0 Max Horz 1=92(LC12) Max Uplift 1=-27(LC 12), 3=-74(LC 12) FORCES. (lb) - Malt 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=4.2psf; BCDL=5.Opsf; h=15f ; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) '-This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 1, 3. WARNING-yedly design Xnanaters and READ NOTES ON MIS AND XCLUDED MmEK REFERANCE PAGE MIF74TJ rev. rDA'VL IS BEFORE USE - - us esign void for e ordy with MSThiseIoS connectors. This Is based only upon parameters shown, and Is forron IndNidual building component;not , _-D atrusSsystem. Before use, the building designermust verify the applicability ofdodgn parameters and properlylnoorporate this designinto the overall" building design. Brocing indicated is to prevent buckling of individual truss web'ondlor chord Members only, Addiflonol temporar Dnd permanent bracing ,_ _ - M!Tek-* Is alwoysiequired for stability and to preventcollopse with possible personal Injury and property damage.•Forgeneral guidance regarding me — - fabllcatlon, storage: delivery, erection and bracing of trusses orxi systems seeANSVIPII Quo*Ci feria, DSB49 and SCSI building Componinf $4 6904 Pale East Blvd.- -Safety Informationavoilable from Truss Plate In tltute, 218 N. We Street Suite 312. Alexandra. VA 22314. - Tampa, FL 33610 ; Job Truss Truss Type ► g0ty Ply T78285525 2093351-GHO-33VEN V7 Valley 1 1 Job Reference (optional) _ builders rlrst Source, Ymm Illy, rL-325bb, 6.24u a JW 14 Zula Mi IeK InauetnBS, ma. rn Ua1 4 UO:J1:41 Za la regal ID:ratP0140c?YPehx LL:co6xzNgS4-20KJN W9NB_OFjl3sz7XmSNzChdgDOkEOeEsE1 yWrew 6.5.0 6-5-0 Scale=1:20.4 3 a d d 5 4 2x4 i 2x4 II 2x4 If LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) Na - n/a 999 MT-20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.14 Vert(CT) Na. - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a n1a BCDL 10.0. Code FBC2017/TPI2014 Matrix-P Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD. Rigid ceiling directly applied or 10-0-0 no bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=72/6-4-8, 4=96/6-4-8. 5=283/6-4-8 Max Horz 1=115(LC 12) Max Uplift 4=-39(LC 12), 5=-115(LC 12) FORCES. file) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-212/347 - NOTES- 1) Wind: ASCE 7-10;'Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15fb Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord beading. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=1b) 5=115. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: October 4,2019 All, WA ivimG-vihfydosgnparameterand REAONOTESONTN/SANDWCLUDEDMI REFENANCEPAGEMX74TJmv.ih9i110r5eEFONEUSE Design valid for use only win Mire& connectors. Ails design Is based only upon parameters shown, and Is for an Individual Wilding component, not ��•' - a truss system. aefoie use, the building designer must verity the opplicabllity, of design parameters and proper y Incorporate this design Into the overall buOCing-desgn: BracinglndicatedistobucklingofIndMdualtruss AtlClnoncUemporary and bracing, MiTeK - . prevent web and/or chord members only. permanent Isolwayslequlredfor stability chat toprevent collape'with possible personal Injury and pr9peM damage.- For general guidance regarding the fabrlcation.storagedeliery,erection and bradng of trusses and hum systems. seeAN3URN1 Cuo2y CRrrdo. DSB49. and BC31luadhp Component - 69" Parka Eest Blvd:.: - - Safety lnfoenatbnavollabletromTw%Plbte lnstltute,21�N-Lee Sheet Sure 312 Alexandra. VA 22314. .' %.. - Tampa, FL 33610.: Job Truss Truss Type N OIY ply T18285526 2093351-GHO-33VEN V10 Valley 1 7 �J.b Reference (optional) oullaers rain bounce, ram cry, I-L- sebab, i e.L4a a dW 14 au I ml le6 nuubl„u5, n,u. r rays, ID:rcJP0140c?VPehxeU io6xzNgS4-9c4pX6TeJyUam6SId73bbcDJd4F81DMe50Ge6GyWd_ 2x4 6 2x4 Q Scale. 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(L-) WE - Wa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Vert(CT). Wa - Wa 999 BCLL 0.0 ' Rep Stress Incr VES WB 0.00 Herz(CT) 0.00 3 We We BCDL 10.0 Cotle FBC2017/TPI2014 Matrix-P Weight: 101b FT=20% LUMBER- BRACING - TOP CHORD '2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=110/3-11-0, 3=110/3-11-0 Max Horz 1=11(LC 8) Max Uplift 1=-24(LC 12), 3=-24(LC 13) FORCES. (lb) - Max Comp./Max Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord rive load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1 and 241b uplift at joint 3. xo 6 - - - - Thomas A Albani PE No.38380 ' MTek USA, Inc. FL Cert 6634 " - 69D4 Parke East Blvd. Tampa FL 33610, • _ C,-' - - Date: - October 4,2019 A WARNING. Vedrydeatgn Para cM. end READ NOTES ON TNISANBI/ICLURElf MIIEKNEFERANCEPAGEW7173nev.Y0AA41115 BEFORE USE. Design valid for use only with MBeMconnectors. lhbdeegn is based only upon.parameters snown.,and a for an hdMdual bullchb component. not :" •_ - - ' alruss system. Before use. the building designer must verilyme applactAlty of cibslgn parameters and properly Incorporate Mls design Into the overall - buhding design,.Brocing hdlcoted is to prevent bucklOg of lndiAdual truss web and/or chord members only. Additional temdorary and permanent bracing- -_ -M!Tel( ,. Is always,required for stabllity, and to prevent collapse with possible personal injury and property damage. For general guldoncaregarding me Seat Parke East Blvd: - fabrication storage; delivery. erection and bracing of Incises antl truss systems'seeANSIAPII Qualify CMnb,D$B-09.ond 3CSl Building Component Safety lntormatlorrNolloblefrom TnasRate lnstlMe,218 N. We Street Suite alp, Alexantldo.VA22314. - Tampa, FL•M610- - Job -- Truss Truss Type OtY Ply T18285527 2093351-GHO-33VEN V11 Valley 1 1 Job Reference cr tional bullaers rime bource, rlant uty, l'L- 32bb6, d d 13241J s UW 142U1 a MI I ex InaUSlnee, Inc. rn Vat VUo:e r:44 za I rage :hxeU_io6xzNgS4-9c4px6TeJyUam6Sld73bbcDH04EtHDUe50Ge6GyW d_ 4x6 = 2 4 2x4 i 2x4 Il. 2x4 1 Seale: 3/4f=1' .d d LOADING (pso SPACING- 2-0.0 CSI. DEFL. in floc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(L-) n/a - We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Ved(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied -or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=121/7-11-0, 3=12177-11-0, 4=29817-11-0 Max Horz 1=-28fLC 8) Max Uplift 1=-36(LC 12). 3=-41(LC 13). 4=-47(LC 12) Max Grant 1=123(LC 23), 3=123(LC 24), 4=298(LC 1) FORCES. (lb) - Max. Comp./Mac Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)'Gable requires continuous bottom chard bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This Imes has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361b uplift at joint 1, 41 Ib uplift at joint and 471to uplift at joint 4. Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610, Date: October A,2019 - A�WARN&G�Vrdfy Oealgn Peramefenand READNOTESDNTNISANDINCLUDWMREKPE ANCEPAGEMIP74"mre lhAi20156EPOREUSE . - Deslgn JGIItl for use oNy with MOekD connectors. This aeslgn Is based Wy upon parameters shown, antl Is for on Individual bulltling compponent not -a truss sgsiem. Baton use, Me building aeslgner must vetlfy the oppllcabllltyof tlesign parameters and properly Incorporate rah tleslgn Nto the overall .. 'bulttling tleslgn..&acing lntlleatetlkfoprevent bLckling of lntlNltlual liras web antl/or charomembersaNy. AtltlaiOnal temporary antl pertnp0entbrpcirig- b OlWaysrequlred{pr st bIIlN ana to preventcollapse with passible personal hjury ana property tlamoge. For genefal gultlance fegartling me -Jobdconon storage, tlB ery. erecnon ana bracing of busses ana M1usssyst@ms, seeAN51/mtl Guallh CMnb, Dfis-0e.and BGSI 6utdFrp Component : Sobry Nfermvlbmvduoble ham Tnrss Plate lnsnMe.278 N._Lae SM1eeL 6ulte 312. Alexontldo. VA 221d. - .. ��•. MtTek-: . .- •- 6904 P."Eest BNE. Tampa, FL 33610: Symbols PLATE LOCATION AND ORIENTATION 14- 1374 Center plate on Joint unless x'y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-1a4 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION 7 leexby symbol shown and/or by ty/// by textt in in The bracing section of the output. Use T or I bracing If Indicated, BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: 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_ 0 of O x U a O Numbering System 6-4-8. I dimensions shown fideenihs (Drawings not t to scale) E R 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCILWLSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY. END JOINT NUMBERSAETrERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 General;Safety fttes• Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual. lateral braces themselves may require bracing, or alternative Tor I „ Q bracing should be consldered. a 3. Never exceed the designi'o' ding shown and never - = stack materials on inadequately-brdced trusses. ' U a 4. Provide copies of this truss'deslgn to the building -,' designer, erectionsupervisoc property owner and all other Interested parties.. Trusses are designed for wind loads in the plane of the truss unless otherwise shown.. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. . © 2012 MTek® All Rights Reserved MiTek0 MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 5. Cutmembers to bear tightly. against each other. 6. Place plates on each face of, truss at each joint and embed fully. Knots and wane at Joint locations are regulated by AN511,rPI 1. ' 7.Design assumes trusses will'be suitably protected from the environment In accord with ANSWI 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, pr"wative treated; or green lumber. 10, Camber is o non-structural consideration and lithe responsibility of truss fabicator. General practice Is to camber for dead load defection.. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. r' 12. Lumber usedshall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at d spacing Indicateon design. 14. Bottom chords require laferal bracing at 10 It, spacing,• - or less, If no telling Is installed, unless otherwise noted. 15. Connections not showRare,lhe.responsibrity, of others. 16. Do not cut or alter'truss membef or plate without prior,. approval of an engineer. ' 17. Install and load vertically unless,indicated otherwise. 18. Use of green or treated lumbei.rnay pose unacceptable environmental, health or performance risks; Consult with project engineer before use. 19. Review all portions of$his design'(front, back words: and pictures) before use. Reviewing pictures alone Is not sufficient. - ' 20.,Design assumes manufacture In accordance with ANSI/rPI 1 Quality Criteria,