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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others., RE': 1827101-GEM-PASSMAN - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. SGAED Tampa, FL 33610-4115 mNN Custom er Info: GEM BLDRS Project Name: PASSMAN Model: (IV Lot/Block: . Subdivision: . �� Address: 1416 LONE PINE DRIVE,. City: FORT PIERCE State: FL St. Lucie Gou* Name Address and License # of Structural Engineer of Record, If there is one, for the building. —Name. — License #: Address: City: State: l' General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special /'( Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf. This package includes 72 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T17499971 Al 7/2/19 23 T17499993 2 T17499972 A2 7/2/19 24 T17499994 3 T17499973 A3 7/2/19 25 T17499995 4 T17499974 A4 7/2/19 26 T17499996 5 T17499975 A5 7/2/19 27 T17499997 6 T17499976 A6 7/2/19 28 T17499998 7 T17499977.A7 7/2/19 29 T17499999 8 T17499978 A8 7/2/19 30 T17500000 9 T17499979 A9 7/2/19 31 T17500001 10 T17499980 A10 7/2/19 32 T17500002 11 T17499981 All 7/2/19- 33 T17500003 12 T17499982 Al2 7/2/19 34 T17500004 13 T17499983 B2 7/2/19 35 T17500005 14 T17499984 B3 7/2/19 36 T17500006 15 T17499985 B4 7/2/19 37 T17500007 16 T17499986 B5 7/2/19 38 T17500008 17 T17499987 B6 7/2/19 39 T17500009 18 T17499988 B7 7/2/19 40 T17500010 19 T17499989 B8 7/2/19 41 T17500011 20 - T17499990 Cl 7/2/19 42 T17500012 21 T17499991 C2 7/2/19 43 T17500013 22 T17499992 C3 7/2/19 44 T17500014 Truss Name Date C4 C5 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 6r TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. iiFs ,< OR I O, C?N s/ONAI E�%%' Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6634 6904 Padre East Blvd. Tampa R. 33610 Date: July 2,2019 Albani, Thomas 1 of 2 1827/01-GEM-PASSMAN A2 Roof Special 1 1 2-0-0 5-]d '"­218-10-8 1ry 2 -8-0 27-10-0 31-9-0 2-0-0 6]d 5-0-12 I- 8-2-8 0144V 3-0-8 5-2-0 F 3-11-0 04E Scale =1:n.1 4x6 = 6.00 12 6 3x4 J 7 6x8 = 5.12 = 27 ' 28 4x6 = ST1.5%8 STP = 3xfi i 5xe i 3 5 9 4 3x4 i 25 3 2x4 II 26 4z6 m 2x4 II 4 1 a 4 10 14 II 2 13 4x6 = 1 0 1 2x4 = 3x8 = 11 10 16 15 2x4 11 Sx6 = 3xfi = 3x4 = 2.4 11 STI.5x8 STP = ' ST1.5x8 STP = 6x8 = 2x4 11 5-70 10-4-0 .0 I.M.-4 22.8-0 27-10-0 17 11-8 31.9-0 5-7-4 1 4-8-12 8-7-0 3-5-0 5-2.0 0- -8 3-9-8 Plate Offsets (X,Y)- (9:0-5-4.0-3-01 (15:0-3-80-3-01 (17:0-2-20-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.16 13-14 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.3213-14 >801 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz CT) 0.11 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH Wind(LL) 0.09 12.13 >999 240 Weight: 200 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc pudins, BOT CHORD 2x4 SP No.2 'Except- except end verficals. 5-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: WEBS 2x4 SP No.3 *Except* 5-4-0 oc bracing: 14-15 9-10: 2x4 SP No.2 OTHERS '. 2x4 SP No.3 *Except* 9-24: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=470/0-8-0, 15=1204/0-8-0, 25=725/0-6-0 Max Horz 2=316(LC 12) Max Uplift 2=-72(LC 12), 15=-391(LC 12), 25=-185(LC 13) Max Grav 2=479(LC 23), 15=1204(LC 1), 25=725(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-385/17, 5-6=-714/386, 6-7=-628/411, 7-8=-716/368, 10-24=-299/677, 9-24=-299/677 BOT CHORD 2-16=-1 31/274,15-16=-131/274, 14-15=-993/572, 5-14=-911/614, 12-13=285/626, 10-11=-275/524 WEBS 3-15=-343/141, 5-13=-152/656, 6-13=-90/315, 8-10=-749/426, 9-25=-763/352 NOTES- 1) Uhbalanced 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.Opsf; h=15H; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -2-0-13 to 3-1 ", Intedor(1) 3-11-3 to 19-3-0. Exterior(2) 19-3-0 to 25-3-0, Interior(l) 25-3-0 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pat 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) Bearing at joint(s) 25 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2 except 0=11b) 15=391, 25=185. Thomas A Alban! PE No.39380 h1lTek USA, Inc, FL Cert 6834 6904Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Qw N'vo Vetlty design pmemea"send RF NOTES ONTNIg ANp WcIUDEe MREK NEFENANCE PAGEMLL]4T3rev. lapa101g BEFORE USE Designvalld for tsse oNy wMs MRalv®connecton. iha tlesign h do Ny upon parameters shown. antl a for an Intllvidual building component. not a finssystem. Before use, me bwld'mg designer mustverM me applicObOily of tlesign parameters antl properly InCamarafe itJs tleggn Into the overoll bWtivxl tleggn. &acing lndlWietl bto prevent bucWNg of lntlMWal host web antllor chord members oNy. Atltlitional temporary antl permanent bracing 8 alwaysrequhad for siabllity ontl fo preventcdlopse wlih posoble personal Injury and propeM damoge. For general guitlance regartling the tobricencn, storage, dalNery, emcton and bracing of hustes antl inert systems seeAN5UIP11 CYOmy CMtrM, p$$-09 and 6CSI Wid„p gOtmPenrrOf fkfi.Nlmfwmo6o=I.ble hem Truss Plofe Ire6Me, 218 N. tee street Sind."2, Alexond4o. VA 22314. MR, Miiek' 6904 Pollee East BNd. Tampa, FL 33610 Job Truss Thus Type s x Oty Ply T77499974 1827101-GEM-PASSMAN A4 Roof Special 1 1 Job Reference (optional) Builders First Source, Plant uty, 1-1- - 32566, 8.240 a Jun B 2019 MI I eK industries, Inc. I Us Jul 2 13:06:27 2019 Page 1 ID:rcJP0140c4YPehxeU_io6xzNgS4-xqu3ss7Nq7J2vPbSe5i000HFDSVGou91m4H uO5X0 0 674 10.a0 1?30 22-a-0 1D 3490 2-oa 1 1_7-4 1 so-lz e-7-0 1 3-s-0 "io 7.11.0 dx6 = Scale=1:76.3 6x8 = 6.00 12 6 Sx12 = 46 = ST1.5x8 STP = ' 7 8 27 3x6 i 5A 5 4 3x4 i 3 25 2x4 II 26 4x6 4 2xd 4 12 a ]� 2x4 II 2 13 3x6 = b 1 2x4 = 3x8 = 11 10 2e 9 16 15f 2x4 II 3.4 = 3x4 ll 3x4 = 2x4 11 ST1.5xa STP = ST1.5x8 STP= 6A = 2x4 11 2311-e S]-0 1D60 ipeA 193-0 22 8-0 1 31 9-0 r 5-7-0 I 4-0.12 , BJ-0 I 35-0 1 2-0 7-9 8 - - 61.3 Plate Oftsets(XY)-- [8:0-1-120-3-0] r15:0-3-803-01 [17:0-2-20-"] LOADING lost) SPACING- 2-0-0 CSI. DEFL in (too) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Vert(LL) -0.17 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.3613-14 >715 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.67 Horz(CT) 0.22 25 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.13 11 >999 240 Weight: 206 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-13 oc puffins, BOT CHORb 2x4 SP NO.2 *Except* 'except end verticals. 5-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3'Except' 6-0-0 oc bracing: 13-14. 7-10: 2x4 SP M 31 4-11-Doc bracing: 14-15 OTHERS a 2x4 SP No.3 *Except* 8-24: 2x8 SP 240OF 2.OE REACTIONS. (Ib/size) 2=45610-8-0. 15=1235/0-8-0, 25=735106-0 Max Horz 2=367(LC 12) Max Uplift 2=-47(LC 12). 15=-408(LC 12). 25=-182(LC 13) Max Grav 2=469(LC 23), 15=1235(LC 1), 25=735(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-365/0, 3-5=-261/171, 5-6=-710/314, 6-7=639/333, 7-8=-592/273 BOT CHORD 2-16=-131/256, 15-16=-131/256, 14-15= 1026/617, 5-14=-939/656, 12-13=-331/711 WEBS 3-15=-346/145, 5-13=-202/594, 6-13=0/315,7-13=-324/194, 8-10=-311/675, 10-12=-368/260, 7-12=-348/271, 8-25=-749/337 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph,(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Ex p B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extefior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 19-3-0, Exterior(2) 193-0 to 23-10-0. Interior(1) 23-10-0 to 31-0-0 zone; cantilever left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearing at joints) 25 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2 except 01=lb) 15=408,25=182. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ®Ili Verify design Parameters and READNOTES ON MIS AND MCLUDEDMmE REFERANCE PAGE MX74"mv. HAKV4015 BEFORE USE. �■� Design valid for use only with MroldD connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, The building designer must verify the cpplicabllity, of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. aracinglndlcotedbtopreventbucklingofInd'Mtlualtrussweband/orchordmembersonly. AdtlMonoltemporaryandpennanentbrocing M!Tek' Is always required for stability and to prevent collapse with pasvble personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and Muss systems, seeANSUIPI l Quality Cdfeda, D3049 and SCSI Building Component 6904 Parke East Blvd. Safety Informchor ova6able from Truss Plate Institute, 218 N. Lee Street Suite 318 Alexandria. VA 22314. Tampa. FL 33610 y Truss Truss Type • Ply T17499975 rJob 18P7101-GEM-PASSMAN AS Roof Special �Qty 1 t Job Reference (optional) buildem vim Source, rmm ury, rL-az000, O.CVV Stull OGVI a I'll I On,i,u WIi IC., i, t,. Iutl.,U, CIJ.VO.GJ<V,J 6.8 = 4x6 = 6.8 3x4 = 5x12 = 6.00 12 6 US = ST1.5x8 STP = 7 e 9 e 27 3x6 i 5xG 5 4 3x4 i 3 25 2114 It 26 q 2x4 11 4 a o ly 2x4 11 2 q 4x6 = 13 4x6 =• 1 3x8 = 11 10 0 2x4 = 2B )r. 16 15' 2x4 I 3x8 = 3x4 3x4 = 2x4 11 ST1.5x8 STP = ST1.Sx8 STP = 6x8 = 2x4 5-74 10.0.0 1PBr0 19-3-031-9-0 a:a4 4.enp .a. aa.n a-s-n l 9.1-n Scale=1:79.4 Plate Offsets (X Y)-- [9:0-1-12 0-3-0] [15:0-3-8 0-3-0] [17:0-2-2 0-1-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc)/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) -0.16 13-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.3213-14 >795 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.20 25 n/a da BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.09 12-13. >999 240 Weight: 2131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHOFitI 2x4 SP N0.2 *Except' 5-15: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* 9-24: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2--471/0-8-0;15=1201/0-8-0,25=726/0-6-0 Max Horz 2=393(LC 12) Max Uplift 2=-34(LC 12), 15=-422(LC 12), 25=-196(LC 13) Max Grew 2=480(LC 23), 15=1201(LC 1), 25=732(LC 2) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-387/0, 3-5=-301/167, 5-6=-716/272, 6-7=-600/330, 7-8=-533/287, 8-9=-578/298 BOT CHORD 2-16=-142/276, 15-16=-142/276, 14-15=-990/634, 5-14=-908/676, 12-13=-317/611, 11-12=-358/271, 8-12=-427/314 WEBS 3-15=-345/147, 5-13=-230/554, 6-13=-1/285; 9-11=-349/672, 9-25=-740/356 Structural wood sheathing directly applied or 4-10-5 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 5-4-0 oc bracing: 14-15 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 Extedor(2)-2-0-13 to 3-11-3, Intenor(1) 3-11-3 to 19-3-0, Exterior(2) 19-3-0 to 21-10-0, Interior(l) 21-10-0 to 31-0-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat 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 tit between the bottom chord and any other members, with BCDL= 1O.Opsf. 6) Bearing at joint(s) 25 considers parallel to grain value using ANSVTP[ t angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 15=422,25=196. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Date: July 2,2019 ®WARNING - Venlydes/gryarametersamd READ NOTES ON THISANDINCLUDEDMREKREFERANCEPAGEMP-74"ni,v rd OISBEFOREUSE Design valid for use onlywith Milrek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual truss web and/or chord members only, Addrional temporary and permanent bracing M[Tek- prevent Is always lectuired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and buss systems, SeaMSViPIi Quality CMr♦ds, DSB49 and BCSI BWtlbp Cemponont 6904 Parke Eest BNd. SafNy Infelmpftellovoiloble from Truss Rate Institute, 218 N. We Sheet, Suite 312. Alexondrio, VA 22314. Tampa, FL 33610 Job Truss Truss Type a Oty Ply T17499976 1827101-GEM-PASSMAN A6 Half Hip 1 1 onajl Jp�Reference uti_ Builyers First Source, Plant Gity, FL-32566, 8.240 a Jun 82019 MI I eK Industries, Inc. rue Jul213:U6:902019 Yager ID:rcJP0140c?YPehxeU_io6xzNgS4-LPZBVuAF6wldgJBA7nfPe61 oD0UmT7SbakJyalz05XN -2-0.0 5-]-4 10-4.0 10 gg 0 18.8-0 22-8-0 27-9-8 3241-0 2-0-0 ~ 5-7-4 ~ 4-842 004 T 4-0-0 5-1-8 5- Scale=1:75.6 6x8 = 6x8 = 5x12 = 5x8 = 3x4 = STI.5%B STP = 6.00 12 6 ] P98 9 27 3x4 i 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress 1, YES Code FBC2017/TPI2014 CS'_ TC 0.86 BC 0.76 We 0.81 MehlWind(LL) DEFL. Vert(LL) Vert(CT) Horz(CT) in (roc) Vdefl Ud -0.23 14-15 >999 3160 -0.5314-15 >736 240 027 27 Na Na 0.21 16 >999 240 PLATES GRIP MT20 2441190 Weight: 25811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-6:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-5-15 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt - 5-14, 6-13, 8-11, 9-11 13-15: 2x4 SP No.1, 7-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS • 2x4 SP No.3 *Except* 9-26: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=1335/0-8-0, 27=1157/0-6-0 Max Horz 2=415(LC 12) Max Uplift 2=318(LC 12), 27=-329(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 2177/807, 3-5=-3179/1688, 5-6= 1569/765, 6-7=-1110/646, 7-8=-1108/647, 8-9=-605/333 BOT CHORD 2-18=-1138/1850, 14-15=-1868/2831, 13-14=-802/1320 WEBS 3-18=-745/580,5-14=-1627/1144,6-14=-271/715,6-13=-429/317,11-13= 332/542, 8-13= 560/900,8-11=1036/694,9-11=-628/1137,5-15=-422/913,15-18=-1240/2016, 3-15=-724/969,9-27=-1162/627 NOTES- 1) 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)-2-0-13 to 3-113, Inierior(1) 3-11-3 to 18-8-0, Exterior(2) 18-M to 27-1-13, Interior(1) 27-1-13 to 32-2-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water Fording. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psi 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, with BCDL = 10.0psf. 6) Bearing at joints) 27 considers parallel to grain value using ANSVTPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=318,27=329. Thomas A. Albani PE No.39360 Mji USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 2,2019 ®WARNMIG.Vedrydesignparanlerenand READ NOTES ON TR/SAND INCLUDED MITEKREFERANCEPAGEMu-74Aee.I" 2of5BEFORE USE *� Design valid for use only with MnelaO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not I■.�Y�6 a truss system, Before use, the building designer must verify me oppllcobilry of design parameters and properly incorporate this design Into the overall LL buildIngdesign. Bracing Indicated It to prevent buckling of Individual truss web and/or Chord members only. Additional temporary and permonenfbracing MI)Tek' Is always required for stobllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPR Qua" CMrrM, D58-B9 and SCSI Building Component 69M Palle East DWI. Safety InformatbrYrvoilable from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexandria, VA 22314, Tampa, FL 33610 Job r Truss Truss Type Oly Ply T17499977 1827101-GEM-PASSMAN A7 Roof Special 1 1 Job Reference (optional) BtaTers klrst source, ream ury, rL -JZStiq 6.00 12 27 3.6 G 5x4 5 4 3z4 G ST1.5x8 STP= 3 2x4 I 26 71 II 6 xM I 2 5x12 d 1 19 18 17 3x4 i 3x8 = 2x4 II 6.24U a aun It Zul V MI l eK measures, Inc. I i dal z I4;l I zu re rage 1 5x6 = 3x4 = 5x6 = 6 7 �Ti1� 8 15 7x10 5x8 = 13 2x4 II Scale=1:76.1 6x8 - 6x6 = 5x12 = 3x4 = ST1.5x8 STP= 9 10 Z==T 1 25 19 1 0 1� 12 28 11 5x8 = 3x4 jl LOADING (psU SPACING- 2-0-0 CSL DEFL. in (Joe) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.25 15-16 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Val-0.56 15-16 >690 240 BCLL 0.0 ' Rep Stress their YES WB 0.92 Horz(CT) 0.27 25 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.23 17 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 5-18,81 SP No.3, 14-16: 2x4 SP Ni WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 "Except' 10-24: 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 2=133510-8-0, 25=1157/0-6-0 Max Horz 2=406(LC 12) Max Uplift 2=-324(LC 12), 25=-298(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-21761762, 3-5=-3152/1503, 5-6=-1530/708, 6-7=-1258/700, 7-8=-1269/716, 8-9=-1235/678, 9-10=-637/333 BOT CHORD 2-19= 1055/1852, 5-16=-372/924, 15-16=-1711/2865, 14-15=-687/1251, B-14=-579/377 WEBS 3-19=-747/529,5-15=-1694/1055, 6-15=-153/604; 12-14=-325/563,.9-14=-580/1007, 9-12=-1047/668,10-12=-597/1139, 16-19=-1103/1983, 3-16= 585/936,10-25=-1164/599 PLATES GRIP MT20 244/190 Weight: 2501b FT=20% Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-9-0 oc bracing. Except: 10-0-0 oc bracing: 16-18 1 Row at mil 5-15,.9-12 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60ni (3-second gust) VascIl 24mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterlor(2)-2-0-13 to 3-113, Intedor(1) 3-11-3 to 19-3-0, Exterior(2) 19-3-0 to 20-9-8, Interior(1) 20-9-8 to 32-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearing at joint(s) 25 considers parallel to grain value using ANSI/1PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joints) except Ot=1b) 2=324, 25=298. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Bate: July 2,2019 0 WARNING- VeNry Eeal9a ParametaaanCFEAO NOTES ON TN/SAND INCLUDED MI/EKREFERANCEPAGEMIl rev. laT]Q915BEFOREUSE. Design valid for use onlywim MTekl, connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Brocing Indicated is to prevent buckling of Individual truss web and/or chord members only. ACdiBonal temporary and permanent bracing Mffek' is always required 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 fuss systems, meANSVIPl1 Quality Critelli DSBl9 antl BC31 BuIll Component 6904 Parke East Blvd. Safely bformatlonavolable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply T17499978 rJob 1827101-GEM-PASSMAN AS Roof Special 1 1 Job Reference (optional) Bwl.ders First Source, Plant City, FL - 32566, ST1 c cnF,-,- 3x4 = Us = 2x4 11 4x6 = 8.240 s Jun 8 2019 MiTek Inausuies, . Tue Jul 2 13:06:32 2019 Pagel IIZFBhtjX784E77xlpul2o2fAzO5XL Scale =1:6Z8 6x8 = 6xl2 MT20HS = STP = 5-7-4 10.8-0 19-3.0 22-&0 229-8 27-9-8 32-71-0 5-7.4 i 60-12 8-7.0 3-5-0 0- -8 5.0-0 20 1 I; Plate Offsets(XY)-- [1:0-1-OEdee] [8:0-T-120-3-0] [13:0-5-80-4-0] [15:0-6-120-4-8][18:0-3-80-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.84 Vert(LL) -0.23 14-15 >999 360 MT26 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.52 14-15 >742 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 HOrz(CT) 0.27 20 n/a rJa BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.22 16 >999 240 Weight: 2321b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 3-5: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 4-17,6-11: 2x4 SP No.3, 13-15: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 OTHERS - 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=1202/0-8-0, 20=1165/0-6-0 Max Hom 1=349(LC 12) Max Uplift 1=-270(LC 12), 20=-282(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2239/924, 2-4=3203/1526, 4-5=-1539/722, 5-6=1445l783, 6-7=-1421/742, 7-8=-742/374 BOT CHORD 1-18=-1102/1914, 4-15=-412/949, 14-15=-1686/2914, 13-14=-752/1436, 6-13=-531/338 WEBS 2-18=-750/528,.4-14=-1742/1071, 5-14=-363/913, 6-14=-366/199, 10-13=-373/670, 7-13=-570/1050,7-10=-1110/674,8-10=-611/1210,15-18=-1166/2052,2-15=-552/919, B-20=-11751584 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 4-9-4 oc bracing. Except: 10-" oc bracing: 15-17, 11-13 1 Row at micipt 4-14, 7-10 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=15ff; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0.4-0 to 6-4-0, Interior(1) 6-4-0 to 19-3-0, Exterior(2) 193-0 to 22-9-8, Interior(l) 22-9-8 to 32-2-0 zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated: 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beading at joint(s) 20 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Ot=lb) 1=270. 20=282. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Truss - Truss Type n OIy Ply T17499979 7ob 01-GEM-PASSMAN A9 Roof Special 1 1 Job Reference (optional) tubers rlrsl LOWaa, rram uny, rL- aecub, 4x6 = 4 B.z4U a Jun 8ZU19 MI I eK Inc. IUe JUI 21J:Ub:J3ZU19 6x8 = OHS= STP= 16 19 3.6 = 14 13 12 11 10 3x6 = 3x4 11 2.4 11 3x6 = 5x8 = 3x4 II fi-0.S9-6 12-4-12 19.4-12 24-9-8 32-11-0 fi- Scale = 1:71.0 Plate Offsets (X,Y)-- [2:0-3-0,0-3-01, [6:0-1-12,0-3-0] [9:0-0-4,0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.81 Vert(LL) -0.11 10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.2311-12 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 HOrz(CT) 0.20 16 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.12 1-14 >999 240 Weight: 213Ile FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-11: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* 6-7:2x4 SP No.2 WEBS OTHERS - 2xB SP 240OF 2.0E REACTIONS. (lb/size) 1=1218/lvlechanical, 16=1189/0-6-0 Max Horz 1=323(LC 12) Max Uplift 1=-276(LC 12), 16- 267(LC 13) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 1-2=-2293/968, 2-3=-1793/813, 3-4=-1361/699, 4-5=-1343/699, 5-6=-1259/596 BOT CHORD 1-14=-1064/1973, 12-14=-1064/1970, 4-9=-328/819, 8-9=-609/1277 WEBS 2-14=0/263, 2-12=-503/363, 3-12=-9/283, 9-12=-818/1452,3-9=-546/339,.5-9=-278/138, 5-8=-779/517, 6-8=.682/1446, 6-16=-1215/573 Structural wood sheathing directly applied or 2-2-0 cc puffins, except end verticals. Rigid ceiling directly applied or 5-3-10 cc bracing. Except: 10-0-0 cc bracing: 9-11 1 Row at midpt 3-9.6-8 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.Opsh h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-12 to 6-0-12, Interior(1) 6-0-12 to 19-3-0, Extedor(2) 19-3-0 to 24-9-8, Inter or(1) 24-9-8 to 32-2-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSUfP11 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 1=276, 16=267. Thomas A. Alban! PE No.39380 Mi rels USA, Inc. FL Carl 8634 6904 Padre East BNd. Tampa FL 33610 Date: July 2,2019 WARNING- Vadly deal10parae feraand READ NOTES ON TNISAND WCLUDWM/TEKREFEBANCEPAGEM674M.r .. IDB'L2015BEFOREUSE �■/ Design volid for use any AIM MBek® connectors. This design Is tooled only upon parameters shown, and Is for an Individualbulltling component, not a hu a system. Before use, the bulltling designer must verify the applicability of doslgn Parameters and properly Incorporate this design Into the overall +.i■w■` bulding design. Bracing indlcated Is to prevent buckling of IndMduol tmssweb and/or chord members only. Additional temporary and permanent bracing A Welk' Is always reaulred for stoblllty and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fcbriccaom storage. delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quaintly Crump. DS549 and BCSI Building Component 69M Parke East Blvd. Safety Wonnalbfwoilable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss ------------------- ype l Oty PlyT17499980 1827101-GEM-PASSMAN A10 7R,,fecial 1 1 Job Reference (optional) Build.Brs First Source, Plant City, FL-32566, 8.240 s Jun 82019 MI IeK mausmes, ]no. l ue dul 21'd:ub:22 Eul9 Pagel ID:rcJP0140c?YPehxeU_io6xzNgS4-as4Ap84E?SHIs4Xef5VXJOi PfCICbXGOkVNXIIzOSXV 6-9-5 12.442 19-3.0 20.9-8 32-11-0 Scale = 1:69.9 US = OHS= STP= n Ia 3x6 = 14 13 12 11 10 3x6 = 3x4 II 2x4 II 3x6 = Sell = 3x4 11 0.9-5 12-412 19-4-12 2fi-8-0 2E9.8 32-11-0 fi-9-5 5.7-7 ]-0.0 ]-3-4 0. -B 6-1.8 Plate OBsets(XY)-- [1:0-0-4Edae] [2:0-3-00-3-0] [6:0-1-120-3-0] [9:0-4-40-2-01 -- LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.14 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.31 8-9 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(CT) 0.16 16 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.12 1-14. >999 240 Weight: 206111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 4-11: 2x4 SP No.3 WEBS 2x4 SP No.3'ExcepV 6-7:2x4 SP No.2 OTHERS - 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=1218IMechanical, 16=1189/0-6-0 Max Hom 1=297(LC 12) Max Uplift 1=-281(LC 12), 16=-259(LC 13) BRACING - TOP CHORD Structural woad sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-10 ad bracing. Except: 10-04) oc bracing: 9-11 WEBS 1Row at midpt 3-9,5-9 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2293/991, 2-3=-1792/834,3-4=-1365/716,4-5=-1377/692, 5-6=-1223/567 BOT CHORD 1-14=-1034/1974, 12-14=-1034/1970, 4-9=-267/772, 8-9=-584/1249 WEBS 2-14=0/263,2-12=-504/366, 3-12=-20/274, 9-12=-762/1474,3-9=541/341, 5-8=-887/560, 6-8=-692/1488, 6-16- 1233/568 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=S.OpsY h=1Sit; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2) 0-0-12 to 6-0-12, Intedor(l) 6-0-12 to 19-3-0, Exterior(2) 19-3-0 to 25-3-0. Intedor(1) 25-3-0 to 32-2-0 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1-.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 1=281,16=259. Thomas A. Albani PE No.39380 hitTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Verity Cesignparameters and READ NOTES ON TN/SANDINCLUDED MIrEKNEFEBANCE PAGEMX74"nn,. Memoir BEFORE USE valid for use only with Mflekal connectors. this design Is based only upon parameters shown, and Is for an IndMduol building component, not pat a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate thb design Into the overall bullding design. &acing Indicated is to buckling lnalviduaifruss web and/or Additional temporary and permanent bracing pA Welk' prevent of chord members only., Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, deft ery, erection and bracing of trusses and f systems seeANSVMll duality Cast DS349 and BCBI Building Component 69M Palle East Blvd. Safety Informatlarx iioble from Truss Plate Institute.218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type 4 Oty Ply rJob T77499981 I01-GEM-PASSMAN A11 Roof Special 1 1 Jab Reference (opti j 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:23 2019 130143M First Source, Hlam City, FL-32566, US = )HS = STP = 16 3x6 = 14 13 12 11 5xS = 2.4 II 2.4 II 3x6 SxB = 30 II U6-9-5 72-4-12 11,4-12 28-8-0 28 -8 32-11-0 SS 5-7-7 7-0-0 9-34 0- -8 4-1-8 Scale=1:65.6 Plate Offsets (X,Y)— [1:0-0-4,Edgel, [2:0-3-0,0-3-01. [7:0-1-12,0-3-01 [10:0-4-4,0-2-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.94 Vert(LL) -0.28 9-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) --0.57 9-10 >686 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.10 16 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(ILL) 0.12 1-14 >999 240 Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 4-11:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 7-8: 2x4 SP No.2 OTHERS ' 2x8 SP 240OF 2.0E REACTIONS. (lb/size) 1=1206/Mechanical, 16=1170/0-6-0 Max Horz 1=271(LC 12) Max Uplift 1=-292(LC 12), 16=-262(LC 13) FORCES. (lb) -Max Comp/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2265/1018, 2-3=-1768/862, 3-4=-1336/741, 4-5=-1308/741, 5-6=-1273/595, 6-7=-1063/460 BOT CHORD 1-14_ 1011/1949, 12-14=-1012/1945, 4-10=405/821, 9-10= 591/1216 WEBS 2-14=0/258, 2-12=-500/362, 3-12=-17/283, 10-12=-746/1522,3-10=-547/348, 6-9=-803/440,7-9=-611/1447, 7-16_ 1290/602 Structural wood sheathing directly applied or 2-8-8 oc pudins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at micl 3-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Vind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psQ BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 6-0-12, Interior(1) 6-0-12 to 19-3-0, Extenor(2) 19-3-0 to 25-3-0, Intedor(1) 25-3-0to 32-2-0 zone; cantilever left and fight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10,0 pat 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to,girder(s) for truss to truss connections. 8) Bearing at joint(s) 16 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 1=292,16--262. Thomas A. Alban! PE No.39380 MTek USA, Inc, FL Ced ISM 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Truss Truss Type 4OtYPlyT17499982 FJobJ 101-GEM-PASSMAN Al2 Roof Special 1 1 Job Reference (optional) Builjers First Source, rim Uity, FL- 3.2566, 524U 5 Jan B 201 a MI I eK Inausmes, Ine. I ue JUI z 1 J:Va:a4 eu ie Scale=1:66.6 3x6 = 16 2x4 II 4x6 = 15 14 13 3x4= 5ot = 3x6- 3.4 II STP = 3.6 II fi-9-5 12-412 19-L12 2410-8 30-6-0 32.5.0 ts� aT-a Plate Offsets (X Y)- [12:0-4-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.10 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.72 Ven(CT) -0.2313-15 >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(CT) 0.07 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.11 1-16 >999 240 Weight: 200 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHOFrD 2x4 SP No.2 'Except' 5-13:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3'Except' WEBS 91 SP No.2 REACTIONS. (lb/size) 10=1189/0-4-0, 1=1189/Mechanical Max Horz 1=249(LC 12) Max Uplift 10=-262(LC 13), 1= 291(LC 12) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 1-2=-2229/1013, 2-4=-1731/854, 4-5=-1284/731, 5-6=-1271/727, 6-7=-1390/664, 7-8=-1715/931, 7-9=-313/339, 8-10=-1119/569 BOT CHORD 1-16=-97011918, 15-16=-97011918. 5-12=-371/759, 11-12=-533/1191 WEBS 2-16=0/257, 2-15=-505/364, 4-15=-18/304, 12-15=-727/1418, 4-12= 560/352, 6-12=-262/184, 8-11=-432/1045 Structural wood sheathing directly applied or 2-9-14 oc patina, except end verticals. Rigid ceiling directly applied or 5£-14 oc bracing. 1 Row at midpt 4-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; Il5ft; Cat.11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-0-12 to 6-0-12, Inter or(1) 6-0-12 to 19-3-0, Exterior(2) 19-3-0 to 25-3-0, Interia(1) 25-3-0 to 32-2-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Muss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 10=262, 1=291. 8) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Thomas A Albani PE No.3938D MTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 0 WARNING- Ven/y EesignpamorerersanCNERD NOTES ON TNISAND INCLUDED MfrEKREFERANCEPAGEMO-74YJ rev. 10401401SSEFOREUSE. Design valid for use only with MTek® connectors. This design Is board only upon parameters shown and Is for an individual building component, net a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �r��" building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MTek* k always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Wo systems, seeµSVrp11 Copll CMeM. DSB-89 and SCSI Building Component 69M Parke East BNtl. Safety Informatbnavailoble from truss Plate Institute. 218 N. Lee Street. Suite 312, Nexondrlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type - Oty Ply T17499983 1827101-GEM-PASSMAN B2 Hip i 1 Job Reference (optiona0 BuilQers First Source, Plant City, FL - 32566, 8.240 s Jun 8 2U19 Mu ex maustnes, Inc. I ue Jul z iu:u5:85 2e19 rage 1 ID:rcJP0140c7YPehxeU_io6x NgS4iMM4YbEOxSw 408wKEaLA]hbR9y8R5KOOiGVzO5Xl fi-9-5 13-0- 18.2-0 20.4-0 26-2-4 28-8-12 33-5-0 r 6-9-5 6-2-13 + 61-13 2-2-0 5-10.4 6- 6-8-4 'Special' indicates special hangers) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of 4x6 = others. This applies to all applicable truss designs in this job. axe = Scale=1:60.2 Special 3615 20 14 21 13 12 11 10 9 = 3x4 = 4x6- 3z4 = 3z4 = 3zG - 3x4 = 44 It 9-2-13 18-2-0 20.4-0 26.2-4 26r8-12 33-5-0 9-2-13 8-11-3 2-2-0 5.10.4 .6- 6-8-4 Plate Offsets (X Y)-- [9:Edge 0-3-8] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.38 13-15 >999 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.89 Vert(CT) --0.6513-15 >609 240 BCLL 0.0 Rep Stress Incr YES W B 0.60 Horz(CT) 0.06 9 rda n/a BCDL 10.0 Code FBC2017/t'PI2014 Matrix-SH Wind(LL) 0.2213-15 >999 240 Weight: 196 Ib FT=20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 SP No.2 2x4 SP No.2 `Except` 1-14:2x4 SP No.1 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-9 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-5 oc bracing. WEBS 1 Row at midpt 4-13,.7-12 REACTIONS. (lb/size) 1=1229/Mechanical, 9=2138/Mechanical Max Horz 1=205(LC 12) Max Uplift 1= 298(LC 35),.9=-496(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2278/1119, 2-4=-2074/1079, 4-5=-1302/816, 5-6=-1099f794, 6-7=-1304/836, 7-8=-1362J72B, 8-9=-2065/899 BOT CHORD 1-15=1041/1982, 13-15= 763/1495, 12-13=-440/1099, 10-12=-545/1149 WEBS 2-15=-329/361, 4-15=-243/618, 5-13=-231/491, 6-12=-208/283,7-10=-305/286, 8-10=-551/1163, 4-13=-659/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160ni (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-0-12 to 6-0-12, Interior(1) 6-0-12 to 18-2-0, Exterior(2) 18-2-0 to 28-9-13, jntenor(1) 28-9-13 to 33-34 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load 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, with BCDL= 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) except (jt=lb) 1=298, 9=496. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 933111 down and 272 lb up at. 33-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=-54, 5-6=-54, 6-8=-54, 1'-9=-20 Concentrated Loads (Ib) Vert: B=-91 O(F) Thomas A Albert PE No.39380 MTek USA, Inc. FL 16634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING -Verifydeslgnpammeremand READ NOTES ON M6ANDINCLUDEDMITEKNEFENANCEPAGEM27473me 1411J40ISBEFOFE USE �■�` Design valid for use only with MlTi connectors. this design is based only upon parameters shown. antl is for an individual building component not a truss system. Before use, the building designer must verify the oppllcobility of design parameters and properly incorporate this design Into ire overoll buldini BtacingIndicated istoprevent buddingofindMdualtmssweband/or chord members only. Additional temporary and permanent bracing ■�•QYI� MiTek' 6 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSWn Quality CModa, DS349 and BCSI Building Component 69M Parke East Blvd. Safety Informafbnlvoilable from Two Plate Institute, 218 N. Lee Street. Suite 312. Nexontlrio, VA 22314. Tampa, FL 33610 Job - Truss Truss Type • 0ly Ply T77499984 1827101-GEM-PASSMAN B3 Hip 1 1 Job Reference (optional) CUnpers'in,r auwGe, rldnlfilly, rL- Jeaup, a.z4u s Jun a ea ro m i i en inu comes, m4. r rdyer IDMc1P0140c7YPehx U_io6)aNgS4-AZwSlxE0im2mYEbKU1 1ptNHs9rUWtteUygmGm¢05XH 27-5-14 fi-9-5 13-0-3 17-0-0 21-6-0 26-0-8 262-4 &24a3, 1 &1143 4E-0 I 4-6-8 0-1112- 1a-10 Scale = 1:58.1 4x6 = Sx8 = d dew ' 6 3xG 15 19 14 20 13 21 12 11 10 9 = 3x4.= 31 = 3x6 = 3x4 0 3x6 = 3x4 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.64 BC 0.93 WB 0.64 Matrix-SH DEFL. in Ven(LL) -0.18 Vert(CT) -0.40 HOrz(CT) 0.07 Wind(LL) 0.15 (fee) I/dell Ud 1-15 >999 360 1-15 >994 240 9 Na n/a 1-15 >999 240 PLATES GRIP MT20 244/190 Weight: 2051b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or3-0-1 oc puffins, BOT CH09D 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 1=1229/Mechanical, 9=1229/Mechanioal Max Holz 1=196(LC 12) - Max Uplift 1=-292(LC 12),'9=-255(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2271/1159, 2-4=-2063/1123, 4-5=-1395/912, 5fi=-1203/863, 6-7= 1301/857, 7-8=-1366/749,8-9=-1161/699 BOT CHORD 1-15=-1097/1978, 13-15=-788/1494, 12-13=-466/1100, 10-12=-558/1152 WEBS 2-15-347/368,4-15=-257/566, 5-13=-205/411,6-13=-154/324,7-10=-275/271, 8-10=-556/1168,4-13=-559/479 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., GCpl=0.18; MW FRS (envelope) and C-C Extedor(2) 0-0-12 to 6-0-12, Intedor(1) 6-0-12 to 17-0-0, Extedor(2) 17-0-0 to 29-11-13, Intenor(1) 29-11-13 to 33-0-4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 20.01 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, with BCDL= 10.01 6) Aster to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001In uplift at joint(s) except Gt=1b) 1=291 Thomas A. Alban! PE No.39380 Ill USA, Ina. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QwARNING- Venlydesign parameters end READNOTES ON THLSANDINCLUDED MITEKREFENANCEFAGEMIF74T9rev. 1t4p320156EFORE USE Design valid for use only with MBel,® connectors. Phis design is based only upon parameters shown, and Is for an Individual building component, not a thus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate finis design Into the overall building design. Bracing Indicated is to prevent buckling of Individual two web and/or chord members only.. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding file fabrication storage, delivery, erection and bracing of trusses and buss systems, seeAN5UIPil Quality CMeda, D511d9 and BCSI Building Component 61 Parke East Blvd. Salsty, mformatprpvollable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610' Truss Truss Type • Oty Ply r182JobI 7101-GEM-PASSMAN 84 Hip 1 1 Job Refere c (pf na0T77499985 Buil4ers First Source, Plant City, FL-32566, 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:06:37 2019 Page 1 ID:rcJ P0140c7YPehxeU_io6xzNgS4-elUrzHFeT3AdAOAW 11H2Obq_BFr%cF W dOKVpKOz05xG 7-9-4 15.0.0 23-6-0 33-5-0 7-2-12 8-6-0 9-11.0 5.8 = 6.00 rl2 5x6 = Scale = 1:57.6 3x6 = 10 9 8 16 7 6 2x4 11 3x6 — 3x4 = 61 = 46 11 Plate Offsets (X,Y)-- 12:0-0-0 0-3-41 I3:0-5-e 0-2-41 I4:0-4-0 0-2-81 15:Edge 0-1-12] I6:Edge 0-3-81 A:0-2-12 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.88 Vert(LL) -0.23 6-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.48 6-7 >836 240 BCLL' 0.0 Rep Stress Incr YES WE 0.98 Hori 0.07 6 Na rVa SCOL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.16 1-10 >999 240 Weight: 187 lb FT=20% LUMBER- .BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD 3-4: 2x4 SP No.1, 4-5: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONt. (Ib/size) 1=1229/Mechanical, 6=1229/Mechanical Max.Horz 1=179(LC 12) Max Uplift 1=-280(LC 12), 6=-238(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2280/1202; 2-3=-161 W972, 3-4=-1187/835; 4-5=-1444/796, 5-6=-11391731 BOT CHORD 1-10=-1116/1957, 8-10=-1117/1954, 7-8= 681/1371 WEBS 2-10=01328, 2-8=-674/500 3-8=-163/540,3-7=-348/184, 4-7=-15/308, 5-7=-492/1122 Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 5-3-14 no bracing. 1 Row at midpt 2-8, 3-7 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.Opst h=151t Cat. II; Exp B; End, GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 6-0-12, Intedor(1) 6-0-12 to 15-0-0, Extedor(2) 15-0-0 to 31-11-13, Intedor(1) 31-11-13 to 33-3-4 zone; cantilever left and right exposed ;C-C for members and forces& MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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, with BCDL = 10.Opsf. 6) Rater to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 1=280, 6=238. Thomas A. A@ani PE No.39380 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 2,2019 AWARNNG-VeNry dealpnp ms.Kers antl READ NDTES ONTNISAND INCLUDED MREKREFER4NCEPAGEMO74T3 rev. IaNYI01SBEF0RE USE. ��®® Deign valid for use only with Maea connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify Me applicability of deign parameters and properly incorporate Its design Into the overall building design. Bracing indicated is to prevent buckling of lndivitlual truss web and/or chord members only, Additional temporary and permanent bracing ��Y�• MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANsp1P11 Quality Criteria. DS049 and SCSI Building Component Safety Informatbrgvcilable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314, 69" Parke East BNd.. Tampa, FL 33610 Job • Truss Tnus Type a Gty Ply T77499986 1827101-GEM-PASSMAN Bb Roof Special 1 1 Job Reference (optionall BUllgers Frst source, clam Gny,+L- J2bbb, 8.241) 6 Jun 6 ZV19 MI 1 eK MaUSines, Inc. 1 UB Jul 2 1 s:VO:JU 3x6 = 1 3x4 = 13 2 3x6 = 3x4 = 3 4 14 4x6 = 5 6.00112 Scale =1:56.9 15 16 Sx6 6 12 17 11 18 10 9 8 7 3x6 II Sx6 = 3x4 = 3x6 5x8 = 3x6 II LOADING (psf) SPACING- 2-0-0 CSL DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Van TCDL 7.0 Lumber DEL 1.25 BC 0.75 Vert(CT) BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(L-) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORE BOT CHORD 2x4 SP No.2 BOT CHORE WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 12=1226/Mechanical, 7=1226/Mechanical Max Horz 12=-159(LC 13) Max Uplift 12=-376(LC 8),7=-276(LC 8) Max Grav 12=1275(LC 2), 7=1226(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1151/662, 1-_2=-1259/624, 2-4=-1616/852; 4-5=-1170/699, 5-6=-1396/673, 6-7=-1155/640 BOT CHORD 10-11=388/1259, 8-10=-617/1616 WEBS 1-11=-774/1566, 2-11=-774/572, 2-10=-303/468, 4-1 0=-1 25/266, 4-8=-615/225, 5-8=0/320, 6-8=-419/1151 in (lac) Vdefl L/d PLATES GRIP -0.1411-12 >999 360 MT20 244/190 -0.29 11-12 >999 240 0.04 7 r/a n/a 0.09 10 >999 240 Weight: 199 lb FT=20% Structural wood sheathing directly applied, except end verticals Rigid ceiling directly applied or 7-5-6 oc bracing. i Row at midpt 1-12, 1-11, 4-8 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 Extedor(2) 0-1-12 to 6-1-12, I116-1-12 to 25-6-0. Extedor(2) 25-6-0 to 31-6-0, Interior(1) 31-6-0 to 333-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for.truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except al=lb) 12=376,7=276. Q1 Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNING.Vwltytlesignparametesand READNOTES ON MSANDWCLUDEDMR KREFERANCEPAGEMIP7TJre 1D 015BEFOREUSE �■■' Design valid for use only with finesse connectors. This design is based only upon parameters shown, and is for an Individual building component, not a toss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall burcingdeslgn. Bracing Indicated is to prevent buckling of Individual web and/or chord members only. Additional temporary and permanentb i•��qw` OW MOW Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery. erection and bracing of fusses and truss systems, seeANSVIPII GualBv Criteria. DBBd9 and BCSI Building Component Safely mfonna6emvalloble from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22 14. 6904 Parke Ent Blvd. Tampa, FL 33610 Truss F18271:01-131i T17499987 -PASSMAN B6 jR..fSTp'.Pe,., 777��Jdlp �R,%,,qe t onah ouuyers rise aourae, "am ury, rl. -JLbl 8.240 s Jun 82019 MI I all Inaustnes, Inc. Tue Jul 2 13:06:39 2019 Pagel ID:rcJP0140c?YPehmUjo6xzNgS4-b7cbOzHv9hOLPhKv9AJWVOvJ2cr4Evwee_wPGzO5XE 6-11-6 13-9-0 20-6-10 27-6.0 33-5.0 6-01-6 6-9-10 6.9-10 6-11-6 5-11-0 3x4 = 16 2 2.4 II 3x6 = 3x4 = 3 4 6 17 Scale = 1:56.9 Ex8 - 6.00 12 6 �Nu 15 14 13 12 11 10 9 8 3x6 11 3x6 = 3x6 3.8 = 3x4 = 3x6 3x4 - 3x6 11 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL '1.25 Lumber DOL 1.2-9 Rep Stress Inc, YES Code FBC2017TFP12014 CSI. TC 0.93 I C 0.57 WB 0.61 Matrix-SH -DEFL Verl Val-0.22 HOrz(CT) Wind(LL) in (lac) Vdefl L/d -0.1111-12 >999 360 11-12 >999 240 0.05 8 rVa I'll 0.11 11-12 >999 240 PLATES GRIP MT20 244/190 Weight: 2021b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-9-6 oc bracing. WEBS 1 Row at midpt 1-14 REACTIONS. (lb/size) 15=1226/Mechanical, 8=1226/Mechanical Max Harz 15= 118(LC 13) Max Uplift 15=-375(LC 8), 8=-300(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-1164/641, 1-2=-1251/609, 2-3=-1813/898, 3-5=-1813/898, 5-6=-1784/947, 6-7=-1294/655,7-8= 1173/647 BOT CHORD 12-14=42211251, 11-12= 759/1784, 9-11=-478/1088 WEBS 1-14=-773/1591, 2-14=-861/566, 2-12=385f726,3-12=-351/270, 5-11=-419/293, 6-11=-360/891, 6-9=-340/272, 7-9=-491/1158 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psp BCDL=5.Opsf; Irl Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C EMedor(2) 0-1-12 to 6-1-12, Interior(l) 6-1-12 to 27-6-0,Extenor(2) 27-6-0 to 33-3-4 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).Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 Ito uplift at joint(s) except Ut=lb) 15=375,8=300. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 2,2019 0 WABNWG- Ventydeslgnparmnahvsand READNO7ES ON TNISANDWCLUDEDMREKBEFEBANCEPAGEU&74M., 10ro.A?V15BEFORE USE �■�" Design valid for use only with MReleDconnectors. This design is based only upon parameters shown, antl is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameters and properly incorporate this design into the overall buildingdesign.&vcingindicated istoprevent buckling ofIndividual truss web and/or chord members only.. Additional temporary andpennanen!bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For generol guidance regarding the fabrication, stol delivery, erection and bracing of trusses and truss systems, seeANSVIPll Quality CmnW, 101111419 and SCSI Building Component Salty Inlomlatlonwoiloble hem Truss Rafe InstiNte, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MOW 69M Parke Earl Blvd. Tampa, FL 3361 e Job Truss Truss Type City Ply T17499988 1827101-GEM-PASSMAN B7 Flat 1 1 Job Reference (optional) bulloers rlrsl Source, rlam idly, I-L- aLeoa, o.G4u s Jun a 4u l a Ml i elf mausmes. Inc. Ius Jul 21 a:u69u Zino race Scale =1:56.9 3x8 = 30 = 5x6 = 2x4 II 5x6 = 3xa = 1 15 2 3 4 5 16 6 14 13 3x6 11 3.8 = 12 11 10 3x6 = 3x4 = 3xB = 9 8 7 3x6 3xB - 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.63 Vert(LL) -0.15 10-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.30 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.1510-11 >999 240 Weight: 194 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-4 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. REACTIONS. (Ib/size) 14=1226/Mechanical, 7=1226/Mechanical Max Uplift 14=-370(LC 8), 7=-370(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1165/610, 1-2=-1492/684,2-3=-2188/971,3-4=-2189/972, 4-5=-2189/972, 5-6=-1485/678,6-7=-1165/610 BOT CHORD 11-13=-694/1492, 10-11=-979/2199, 8-10=-695/1513 WEBS 1-13=-813/1783, 2-13=-870/536,2-11=-374/844,3-11=347/277, 4-10=-338/265, 5-10=-364/826, 5-8=-865/532, 6-8=-BO5/1773 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst; BCDL=5.0pst h=15ft; Cat. II; E1rp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-1-12 to 6-1-12, Interior(1) 6-1-12 to 33-3-4 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) Provide adequate drainage to prevent water ponding. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 14=370, 7=370. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 Q WARNING -Verity dealgn parametemend READ NOTES ON TN/SANOfNCLUOEDMREKREFERANCEPAGEMS74TJrev. laa2,2d1SBEFOREBSE. valid for use only with Mlrelrw contractors. This design Is based only upon parameters shown, and Is for an Individual building component, not Nil' a truss system, Before we. tine building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdeslgn. Bracing Indicated is to prevent buckling of lndIvlduol truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVRII Quist ppyy CdMM, DSB49 and SCSI Building Component 69M Parke East Blvd. Safely In6iatbmvailcble from Truss Plate Institute. 218 N. Lee Street Suae 312, Alexontlrlo. VA 22314. Tampa. FL 33810 Job Truss OiyPlyT17499989 FFrd 1827101-GEM-PASSMAN BB 1 2 Job Reference (optional) oun�nm R131 aawae, non, Illy, ry ucaoo, s Jun 04u l e ml l ex mousmes, no. Ius Jul L IJ:uo:eJ 4u la rage I DU_io6xzNgS4-Tvr6DKKP2v uJdgD?OSfs49ff4O JWZGy8Y1 zOSYA Scale = 1:56.9 NAILED NAILED NAILED NAILED NAILED .NAILED 4.6 = NAILED NAILED 3x4 = NAILED NAILED 7x10 = NAILED NAILED 2x4 II NAILED NAILED 7x10 = NAILED NAILED 46 - 1 15 1s 17 2 18 19 20 3 91 99 49p 94 95 9p 5 97 qp qG 6 14 30 3x6 11 NAILED 31 32 13 33 12 34 11 35 35 10 37 se 9 39 8 40 41 42 7 NAILED 06 = 4x6 = NAILED 3x4 = NAILED NAILED 3x8 = NAILED 46 = NAILED 46 = NAILED NAILED 3x6 11 NAILED NAILED NAILED NAILED NAILED NAILED NAILED LOADING (psl TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/rP12014 CSI. TC 0.30 BC 0.57 WB 0.84 Matrix-SH DEFL. Vert(LL) Ved(CT) Horz(CT) Wind(LL) in (roc) Well Ltd -0.17 10-11 >999 360 -0.34 10-11 >999 240 0.05 7 n1a n/a 0.2010-11 >999 240 PLATES GRIP MT20 244/190 Weight: 4681b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied Or 6-" oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=2409/Mechanical, 7=2415/Mechanical Max Uplift 14=-873(LC 4), 7=-870(LC 4) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-2275/914, 1-2=-3963/1441, 2-3=5826/2109, 3-4=-5826/2111, 4-5=-5826/2111, 5-6=-3953/1428, 6-7=-2277/911 BOT CHORD 11-13=-1441/3963, 10-11=-2130/5854, 8-10=-1466/4025 WEBS 1-13= 1594/4385, 2-13=-1694/886, 2-11=-751/2092, 3-11=-659/475, 4-10=-639/459, 5-10=-729/2033,5-8=-1684/881, 6-8=-1578/4370 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 ad. 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 CASE(S) section. Ply to .ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10; Vull160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; Cat. II; Exp B;. Encl., GCpi=0.18; MW FRS (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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jolnt(s) except Ut=lb) 14=873, 7=870. 9) "NAILED" indicates 3-1Od (0.148"x3°) or 3-12d (0.148•x3.25") toe -nails per NDS guidlines. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: T-6=-54, 7-14=-20 Thomas A Alban! PE No.39380 ll USA, Inc. FL Cart 86U 6904 Parke East Blyd. Tampa FL 33610 Date: July 2,2019 Q WARNA9G- Vedlydeslgnpnsmeten and HEAD NDTES DN TRISAND MCLUD£DMIFEKREFERlINCEPAGEM/1-7473roe 1WDY2a156EFORE USE �■� Design valid for use only with Mnea connectors. This design is based only upon parameters shown. and is for on Individual building component, not a truss system. Before use, he building designer must verIfy the opplicablllty of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. BrecingIndicated btoprevent bucking ofIndividual trussweb and/or chord members only.. Additional temporary and permanent trading Is always required for stability and to prevent collapse win possible personal injury antl properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bra ing of trusses and Truss systems seeANSI/rPll Quality Criteria. DS349 and SC51 Building Component Safety Infmmationovalable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. `.���{ M!Tek' 6904 Parka East BNE. Tampa, FL 33610 4 Truss Thus Type City Ply FJob T17499989 1827101-GEM-PASSMAN B8 Flat Girder 1 2 Job Reference (ootionaD Builders First Source, Plant City, FL-32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:43 2019 Page 2 ID:rcJP0140c?YPehxeU_io6xzNgS4-Tvr6DKKP2vwnuJdgO?OSfs49ff4O—J WZGy8Y1zO5XA LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-97(B) 12=-49(B) 11=-49(B) 9=-49(B) 15=-97(B) 16=-97(B) 17=-97(B) 18=-97(B) 19=-97(B) 20=-97(B) 21=-97(B) 22=-97(B) 23=-97(B) 24=-97(B) 25=-97(B) 26=-97(B) 27=-97(B) 28=-97(B) 29=-108(B) 30=-49(B) 31=-49(B) 32=-49(B) 33=-49(B) 34=-49(B) 35=49(B).36=49(B) 37=-49(B) 38=-49(B) 39=-49(B) 40=49(B) 41=49(B) 42=-62(8) A WMA(iNG-VedlydesignPerameremanEREAD NOTES ON TN/SANDWCLUDEDM? KREFERANCEPAGEMM174mmv laN32015BEFOREUSE �■� Design valid for use only with Mlrek®connectors. The design is based only upon parameters shown, and a for on Indiidual building component, not a truss system. Before use, the building designer must verify me applicabllHy of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing a alwaysreaulretlforstabilityandtopreventcollapsewithpomliblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPl1 Cu Criteria,DSM9 and SCSI Building Component Safety Informatlanavoloble from Truss Rafe Institute, 218 N. We Sheet Suite 312, Mexontlria, VA 22 14. a.�,■I� MiTek' 69M Parke East Blvd. Tampa, FL 33610 Jab 0 Tr Truss �TwssType 1827101-GEM-PASSMAN �Qtyply�T77499990 rence(optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jun 82019 MiTek 3x4 = 4x6 = Sx8 = 6.00 12 • 5-7-4 10.40 1 0 15.0.0 23-EO 37-17-0 5-7-4 48-12 0 40 4-4-0 9-1:1 I 6-5-0 Tue Jul 2 13:06:44 2019 Page 1 - 25 Scale: 3/16-=l' Plate Offsets(X,Y)-- [7:0-6-0,0-2-8L[10:0-4-8.0-1-8][17:0-2-20-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.11 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.23 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.55 HOR(CT) 0.03 25 n/a n/a BCDL 10.0 Code FBC2017fFP[20l4 Matrix-SH Wind(LL) 0.0211-13 >999 240 Weight: 2051b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2'Except' BOT CHORD 5-15: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=486/0-8-0, 15=1191/0-8-0, 25=780/Mechanical Max Hors 2=233(LC 12) Max Uplift 2=-115(LC 12), 15=-309(LC 12). 25=-173(LC 13) Max Grav 2=488(LC 23), 15=1191(LG 1), 25=780(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-415/126, 5-6=-555/404, 6-7=-450/411, 7-8=-759/524, 10-25=-780/459 BOT CHORD 2-16=-181/306, 15-16=-181/306, 14-15=-948/612, 5-14=-911/626, 11-13=-267/646, 10-11=-337/573 WEBS 5-13=-286/661,7-13=-281/157,7-11=0/266,8-10=-783/488, 3-15=-395/239 Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-M cc bracing: 13-14. 5-7-0 cc bracing: 14-15 1 Row at midpt 7-13 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.Opsh h--15fF Cat. II; Exfp B; Encl., •GCpi=0.18; MWFRS (envelope) and C-C Extefior(2)-2-0-13 to 3-113, Interior(l) 3-11-3 to 15-0-0, Exteriar(2) 15-0-0 to 31-9-4 zone; cantilever left and fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcument with any other live (Dads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=115, 15=309, 25=173. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cert B634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING-Vedry dealgnpan retereand READ NOTES ON MISAND WCLUDED MMEAREFERANCEPAGEMg74n rev. 1010310159EFORE USE • Design valid for use onlywiM Mirek® connectors. This design Is based only upon parameters shown, and Is force Individual building component not o truss system. Before use, the building designer must verify the appiicobilty of design parameters and properly Incorporate this design Into fine overall builchgdedgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddltlonaltemWroryondpermonentbmcing k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fooicalior storage, delivery. erection and bracing of hums and truss systems, seeANSIylPII Guar" CMa41 eda, DSP and SCSI building Component Safety Informatbnovallabie from Trues Plate Institute. 218 N. Lee Street, antlrla. eet, Suite 312. MaxVA 22y14. MiTek' 6904 PaA<a East Blvd. Tampa, FL 33610 Job TNss Truss Type Oty Ply T17499991 1827101-GEM-PASSMAN C2 Hip 1 1 Job Reference (optional) bunaers Ylrsl Source, Plant idly, 1-1.-32bea, 8.240 a Jun 8 2019 MITek Industries, Inc. Iue Jul 2 13:06:45 2019 Page l ID:rcJP0140c7YPehxeU_Io6xzNgS4-PHneOL9aXAV7cn3VOOwIH9RSThsUOtpoaSEcwz05XB r 22--0-D0 B-7 309-30 20 31-11-0 0-0-I7-7 530 &630 &5.0 2x4 Scale = 1:59.7 5xB = 6.00 12 2x4 II Sx8 = 4 20 5 21 6 3x4 = 2x4 11 3x4 = 3x6 = 3xB = 3x4 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.54 'BC 0.40 WB 0.38 Matrix-SH DEFL in Vert(LL) -0.07 Vert(CT) -0.15 Horz(CT) 0.01 Wind(LL) 0.05 (loc) Vdefl Ud 2-13 >999 360 2-13 >580 240 8 n/a n/a 2-13 >999 240 PLATES GRIP MT20 244/190 Weight: 189111 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP,No.3 REACTIOAS. (lb/size) 2=341/0-8-0, 13=1249/0-11-5, 8=865/Mechanical Max Hom 2=218(LC 12) Max Uplift 2=-94(LC 12), 13=-285(LC 12), 8= 182(LC 8) Max Grav 2=346(LC 23), 13=1249(LC 1), 8=865(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-653/416, 4-5=-810/600, 5-6=310/600, 6-7= 790/473, 7-8_ 807/529 BOT CHORD 10-12=-223/507, 9-10=308/636 WEBS 3-13=-1091/781,3-12=-296/697, 4-12=-313/233, 4-10=-255/468, 5-lD=-389/337, 6-10=-131/313,7-9= 317/684 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.OpsY h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-1310 3-11-3, Intedor(1) 3-11-3 to 13-0-0, Extedor(2) 13-0-0 to 21-5-13, .Interior(1) 21-5-13 to 25-6-0, Exterior(2) 25-6-0 to 31-9-4 zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5L* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except ft=lb) 13=285,8=182. Thomas A. Alban! PE No.3938D MTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ® WARNING -VrAydesl9nparere0ses ndREADNOTESONTN/SANDMCLUDEDMI7ENREFIRANCEPAGEMB-7473nV.I0912016BEFOREUSE Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an lndMducl building component, not �■ p` us a truss system. Before e, the buldleg designer must vanity the appllcobaty of design parameters and properly incorporate this design Into the overall bulldingdesign.&acing Indicated is to prevent avoiding of individual truss web and/or chord members only. Addltlonaltempororyondpmmonentbecing MOW a always required for stability and to prevent collapse with possible personal hlury and property damage. For general guidance regarding the fobticoflon, storage, delivery. erection and bracing of trusses and beta systems, seeANSVmiI Cued Criteria. DSB49 and BCSI building Component 69N Parka East Blvd, Safety Informallonavollable from Truss Plate Institute. 218 N. Lee Street Sulte 312. Alexontlrb. VA 22314, Tampa, FL 33610 Jab Thus Tmss Type City Ply T77499992 1827101-GEM-PASSMAN C3 Hip 1 1 Job Reference lootionall Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:46 2019 Page 1 ID:rc1P0140c?YPehxeU_io6xzNgS44UXEsMMILgJUmMF38x9HUicCtOlDRtyFEBo9Mz05X7 -2-0-0 5-8-7 &2.72 11.0-0 16.2-12 21-2-0 27-6.0 31-11.0 2-0.0 F 5.8-7 2 -16 2.9.4 5.2-12 4-11.4 6-4-0 ~ 4-5.0 SxB = 3x4 = 3x6 = 6 26 5x8 = 8 Scale = 1:58.3 3x4 = 5xB = 3.6 11 5-8-7 8-2.12 11-0.0 1fi-2-12 21-2-0 27-6-0 31-11.0 SB-] 1 2-E6 2-9-4 5-2-12 4-11-4 6.4-0 4-5-0 _Plate Offsets (X,Y)-- r4:0-6-0,0-2-81. r8:0.6-0,0-2-81 rl3:0-4-12,0-2-01 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (lob) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.0613-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 Vert(CT) -0.12 13-14 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.03 10 rVa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(L-) 0.06 13-14 >999 240 Weight: 201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* 161 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=243/0-8-0, 10=941/Mechanical, 19=1271/0-11-5 Max Horz 2=203(LC 12) Max Uplift 2=58(LC 12), 10=-227(LC 8), 19=-318(LC 9) Max Gray 2=246(LC 23), 10=941(LC 1). 19=1271(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4= 987/518, 4-5=-1286/758,5-7- 1306/802, 7-8=-1305/806, 8-9=-762(436, 9-10=-907/537 BOT CHORD 14-15=-383/809, 13-14=-619/1286, 7-13=-329/305 WEBS 17-19- 1141/788, 3-17=-1129/792, 3-15=-465/1022,4-15=-264/216,4-14=-335/668, 5-14=-321/271, 11-13=-298/575, 8-13=-445/857; 8-11=-459/349, 9-11=-384//90 Structural wood sheathing directly applied or 4-7-2 oc pudins, except end verticals. Rigid ceiling directly applied or 6-M 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.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 11-0-0, Extedor(2) 11-0-0 to 19-5-13, Intermit) 19-5-13 to 27-6-0, Exterior(2) 27-6-0 to 31-94 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 truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except at=lb) 10=227, 19=318. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: July 2,2019 Q WARNING-Vedly deslgn paremetere end READ NOTES ON THISAND INCLUDED MmEK REFERANCE PAGE MIL747a rev. seria 15 BEFORE USE �■�' Design valid for use only with MBelal) ccnnectors. This design is based only upon parameters shown. and is for an Individual building component, not a Was system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall buildingdeslgn.&acing indicated 4 to prevent budding of indiitlual aussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of muses and truss systems. seeANSVrPiI Quo" Criteria, DSB-89 and BCSI Buill Component Sabry Inlpanalbmvolloble trom Tmss Plo}a InsBfute. 218 N. Lee Street, Suite 312. Mexandi a. VA 22314. MiTek' 6904 Parke East Bald. Tampa, FL 33610 7 Jab • Truss Truss Type City Ply T77499993 1827101-GEM-PASSMAN C4 Hip 1 1 Job Reference (optional) ounmers rim bource, rlam'try, IL-JLaoo. o.L4u s Jun a zU l V mr r en 2x4 • d 5x6 = 3x4 = 3x6 = 2x4 II 6 6 24 7 B 3x4 i 34 = 2.4 II 3.4 II SX8 = aye , 'M=RdrSOgi FjtHE7yg05UtxLhpz05X6 31-11-0 2-5.0 Scale =1:59.9 5xB = 9 "IC d r a �]Q I 3.6 II 3 13 340 -2 2-2--51 1-1 -0 Plate Offsets (X Y)- 12:0-2-10 0-1-87 15:0-3-00-2-01 19:0-6-0 0-2-81 f14:03-e Edcel 116:0-5-4 0-2-B1 118:0-3-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.25 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.5615-16 >676 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.15 11 n/a n/a SCOL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.20 15 >999 240 Weight: 197 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 -Except- TOP CHORD 7-9:2x4 SP No.t BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 4-17,8-13: 2x4 SP No.3 WEBS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 `Except` 21-22: 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0, 11=1158/Mechanical Max Horz 2=188(LC 12) Max Uplift 2=-288(LC 9), l l=-291(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2065/1053,3-4= 2864/1550,4-5=-2906/1659,5-6=-2619/1379,6-8=-2336/1284, B-9= 2336/1301,9-10=-684/364, 10-11=-1178/608 BOT CHORD 2-18=-1068/1751, 15-16=-1115/2021, 14-15=-1305/2618, 8-14=-423/377 WEBS 3-18=-627/430, 16-18=1033/1776, 3-16- 416/812, 5-15=-295/782, 6-14=-332/156, 12-14=-286/474, 9-14=-102211906, 9-12=-771/546, 10-12=-524/1062, 5-16=-539/887 Structural wood sheathing directly applied or 2-2-0 oc purims, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 9-14 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf, h=1511; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (envelope) and C-C Extedar(2) -2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 29-6-0, Extedor(2) 29-6-0 to 31-9-4 zone; cantilever left and tight 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 nonconcurram 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 1001la uplift at joint(s) except Qt=lb) 2=288, 11=291. Thomas A. Albani PE No.39360 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: July 2,2019 Q WARNING -Vivify design paremetersenCREAD NOTES ON THLSANDayCLDDED MITEKREFERANCEPAGEMO7473®x. 1tMUISBEFORE USE. Design vOlitl faruse only w6h Mgek®canneatars. ih6 tlesignB btsedonly upon parameters shown anclsforanlnd1louclbuilding component not l`� IMF ahuss systam.Befare use. the buJtling tleslgner musiveriy ma ppplicablliyot design Parameters and properly lnCaryorate mis tlesign Into the overall bullOing tleslgn. Bra.logindlcatetlbtpprevent bucRingof lntlNlduOl truss web Ontl/or ehortl members oniy.. AtltlHlonal temporary antl pertnpneni bracing MiTek' 6 always 'ulretl tar stability antl to prevent collapse with possble personal injury and propenv tl For general guitlpnce regarding the iage. fobricalim storage, delivery, erecfion and bracing of louses antl tmn systems. sepAN4U1P11 p�ol6y CMrrAo. OStl41e and BC51 Bultlhp Cemisenrrnt 6904 Parka Eest BNtl. Soby mformolbnwolioble ham Truss %ate Institute, 2i 8 N. Lee Skeet. Suite 312, Alexpndtlp. VA 22314. Tampa, FL 33610 Job • Tnus Truss Type Ply T17499994 1827I-GEM-PASSMAN C5 Roof Special Girder �Qty 1 2 _ - Job Reference (optional) Dwwen rrrst auurce, mam ll rr.- czcoD. mz4us3un azUramuexmausmes,mc. rue Um zrruo:nuzuru real Swig = 1:59.0 NAILED NAILED NAILED NAILED NAILED NAILED NAILED NAILED 5z6 ' = 5x12 = Special NAILED 3x4 = NAILED ax4 = 3.6 = NAILED 3xB = NAILED 13 6.00 ' 12 5 2B 296 3d 31 7 32 8 9 33 34 10 35 12 36 11 4 3z4 i 3 ENT 2 1 18 61 37 38 39 20 40 41 19 42 43 ]x10 = 23 225xt2 = NAILED 3x4 = NAILED 3x4 = NAILED 17 45 16 46 47. 15 4B 14 _ x8 STP= 348 = Special NAILED NAILED NAILED NAILED NAILED 5xB= NAILED 3x8 = 6xB = 3z4 = - NAILED NAILED NAILED 3-2-15 "I4 kb0gl 11-8-1i IM-15 25-3-0 294A JO-2-931-11-0 to' Plate Offsets (X,Y)- [5:0-3-00-2-01 [10:0-3-8 0-1-8] rl2:0-3-0 0-2-01 [18:0-4-0Edge] [21:03-B O-2-12] [23:0-3-8 0-1-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0:49 Vert(LL) -0.30 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.58 18-19 >650 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(CT) 0.20 14 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.38 19 >991 240 Weight: 4011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-0 oc purling, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 4-22,9-17: 2x4 SP No.3, 18-21: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 9-3-0 oc bracing: 20-21 OTHERS. 2x4 SP No.3 B-0-13 oc bracing: 19-20 7-9-12 oc bracing: 18-19. REACTIONS. (lb/size) 14=2457/Mechanical, 2=235310-8-0 Max Hoe 2=194(LC 8) Max Uplift 14=-938(LC 8). 2=-922(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4144/1602, 34=-6217/2538, 4-5=-6284/2594, 5-6= 7068/2893, 6-7=-7609/3076, 7-9=-0842/2722,9-10=-6720/2679, 10-11=-3704/1434, 11-12=-17471669 BOT CHORD 2-23=-1508/3553, 20-21=-2144/5036, 19-20=-2910/7067, 18-19=-3093/7609, 9-18=447/324,16-17=-125/352,15-16=-617/1596,14-15=-390/990 WEBS 3-23=-1396/642, 21-23= 1524/3645,3-21=-848/2037,16-18=-1368/3458, 10-18=-1484/3597, 10-16=-2462/1105,11-16- 1105/2792,11.15=-2752/1113, 12-15=-1106/2949,12-14=-2614/1034,5-21=-530/1442,7-18=-868/400, 5-20=-912/2313, 6-20=-743/432, 6-19=-248/613 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3°) nails as follows: Top chords connected as follows: 2x4 -1 now at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. - Webs connected as follows: 2x4 - 1 row at 0-9-0 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=4.2psf; BCDL=5.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 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 100lb uplift at joint(s) except (lt=lb) 14=938,2=922. 11) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0.148"x3.2S) toe -nails per NDS guidlines. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cad 8634 69D4 Parke East Blvd. Tampa FL 33610 Date: Julv 2,2019 Q WARNING -Verily deslgn parameters and READ NOTES ON TNISANUINCLUUEO MIFI REFERANCE PAGE M674 mv. 100034?015REFORE USE �■�- Design valid for use onlywlMMirel@connectors, This design L based only upon parameters shown, and isfor an Individual building component. not a truss system. Before use, the building designer must vainly the applicability of design parameters and properly Incorporate this Design Into the overall bWtlingdedgn. Bracing Indicated ktoprevent buckling ofindiividualfrom web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent conopse win possible personal Injury and property damage. For general guidance regarding the fabacallor storage, calvary, creation and boding of hoses and huts systems, seeANSVIPII GualB8yy CMr rks, 03089 antl BC51 Sultlhp Cemponr at Sally Infomrvlbncyc able from Tres Plate Institute. 218 M we Sheet. Suite 312. Alexandria, VA 22314. +.CK7,■L'J MiTek- 69o4 Parka East Blvd. Tampa, FL 33610 J ob • Truss Thus Type y T17499994 1827101-GEM-PASSMAN CS Roof Special Giber 71� 2 Job Reference (optional) Suilaers First Source, Plant City, FL- 32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:50 2019 Page 2 ID:rcJP0140c?YPehxeU_ioet zNgS4-mFmlhjPoP3pnDOg01zO5RKsl2UJt9CFYAr97I7z05X3 NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 171 Ito down and 169 lb up at 7-0-0 on top chord, and 362 lb down and 159 lb up at 7-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Unifonn.Loads .(plf) Vert: 1-5=-54, 5-11=-54, 11-12= 54, 12-13=-54, 2-22=-20, 18-21=-20, 14-17=-20 Concentrated Loads (Ib) Vert: 5=-86(F) 8=-86(F) 12=-119(F) 9=-86(F) 18= 61(F) 28=-86(F) 29=-86(F) 30=-86(F) 31=-86(F) 32=-86(F) 33=-108(F)34=-98(F)35=-91(F) 36=-155(F) 37=-361(F) 38=-61 (F) 39=-61 (F) 40=-61 (F) 41 =-61 (F) 42=-61(F) 43_ 61(F) 44=-62(F)45=-70(F) 46=-90(F)47=-25(F) 48=-61(F) Q WANNING-Vedlydes,g arametam And RE DNO7 S ON TNISANDNCLUDEDMR KREFE NCEPAGEMLL74YJmv. 141sucO1Sa£FOREUSE �■� Design valid for use Only with MFI connectors.4tls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability Of design parameters and property Incorporate this design Into me overall buiidingdesign. Bracing Indicated 4 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss systems, seeANSI/IPII Quality CMnb, DSB49 and BCSI Bultlbp Component Safety Infommtbnavollable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. +.YFJ MiTek• 6904 Parke East BNd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply T17499995 1827101-GEM-PASSMAN CA Comer Jack 17 1 Job Reference (optional) Builiners First Source, Plant City, FL-32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:51 2019 Page 1 ID:rcJPO14Oc7YPehxeU_io6xzNgS4-ERK7v30OANxerXFDshXK_YPUYugOupLhPVVZgaz05X2 .2.0.0 i1-0-0 2-0-0 1-o-o Scale =1:9.5 1 1-0-0 I -0-0 Plate Offsets (X,Y)-- f2:0-6-00-0-61 - LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) -0.00 2 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.01 Ven(CT) .0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(-L) 0.00 2 •••• 240 Weight: 10 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=-108/Mechanioa1, 2=282/0-8-0, 4=9/Mechanical Max Hom 2=54(LC 12) Max Uplift 3=-108(LC 1), 2=131(LC 12) Max Grav 3=73(LC 8), 2=282(LC 1), 4=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when she=. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psC BCDL=5.Opsf; h=15f; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-CExterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent 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 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 In uplift at joints) except Ut=lb) - 3=108. 2=131. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Job Thus Tnus Type Oly Ply T17499996 1827101-GEWPASSMAN CJ3 Comer Jack 12 1 Job Reference (optional) punwem NMI aGlffw, naru r,ny, IL.-adaoo, a.zw s uun a zu m run ex umusn,es, u.a. 1 osa , ID:rcJP0140c?YPehxeUJo6xzNgS4-AgSuKISN 9M4rObz6Zo3yUoRhUpMjr spOgvSz05XO -2-0-0 3-0-0 2.0.0 3-G-0 1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vart (LL) -0.00 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 'BC 0.08 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.00 3 n/a n(a BCDL 10.0 Code FBC2017(rP12014 Matrix-P Wmd(LL) 0.00 2 "" 240 LUMBER - TOP CH0j7D 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SIP No.3 REACTIONS. (lb/size) 3=11/Mechanical,2=286/0-8-0,4=26/Mechanical Max Horz 2=94(LC 12) Max Uplift 3=-27(LC 12), 2=-101(LC 12) Max Gray 3=21(LC 8), 2=286(LC 1), 4=52(LC 3) FORCES. (II -Max. Comp_/Max. Ten. -All forces 250 (lb) or less except when shown. Scale a 1:14.6 PLATES GRIP MT20 2441190 Weight: 17lb FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied or 3-0-0 Do pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. 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 right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DI 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer 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 (jt=lb) - 2=101. Thomas A Albanl PE No.39389 hill ek USA, Inc, FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING. Ved1ydc&gnparemetera end REAP NOTES ON 7NISANDWCLUDEDMREKREFERANCEPAGEMIP74m rev. 10TUs ai5BEFORE USE ��®® Design valid for use only with MTeM connectors.IItls design is based only upon parameters shown, and is for an Individual bulging component, not a Muss system. Before use, the building designer must veflfy the applicability of design parameters and properly Incorporate this design Into me overall bulldngdougn. Bracing lndlcatedIstobacking ofindivldualhussweband/or chord members only. temporary and comment bracing �1Y�• MiTek' prevent ,Addltlonal b always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance recording the dellvery. erection and bracing of hums and Muss systems, seeANSI/1PI1 Qua' CMaM, DR-69 and BCSI Building Component 6904 ParkeEazt Blvd.fabrication,storage, Tampa, FL 33610 9ahry Informotbmvo0obie Mom inns Plate InstiNte, 218 N. tee Street, Suite 312. Alexandria, VA 22 14. Truss Truss Type CityPlyT17499997 70b EM-PASSMAN CJS Comer Jack 10 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:55 2019 Page 1 ID:rcJP0I40c7YPehxeU_io6xzNgS4-7CaekRTxEbR4K9Y_SXbG8Na8xV70gdLHJ7tmzLzOSX_ -2-0-0 5-D-0 ' 2-a-0 5-0-0 Scale = 1:19.5 m d Plate Offsets (X Y)-- f2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ven(LL) -0.03 2-4 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.05 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(LL) 0.00 2 -'-' 240 Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 3=91/Mechanical, 2=334/0-8-0, 4=46/Mechanical Max Horn 2=134(LC 12) Max Uplift 3=-84(LC 12), 2=-99(LC 12) Max Grav 3=91(LC 1), 2=334(LC 1), 4=92(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-113, Inter or(1) 3-11-3 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 lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 2. Thomas A Albani PE No.39360 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNWG-Vedfydeslgnpa®metefsend BEAD NOTES ON 7B/SANDWCLUDEDWEKREFEBANCEPAGEW74"3r .. Iba342015BEFORE USE. �■■- Design valid for weonly withMRekSconnectors. This design is based only upon parameters shown. and is for anh idual building component. not 1`•���w■ a truss system. Before use, the building designer must verify the appllcablliH of design parameters and properly Incorporate this design Into the overall bullaingdesign. Bracing indicated Is to prevent buckling ofIndividual tmsweb and/or chord members only. Additional temporary and permanent bracing MiTek' 7 a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of tresses and truss systems, seeMSVrPII Quality Criteria, DSIl and SCSI Building Component 6904 Parke East BNe. Safety Infoonation wollable from Truss Rate InsBMe, 218 N. We Street, Suite 312. Mexandria. VA 22314. Tampa, FL 33610 Job ' Tmss Truss Type Oty Ply T77499998 1827101-GEM.PASSMAN CJ11 Comer Jack 4 1 Jab Reference (optional) Builders First Source, Plant City, FL-32566, 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:52 2019 Page 1 xoen.,,1I r,.c...rJ..en:.,..wcov�...aim,.,vnmwr„tvn,.nr_emoverno- nvvs 2x4 = 6 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. 2x4 II Scale = 1:12.1 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL . 20.0 Plate Grip DOL 1.25 TC 0.17 Ved(LL) 0.00 6 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.00 6 We 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Hom(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20177FPI2014 Matill Weight: ll Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=133/Mechanical, 5=90/Mechanical Max Horz 4=223(LC 1), 5=-223(LC 1) Max Uplift 4=-55(LC 8). 5=71(LC 12) Max Grav 4=140(LC 3), 5=90(LC 1) FORCES. (lb) - Max. CompJMax: Ten. -AIL forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-512/273, 3-4=-474/258 BOT CHORD 2-6=-223/521, 5-6=223/521 Stmctural wood sheathing directly applied or 1-0-0 oc pudins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extertor(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 for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. `) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 6) Non Standard bearing condition. Review required. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Ced 66M 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNWO-Vedlydes/enpemmeferzard READNo7ES ON THISAND INCLUDED MREKREFENANCEPAGEMLLT47amx. 111114015BEFORE USE Design valid for use only with MBek®connoctors. Phis design Is based only upon parameters shown. and Is for an IndNltlual building component, not a Russ system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIs design into the overall bullding tleslgn. Bracing Indicated Is to buckling of Individual Vussweb and/or chord members only. Additional temporary and permanent bracing MiTek' prevent 8 always requledfor stability, and to prevent collapse witn possible personal Injury and property damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Quopp�1yy CrOsem DSB49 and Il Building Component 6904 Parke East Blvd. sally Indormationovoliable from Truss Plate "Me. 218 N. Lee street Suite 31Z Alexondria. VA 22314. Tampa, FL 33610 Truss Truss Type Oty Ply FJob T77499999 01-GEM-PASSMAN CJ73 Comer Jack 1 1 Job Raterence (oplionpd) Builders First Source, Plant City, FL-32566, TTB ST1.5x8 STP = 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:52 2019 Page 1 I D:raJP0140c7YPehxeU_Io6xzNgS4-ieuV6PR3xg3VThpP002ZXIylslAddGbrd9e6MOz05X1 Seale = 1:7.0 Plate Offsets (X,Y).- r1:0.1-4,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Ved(LL) -0.00 1 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 1 >999 240 BCLL 0.0 ' Rep Stress lncr YES W B 0.00 HOrfr(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Wind(LL) 0.00 1 "" 240 WeighC3 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=34/0-8-0, 2=25/Mechanical, 3=9/10echanical Max Hom 1=22(LC 12) Max Uplift 1=-4(LC 12), 2=-21(LC 12) Max Gmv 1=34(LC 1), 2=25(LC 1),.3=18(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsi h=15ft; Cat. ICExp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) 1, 2. Thomas A. Alban! PE No.39368 MTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 WARNING- Verify daegnparalyders and READ NOTES ON TNLSANDINCLUDED MREKREFEFANCEPAGEM674YJ rev. 1A1112015REFORE USE Design valid for use only with Mirada connectors. Ws design Is based only upon parameters shown, and Is for on Individual building component not a Muss system. Before use, the building dedgner must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldhildedgn. Bracing Indebted Oro prevent buckling oflndlviduoltrussweband/or chord members only. Additional temporary and permanent bracing Is alwayssequired for stabirly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses wit Muss systems seeANSVIPII Quality Criteria. OSS49 and BCSI Building Component 6904 Parke East Bind. Sooty Infomsationavailoble from Truss Plate Institute, 218 N. Lee street Sulte 312 Alexandra. VA 22314. Tampa, FL 33610 Truss Truss Type City Ply F1827101-GEM-PASSMAN CJ31 Comer Jack 2 1 Job Reference (optional)T77500000 Buileers First Source, Plant City, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:06:54 2019 Page i ID:rcJPO14Oc?YPehxeU_iu6xzNQS4-e00GX5SJTIJDi?zoXp4l cAl?95n45617MDRvz05X4 "20 3-0-0 a-0,0 3_0_0 Scale = 1:14.6 . II 13p V,tk80 3DU 13a 1 OLL 16a Plate Offsets (X Y)— (2:0-1-4,Edae7 (8:0-2-2 0-1-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Wind(LL) -0.00 6-7 >999 240 Weight: 221b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=31/Mechanical, 7=600/0-8-0, 6=.900/Mechanical Max Ho¢ 7=94(LC 12) Max Uplift 4=-25(LC 12), 7=-216(LC 8), 6=-300(LC 1) Max Gmv 4=31(LC 1), 7=600(LC 1). 6=146(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-858/455 BOT CHORD 2-7=-416/960, 6-7=-016/725 WEBS 3-7=-519/877, 3-6=-879/504 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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-" tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except 01=11c) . 7=216, 6=300. Thomas A Alban! PE Na.36380 MTek USA, Inc, FL Cart 6634 69U Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNWG-Ved/ydesignper.mefers. dREADNOMS ON INWANDWCLUDEDMREKREFERANCEPAGEMX74Tdmv. fa'aY1lusaEFORE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on Indvidual building component, not a truss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to buckling of lndNitlual tr m web and/or chord members only. Additional temporary and permanent bracing MOW prevent Ls cWoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding ire fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANA/IPII Quality Cill O3149 and Win IWldhp Component 004 Parka East FINd. !ably NlormatlDMvaOable ham Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA22314. Tana., FL 33610 Job ' Truss Truss Type • Oty Ply T17500002 1827101-GEM-PASSMAN GJ53 Comer Jack 2 1 Jab Reference o tional Builders First Source, Plant City, FL-32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:55 2019 Page 1 ID:rcJP0140c?YPehxeU=ohszNgS4-7CaekRTxEbR4K9Y_5XbGBNaBxV8YgdLHJ7tmz1zO5X_ -2-0-0 2.2.0 660 i 2-0.0 2.2.0 2-10-0 d 5-0-0 ZO2-2-0O 2-10-0 Scale = 1:19.5 Plate Offsets KY)— 12:0-1-4 0-0-2] [3:0-0-4 0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(ILL) .0.02 3 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.04 3-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 5 n/a rJa BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Wind(LL) -0.04 3 >999 240 Weight: 24 lb FT=20% LUMBER - TOP CHARD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-6:2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 4=85/Mechanical, 2=33410-8-0, 5=51/Mechanical Max Horz 2=134(LC 12) Max Uplift 4= 58(LC 12), 2=-99(LC 12). 5— 2(LC 12) Max Grav 4=85(LC 1), 2=334(LC 1), 5=74(LC 3) FORCES. (lb) -Max. Comp./Maic Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 no pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15tt; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 8634 9904 Parke East Blvd. Tampa FL 33810 Data: July 2,2019 Q WANNWG- Vedydeslapersmearsard READ NOTES ON TNISAND WCLUDEDNREKREFERANCEPAGEW74M am, 14M2015BEFOREUSE. �■� Design valid for use only with Miele®connectors. This design Is based only upon parameters flown, and Is for on IndMtlual building component, not a truss system. Before use, Me building designer must verify the appllcalAlN of design parameters and properly Incorporate this design Into the overall bu0ding design. Bracing Indicated is to prevent buckling of Individual Mrs web antl/or chord members only. Additional temporary and permanent bracing MiTek' h always required for stablllty and to prevent collapse Win parable personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of musses and buss systems, seeANSVTPII Quality Criteria, DSB29 and BCSI Building Component 6904 Parka East Blvd. Safety Mformatbrnvollable from Truss Rote Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Thus Truss Type 0 (3ty PlyT17500003 [Job 01-GEM-PASSMAN D1 Common Girder 1 �J&ROmina, o tional Builders First Source, Plant City, FL - 32566. 8.240 a Jun 8 2019 MiTek Industries, Inc. I us Jul 2 13:U8:b/ Z019 Page 1 ID:rcJP0140c?VPehxeU_io6xzNgS4-3biO96VBIDhoZSiMCxekEofVZJmrlHLanRMt1 DzOSWy ]-2-2-0 4-4.0 0 24-0.0 I 2880 B 4o-2-0-0 I 718 z e2-00 Scale =1:57.4 4x6 = 6.00 F12 6 Sx8 i 5 5x8 34 7 3x6 4x6 9 4 8 3 • 3x8 ST1.5x6 STP = 9 2x4-1- 2x4 II to 2.4 II 2 ? d 1iq k 1.1 20 21 22 23 24 25 26 27 28' 15 14 13 12 1t ST1.SxB STP = 3x4 = 3.6 II LUS26 9xlo = Bxlo = LUS26 7x10 = LUS26 3x6 II LUS26 3x6 = HHUS2&2 LUS26 LUS26 LUS26 LUS26 LUS26 LUS26 ]-1-8 12-2-0 1 14-4-0 19-0-0 24-0.0 28.8-0 &&R 2-2.0-0-0 4B-0 I9 Plate OHsets(X,V)- rll:0-4-40-1-81 [12:0-5-0,0-0-81 [13:0-5-00-4-81 [14:0-2.8,Edgel,[15:0-4-8,0.1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Joe) /deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.10 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.1811-12 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.99 Horso(CT) 0.03 10 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.09 11-12 >999 240 Weight: 389 lb Flo=20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5-14: 2x6 SP No.2, 5-13: 2x4 SP No.2 OTHERS. 2x4 SP No.3 REACTIONS. (lb/size) 2=709/0-8-0, 10=3948/0-8-0, 14=11968/0-4-0 Max Horz 2=142(LC 8) Max Uplift 2=-303(LC 8), 10=-959(LC 9), 14=-3432(LC 8) Max Gmv 2=749(LC 19), 10=3965(LC 20)„14=1196B(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purfins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1038/428, 3-5=-736/2709, 5-6- 121/282, 6-7=-128/304, 7-9=-3826/927, 9-10=-7223/1744 BOT CHORD 2-15=-416/841, 14-15=-416/841, 13-14=-2287/821. 12-13_ 679/3376, 11-12=-1491/6355, 10-11=-1491/6355 WEBS 7-12=-1260/5163,9-12=3278/892,9-11=-621/2782,5-14=-7240/1885, 3-14=-3822/1393, 3-15=-1119/3462,5-13=-1604/6258,6-13= 331/102,7-13=-5136/1399 NOTES- t) 2-ply truss to be connected together with 10d (0.131'0') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered 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: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=O.l8; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed fora 10.0lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Bearing at joint(s) 14 considers parallel to gmin value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of Imes to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=303, 10=959, 14=3432. 9) Use Simpson Strong -Tie HHUS26-2 (14-1 Od Girder, 4-1 Did Truss) or equivalent at 7-1-8 from the left and to connect tmss(es) to back face of bottom chord. 10) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 9-0-12 from the left end to 26-0-12 to connect truss(es) to back face of bottom chord. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING- wrilydes(9nperaroeten and READ NOTES ON RI/SANOINCLUOEDMREKREFERANOE➢AGEMI}74Aree tlVAY1015BEFORE USE *�' Design valid for use only with IvI 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 oppllcoblllN of design parameters and properly Incorporate this design Into the overall bulitling design. Bracing lndicofed is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing i.��f� MiTek' 6 always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems, soaANSVgNI CualIByCrMrrM, DSB49 and BCSI Building Component brn Safety Informalvciiabie from Truss Falls,Insintut9, 219 N. Lee Street Suite 312, Alexanddo, VA 22314. Seal Parke East Blvd. Tampa, FL 33610 Job Trus�T�STYP9 Oly Ply -Ip" i T17500003 1827101GEM-PASSMAN D1on Girder 2 Job Reference (optional Builders First Source, Plant City, FL-32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:57 2019 Paget ID:rcJPOI4Oc?YPehxeU_io61 NgS4-3bi096VBIDhoZSiMCxekEofVZJmrIHLanRMti Dz05Wy NOTES- 11) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent at 13-0-12 from the left end to connect tmss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-10=-54, 2-10= 20 Concentrated Loads (lb) Vert: 11=-1198(B) 15=-2389(B) 20=-1206(B) 21=1206(B)22=-1206(B) 23=1209(B)24=-1209(B)25=-1209(B)26=-1209(B) 27=-1186(B)28=-1198(B) Job Truss Truss Type Ply T17500004 1827101-GEM-PASSMAN D2 71Y Hip r 7 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:06:58 2019 Page 1 ID:rcJP0140c?YPehzeU_106xzNgS4-XnFnt4SVpW WpfBcHZmt9zmOCf5i1 p1 lcj055QZgzO5Wx 16-6-0 13-0-0 1410-0 5-8 21-10.12 28-8-0 30-8-0 2-2-0 B-S-0 6-5-0 i-10.0 -10 SA-12 69A 2-0.0 Sx6 0.10-0 Scale = 1:56.2 = 3x6 = 2X4 11 �d 0 ST1.6x8 STP=2x4 II 5x8 II 2x4 II on.oxea11- 3x4 = 3x4 = LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Up PLATES GRIP ' TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ved(UQ -0.30 2-14 >657 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT)--0.61 2-14 >319 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.13 11 Na Na BCDL 10.0 CO,e FBC2017?PI2014 Matrix-SH Wincl 0.34 2-14 >573 240 Weight: 1471to FT=20% LUMBER- BRACING. TOP CHQRD 2x4 SP NO.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 1-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except' WEBS 1 Row at midpt 6-11 2-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-11: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=464/0-8-0, 8=395/0-8-0, 11=1376/0-4-0 Max Ho¢ 1=-130(LC 17) Max Uplift 1=-138(LC 12), 8=-244(LC 13), 11=-217(LC 12) Max Gmv 1=472(LC 23), B=479(LC 24), 11=1376(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (11 or less except when shown. TOP CHORD 1-2=-327/277, 2-3=-687/595, 3-4=433/483, 4-5=0/429, 5-6=0/377, 6-7=0/452, 7-8=-343/266 BOT CHORD 2-14=-378/614 WEBS 7-11=-474/378, 7-10=0/268, 11-13=-1042/389, 6-13=-398/230, 4-13=-722/317, 3-14=-449/472,414=-334/625 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=15fl; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) 0-4-0 to 6-4-0, Intedor(1) 6-4-0 to 13-0-0. Exterior(2) 13-0-0 to 24-1-13, - Interior(1) 24-1-13 to 30-8-13 zone; cantilever left and right w posed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat 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 1001b uplift at joini except (jt=1b) 1=138, 8=244, 11=217. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cold 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING-VeHlydeslSnparsmetemand REAONOT£S ON THISANDMCLUOEOMIT£KREFERANCEPAGEMI474T3ree 16150/2pi5BEFORE USE }�'R Design valid for use only with MTek®connectors. Mis design is based only upon parameters shown. and is for on individual building component, not p■] a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate ins design Into the overall building design, Brocing Ind is to buckling of individual truss web antl/or chord members only.. Addinbnal temporary and permanent bracing `sF��FJ MiT61C cated prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and nuns systems, seeANSUIPII Quality Cil DSB-09 and BCSI Ba9dba Component 6904 PaAe East Blvd. Safely mformafbrnvailabie from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 ype ty ' �jole T17500005 FJob6—��Hmp� 18 0GMP 1 Reference (ooliona0 Builders First Source, Plant City, FL-32566, 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:06:59 2019 Scale=1:55.0 Sx8 = 46 = 6 7 3x4 = .. Sx8 11 3x4 = 314 —. LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.30 3-16 >654 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.68 3-16 >287 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(CT) 0.16. 9 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.29 3-16 >668 240 Weight: 159 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NOA 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 5-7:2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 3-17: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 6-13,7-12: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=633/0-8-0, 9=435/0-8-0, 13=1296/0.4-0 Max Harz 2=-106(LC 10) Max Uplift 2=-211(LC 12), 9=-252(LC 13), 13=-153(LC 12) Max Gmv 2=633(LC 1), 9=491(LC 24), 13=1296(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All,forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2961260, 3-4=-782/680, 4-5=-361/397, 5-6=0/376, 6-7=0/333, 7-8=0/374, 8-9=-443/456 BOT CHORD 3-16=-457/716, 15-16=-22/268, 12-13=-270/186, 11-12=-283/333, 9-11=-283/333 WEBS 446=-511/487, 5-16=-150/497, 5-15=-764/322, 13-15=-1071/481, 6-15=-587/319, 8-12=-543/401, 8-11=0/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=5.Opsf; h=15fl; Cat. Ili Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exhmor(2)-2-0-13 to 3-11-3, Interior(9) 3-11-3 to 11-0-0, Exterior(2) 11-0-0 to 26-1-13, Interior(1) 26-1-13 to 30-8-13 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 nonconcurr tnt with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=211, 9=252, 13=153. a a1g Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -Vetltydeslge,Ps.efers and READ NOTES ON TN/SAND INCLUDED MIFEKREFERANCEPAGEMIF74"3 . faNa201SBEFOREUSE valid for use only with MRekO connectors. This design Is based only upon parameters shown, and is for an individual building component not }`7 Mal' a truss system. Before use, me building designer must verify Me applicability of design parameters and properly incorporate this design into me overall bulldingdaLgn, Bracing Indicated Is to prevent buckling ofindividual trussweb and/or chord members only.. Additional temporary and peananentbracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seoANSVW11 Quality Cr6Ma, DSB49 and SCSI Building Component. 6904 Parke East Blvd. Safety Infomiatbnav llable from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandra, VA 22314. Tampa, FL.33610 Truss Truss Type Y IDty Ply T17500006 FJob 01-GEM-PASSMAN D4 Hip 1 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Toe Jul 2 13:07:00 2019 Page 1 ID:rcJPO[4Oc?YPehxeU_io6xzNgS4-TANXo8X4283MOwRxu4BRrRH01W n4VhIOTPaXdYz05Wv -2-0-0 -l 23-10-12 8.0 280 9-0"0-0 4 9 23 2-0.0 220 6.100 5-1U-0 8I 3-0 400 lm 5x8 = 5x8 = 4 25 5 26 6 ST1.5xB STP = 5x8 II 3x4 = 3x4 = 3x4 = 3x6 = Scale =1:54.5 LOADING (psl SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 CSI. TC 0.47 BC 0.48 WB 0.79 Matdx-SH DEFL in Ved(LL) -0.28 Ved(CT) -0.55 Hom(CT) 0.16. Wind(LL) 0.35 (loc) Vast] Ud 3-14 >701 360 3-14 >355 240 11 n/a n/a 3-14 >559 240 PLATES IVIT20 Weight: 150 lb GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPM 31 'Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x4 SP No.1 -Except' 6-0-0 oc bracing: 10-11,8-10. 3-15: 2x4 SP No.2, 3-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-13 WEBS - 2x4 SP No.3 *Except` 5-11,6-10: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=636/0-8-0, 8=440/0-8-0, 11=1289/0-4-0 Max Horz 2=-90(LC 10) Max Uplift 2=-195(LC 12). 8=-219(LC 13). 11=-207(LC 9) Max Grav 2=638(LC 23), 8=487(LC 24), 11=1289(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/259, 3-4=-630/406, 4-5=0/420; 5-6=0/351, 6-7= 121/252, 7-8= 398/438 BOT CHORD 3-14=-122/523, 13-14=-122/534, 8-10=-260/308 WEBS 4-14=0/407, 4-13=-1013/446, 11-13=-862/494, 5-13=-391/344, 6-10=-86/355, r 7-10=-294/348,6-11=-476/104 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=4.2psh BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Exterior(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 19-8-0, Exterior(2) 19-8-0 to 28.4-0, Interior(1) 284-0 to 30-8-13 zone; cantilever left and right expose ;C-C for ` members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=195, 8=219, 11=207. Thomas A. Albani PE No.39380 MTek USA, Inc, FL Cud 6634 - $904 Parke East Blvd. Tampa FL 33810 Date: July 2,2019 ®WARNING -Verily CeslBnparametersand NERD NOTES ON TNISAND INCLUDED MREKNEFEBANCEPAGEM67473 rev. 10,10M015BEFOBE USE Design valid for use only with MBI M connectors. this design is based only upon parameters shown, and Is for an IndlNdual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and papery Incorporate this design into the overall build Ingdeslgn. Bracing indicated is to prevent buckling of Individual fruss web and/or chord members only.. Additional temporary and permanent bracing Is always required for stability antl to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication storage: delivery, erection and bracing of trusses and Mas systems. seeANSU1P11 Quality Crftlb. OS849 and BCSI Building Component Spbly Nformplbrpvoiloble from ➢uss Piote Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. M!T®k*.. 6904 Parke East Blvd. Tampa, FL 33610, Truss Truss Type - OtyPIYT17500007 F18271ob 01-GEM-PASSMAN D5 Hip Girder 1 2 Job Reference (optionap Builders Fust Source, Ylam Ulty, 1-1--32566, 8.2413 5 Jun 82019 Mil ek Industries, Inc. Tae Jul 213:U7:U22U19 Scale = 1:54.5 Special 5x8 = 4 NAILED NAILED NAILED Special NAILED 3x4 NAILED NAILED NAILED 5x8 = 25 26 5 27 28 29 6 30 31 7 ST1.5x8 STP'= NAILED NAILED 5.8 II ^^1LtO Special 3x4 = NAILED 3x4 = 3x4 = NAILED NAILED 'Special' indicates special hanger(s) or other connection device(s) required at location(s) shown. The design/selection of such special connection device(s) is the responsibility of others. This applies to all applicable truss designs in this job. -200 22- 47-0.41-99-.1144 I 8 -0 70.400A6 Plate Offsets (X,V)-- [2:0-1-0 Edge] [3:0-6-4 0-0-61 [3:0-1-9 Edpel, [4:0-6-00-2-8] [7:0-6-0 0-2-8] LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ved(LL) -0.17 3-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Ven(CT) -0.34 3-15 >575 240 BCLL 0.0 ' Rep Stress [net NO WB 0.62 Hoa(CT) 0.13 8 nl/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.22 3-15. >902 240 Weight: 2911b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except' 4-7:2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-16: 2x4 SP No.3, 3-13: 2x4 SP No.1 WEBS 2x4 SP No.3 *Except* 6-11,7-10: 2x4 SP No.2 OTHERS 2x4 SP No.2 *Except* 19-20,23-24: 2x4 SP No.3 REACTIONS. (lb/size) 2=1013/0-8-0, 8=622/0-8-0, 11=2557/0-4-0 Max Horz 2=74(LC 7) Max Uplift 2=„388(LC 8), 8=-265(LC 9), l l=-917(LC 5) Max Gran, 2=1013(LC 1), 8=640(LC 20), 11=2557(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) - Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-569/269, 3-4=-1946/765, 4-5=-1173/584, 5-6=-176A77, 6-7=-105/540, 7-8=-666/290 BOT CHORD 3-15=-651/1744, 14-15=-659/1780, 13-14=-459/1173, 10-11= 154/528, 8-10=-155/509 WEBS 4-16=-145/669, 11-13=-1759/796,6-13=-629/436, 7-11=-1209/361, 7-10=01638, 4-14=-749/280, 5-14=-82/673, 5-13=-2118/801 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 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 loadsnoted as (F) or (B), unless otherwise indicated. 3) Unbalanced mot 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.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinf(s) except Qt=lb) 2=388, 8=265, 11=917. 10) "NAILED" indicates 3-1 Od (0.148"x3") or3-12d (0.148'x3.25").toe-nails per NDS guidlines. Thomas A. Alban! PE No.39380 INTO USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Julv 2.2019 Job Truss Truss Type 01Y PIY T77500007 1827101-GEM-PASSMAN D5 Hip Girder 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 a Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:07:02 2019 Page 2 ID:rcJP0140c?YPehxeU_io6xrNgS4.PZVHDgYKaIK4gEaK?VDv MLuKOnzePJy43eiRzOSWt NOTES- 11) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 159 lb down and 181 Ito up at 7-0-0, and 187 lb down and 2281b up at 21-8-0 on top chord, and 340 Ito down and 1301b up at 7-0-0, and 294 Ib down and 76 lb up at 21-7A on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p[Q Vert: 1-3=-54, 3-4=-54, 4-7=-54, 7-9= 54, 2-16=-20,3-13=-20, 8-12=-20 Concentrated Loads (Ib) Vert: 4=-112(B)7=-140(B) 15=-287(B) 10=-262(B) 25=-86(B)26=-86(B) 27=-86(B) 28= 86(B) 29=-97(B)30=-97(B) 31=-97(B)32=-61(B) 33=-61(B) 34=-61(B) 35=-61(B) 36=-49(B) 38=-49(B) 39=-49(B) O WARNING-VeN/y deslSn parameters antl BEAD NOTES ON TN/SANDINCLUDEDMRKREFENANCEPAGEMIF74T3re, IMU14?0I5BEFOBE USE. valid for use only with MrekiD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not IN a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIs design Into the overall buildingdesign, Bracing Indicated Is to buckling ofindivitlualtruss web and/or chord members orly. AcdOlonaltemporary and permanent bracing MiTek' prevent Is alwayeequired for stability and to prevent collapse with, poi personal injury and property damage. For general guidance regarding be fabrication, storage. delivery. erection and bracing of trusses antl truss systems, seeANSVI911 Quality CrBeria. DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Worrnationavailoble from Truss Mote Institute. 218 N. We Street Suite 312, Nexandtla. VA 22314. Tampa, FL 33610 uss Type i ON Ply T17500008 Fob 1-GEM-PASSMAN ��Jal c 10 1 Job Reference (optional) Bwmers rural source, rlanc ury, rc- o[sas, a.29U a Jun 02U Ia MIIeK IrIUaSrnCJ, 1,,a. Iaa Jar z uYcw cO.tl rGge r I D:rcJPOI40c? VPehxeU_io6xzNgS4-ul3gOAZyL3SxHN9 W ZCk8T3v)CNvxi EJ59NpBEtzO5 W s LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.00 2-4 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-P Wind(LL) 0.00 2 "" 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=30/Mechanical, 2=268/0-3-0, 4=28/Mechanical Max Horz 2=94(LC 12) Max Uplift 3=-36(LC 12), 2=-93(LC 12) Max Gmv 3=33(LC 19). 2=268(LC 1), 4=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Scale=1:14.6 PLATES GRIP MT20 2441190 Weight: 17 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterar(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOIr1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Old 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ®WABNLVG- Vedly desgn parameters and READ NOTES ON MIS AND INCLUDED MI/EK REF£RANCE PAGE Mal rev. Int VF015 BEFORE USE. Design valid for use only with MReM connectors. me design Is based only upon parameters shown, and Is for on Indivaual building component, not pa• 7�q a truss system. Before use, the building designer must verify Me applicobillly of design parameters and properly Incorporate Ns design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Addifonol temporary and permanent bracing B always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the MiTek' topical storage. delivery, erection and bracing of trusses and hug systems SoCANSVIP11 Qual6y Cd19do. DSB.69 and SCSI Balding Component 6904 Parke East Blvd. Safety Internationa loble from Truss Plate Institute. 215 N. Lee Sheet, Suite 31 Z Alexandria. VA 22314. Tampa, FL.33610 Truss Truss Type y Ply T17500009 [1827101-GEM-PASSMAN EJ5 Jack -Open �Q5 1 Job Reference o tional Builders First Source, Plant City, FL- 32566, &240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:07:03 2019 Page 1 ID:rcJPOi4Oc?YPehxeU=o6xzNgS4-ul3gOAZyL3SxHN9WZCkBT3vW AupiEJS9Np0EtzO5Ws Scale=1:17.8 Plate Offsets(XY)-- f2:0-1-40-0-2] 15:0-2-20-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Ved(LL) -0.01 24 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.03 2-4 >999 240 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-P Wind(LL) 0.00 2 `-" 240 Weight: 21 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=67/Mechanical, 2=315/0-8-0, 4=39/Mechanical Max Horz 2=121(LC 12) Max Uplift 3--67(LC 12), 2=-98(LC 12) Max Grav 3=67(LC 1), 2=315(LC 1), 4=79(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-0-13 to 3-11-3, Interior(() 3-11-3 to 4-3-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Thomas A, Alban! PE No.39380 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING-Vedlydesrgnpaaineren.dREADNOM ON WISANDWCLUDWMNEKBEFEBANCEPAGEMX747eree r1,03,2015 BEFORE USE Design valid for use only witn MiFekd) connectors. Phis design Is based only upon parameters shown, and Is for on individual building component, not �R y■ a truss system. Before use, the building designer must verify the applicability of design parameters antl properly Incorporate this design Into the overall building design, Bracing Indicated Is to buckling of Individual Koss web and/or chord members only.. Additional temporary and permanent bracing MiTek' prevent Isalways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. sews N9UIPil dually Criteria, DSB-89 and li Building Component 6904 Parke East Blvd. Safety Informntbrnvailoble from Truss Plate InstiMe. 218 N. Lee Street Suite 312. Mexonddo. VA 22314. Tampa, FL 33610 Job orb Truss Thus Type Ply T77500010 EJ7 Jack -Open �Qty 31 1 Job Reference (optional) bueoers roam aource, nap ury, rL-JGaaO, U24Usdun UZU1UMIIeKmausmes,me. IuedUi L1J:u1:U4ae1a rages ID:rcJP0140c?YPehxeU_iu6x NgS4-Mxd2dWaa6Maov%3q7wGNOHSe4791RhZc01YImJzO5Wr -2-0.0 7-0-0 200 700 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Ven(LL) -0.08 2-4 >963 360 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Ven(CT) -0.18 2-4 >449 240 BCLL 0.0 Rep Stress Incr YES WE 0.00 Hord(CT) -0.00 3 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.09 2-4 >888 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2z4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 3=151/Mechanical, 2=397/0-8-0, 4=69/Ivlechamoal Max Horz 2=175(LC 12) Max Uplift 3=-116(LC 12), 2=-106(LC 12) Max Grav 3=151(LC 1), 2=397(LC 1), 4=119(LC 3) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. Scale = 1:25.2 PLATES GRIP MT20 244/190 Weight: 2911c FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C. Exteror(2)-2-0-13 to 3-11-3. Interior(1) 3-11-3 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 for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.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) except Qt=lb) - 3=11fi, 2=106. Thomas A Albani PENo.39380 MTek USA, Inc. FL Carl 6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Job Type ° Oty Ply ���Jck'Open T17500011 1827101-GEM-PASSMAN 1 1 Job Reference (optional) Builders First Source, Plant City, 1-1--32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:07:06 2019 Page 1 ID:rWP0140c7YPehxeU_io6xzNgS4-IKko2Bcre_gW 8ru5EKIr5iXwpmzvb3urLlsrCzO5Wp -2-0-0 7-10-0 200 ]100 Scale=1:27.7 Plate Offsets (X Y)-- f2:0-0-4 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ved(LL) -0.13 2-4 >675 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.29 2-4 >310 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix-SH Wind(LL) 0.17 2-4 >528 240 Weight: 32 lb FT=20% LUMBER - TOP CHORD 2x4'SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4SP No.3 REACTIONS. (Ib/size) 3=173/Mechanical, 2=426/0-8-0, 4=81/Mechanical MaxHo¢ 2=192(LC 12) 'Max Uplift 3=-131(LC 12), 2_ 110(LC 12) Max Grav 3=173(LC 1), 2=426(LC 1), 4=135(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib)or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCXL iI.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C.Exterior(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 7-94 zone; cantilever left and Tight 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 nonconcurmnt with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a. rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to for Vuss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except at=lb) 3=131, 2=110. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert6634 8904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 A WANNING - Vefify design p uernatess and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE MILT4l U mv. lGVfYLD I S SEFORE USE Design vend for use only with MOeIs(D connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 0 buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall buildingdeagn. BracingIndicated lstoprevent buckling ofindividual huss web and/or chord members only.Additlonaltempotorycndp manentbrccing MiTek' Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guldonce regarding the fabrication, storage; delivery, electron and bracing of trusses and huss systems, meANSUIPII Gua01y Cdfeda, D5549 and BCSI Building Component 6904 Parke East Blvd. Safety Nformalbinvailabie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type •OlyPlyT17500012 rob— 27101-GEM-PASSMAN EJ71 Jack -Open 2 1 Job Reference o tional Cwlaam rlrel.umce, rian illy, 11- 8.24usJun a2uiv MIIex Ineustnes, Inc. Iue Jui 213:ui;ubzu1B rage1 ID:rcJP0140c7YPehxeUjo6xeNgS4-g8AOrrbCtgi00tivgdncYUSPXSxA8pldhllJmz05W q 7.0.0 7.0.0 3x4 ST1.5xe STP = o Scale = 1:24.8 3 Plate Offsets (X,Y)-- f 1:0-0-12 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ved(LL) -0.08 1-3 >963 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ved(CT) -0.19 1-3 >418 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 MatriX-SH Wind(LL) 0.14 1-3 >570 240 Weight: 22lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOT CHORD 2x4 SP NO.2 REACTIONS. (lb/size) 1=244/0-8-0, 2=162/Mechanical, 3=82/Mechanical Max Horz 1=143(LC 12) Max Uplift 1=-36(LC 12), 2=-122(LC 12) Max Gram 1=244(LC 1), 2=162(LC 1). 3=123(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-4-0 to 6-4-0,1nterior(1) 6-4-0 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 100lb uplift at joint(s) 1 except (jt=lb) 2=122. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Job Truss Type Qry Ply1827101-GEM-::];Truss Jack-Open 13 1T17500013 Inh Reference (optional) Culluers rlr5r auul e, riwn ury, rrt-az000, 8.240sJu0 82018MIIexmauSureS,mc. Iue JUI 2la:U/:U52Ula Pagel ID:rcJP0140c?YPehxeU_io6xzNgS4-gSAOrrbCtgifXhJvgdncYll_rOXSbABpldhllJmzOSW q -2-0-0 2-2-0 7.0-0 2-0-0 —� 2-2-0 ~ 4-10.0 0 a 2-2.0 7-0-0 I o-o.n a -run I Scale=1:25.2 Plate Offsets (X Y)-- - f2:0-1-4 0-04] f3:0-6-4 0-0-61 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 3-5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.17 3-5 >464 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) 0.10 5 n/a n/a BCDL 10.0 Code FBC2017frPI2014 Matdx-R Wind(LL) 0.18 3-5 >449 240 Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 3-6: 2x6 SP No.2 OTHERS 2x4 SP.No.3 REACTIONS. (lb/size) 4--140/Mechanical, 2=397/0-8-0, 5=81/Mechanical Max Horz 2=175(LC 12) Max Uplift 4=-98(LC 12), 2=-106(LC 12), 5=-l(LC 12) Max Gmv 4=140(LC 1), 2=397(LC 1), 5=112(LC3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc Pauline. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing.. NOTES- 1) 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)-2-0-13 to 3-11-3, Intedor(1) 3-11-3 to 6-11-4 zone; cantilever left and fight exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. '5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=106. Thomas A. Albani PE No.39380 fi1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 b Ths u Truss Type OtyPly 27101-GEM-PASSMAN r18 EJ81 Jack -Open 1 1 Job Reference (optional)T77500014 Builders Fnst source, Ylanl sty, I-L-J2bbb, s Jun 8 2019 MI I eK InOusur es, Inc. 1 us Jul 2 13:07:07 Scale=1:25.1 5-8-0. 0.10-0 1-4-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) -0.12 2-8 >740 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.27 2-8 >334 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.16 Hmz(CT) 0.03. 5 n/a n/a BCDL 10.0 Code FBC2017/TPl2014 Matrix-SH Wind(LL) 0.22- 2-8 >409 240 Weight: 40lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=209/Mechanical, 2=426/0-8-0, 6=45/Mechanical Max Horz 2=175(LC 12) Max Uplift 5=-95(LC 12), 2=-118(LC 12), 6=-11(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-420/529, 4-7=-400/438 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) 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)-2-0-13 to 3-11-3, Interior(1) 3-11-3.to 5-8-0, Exterior(2) 5-8-0 to 6-6-0. Interior(1) 6-6-0 to 7-9-4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has 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 other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except Qt=lb) 2=118. Thomas A. Albani PE No.38380 MTek USA, Inc. FL Cert.6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Truss Truss Type "I"'PlyT17500015 r10-b- 827101-GEM-PASSMAN EJ82 Jack -Open 1 1 Job Reference (optional) builders rlrs[ Jounce, ream ury, rL- Jzapo, 6.24usdun 62UT9Mllexmausmes,lnc. luedm 2rz:uf:ue2UIB regal ID:roJP0140c?YPehxeU_io6xzNgS4-EjsZTtd5Ab4EO92UMIKJA7cMfkSbNUABJf Wyv5zO5Wn 3 -8-0 4-6-0 7-10-0 2-0-0 8.8% 0-10.0 i 3-4-0 2 Scale = 1:25.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.16 7-8 >545 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.33 7-8 >270 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.28 7-8 >316 240 Weight: 371b FT=20% LUMBER - TOP -CHORD 2x4 SPNo.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 5=145/Mechanical, 2=426/0-8-0, 6=110/Mechanical .Max Horz 2=175(LC 12) Max Uplift 5=-88(LC 12). 2=-118(LC 12), 6=-18(LC 12) Max Gray 5=145(LC 1),2=426(LC 1), 6=120(LC 3) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. WEBS 3-8=-270/299 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oo 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.Opsf; hot 5ft; Cat. II; E1P B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2)-2-0-13 to 4-6-0, Intenor(1) 4-6-0 to 7-9-4 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) 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 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 other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 5, 6 except at=lb) 2=118. Thomas A Alt ani PENo:39389 M1fek USA; Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ®WARNING -Verity dSSf1h pararnefe..dREAD NOTES ON THLSANDINCLUDED MREKFEFENANCEPAGEMP-7473rev. TNAlapiSBEFOREUSE Design valid for use only with MOeMconnectors. This design Is based only upon parameters shown, and Is for an IndNidual building component, not 0 }hiss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate his design Into the overall bulldingdesign, Bracing IndicatedlstopreventbucklingoflndlAdualtrusswebandforchordmembersonly..Addiflonoltemporaryandpermanentbrocing MiTek . Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me e904Pafxe East BN4. fabrication, storage: delNery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Critelli DSM9 and BCSI BuldbD Component Safety Informalbnovollobie from Truss Plate Institute. 218 N: Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Oty�PlyT17500016 �Trussype- 1827101-GEM.PASSMAN EJ83 en 1h Referencefonflorist ouuueia nm owrv, .,nu. v,•p, —uc ' a.zw s Jun is zu 1 tl Mu l xnNWuietl, ma l ue Ja a lJ:V(.VH e.,tl Scale = 1:26.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.13 6-7 >665 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.26 6-7 >346 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) -0.16 6-7 >551 240 Weight: 34111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 0o bracing. WEBS 2x4 SP.No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 5=152/Mechanica1, 2=369/0-8-0, 6=90/Mechanical Max Horz 2=175(LC 8) Max Uplift 5=-106(LC 8), 2=-91(LC 8) Max GIGS, 5=152(LC 1), 2=383(LC 40), 6=126(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-257/242 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. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss 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) 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) 2 except at=lb) 5=106. 8) "NAILED" indicates 3-1Od (0.148'x3') or2-12d (0.148"x3.25") toe -nails per NOS 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 (pig Vert: 1-3=-54, 3-4=-54, 4-5=-54, 2-6=-20 Concentrated Loads (lb) Vert: 3=69(B) Thomas A Albani PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING- Verity design Parameters end READ NOTES ON THIS AND INCLUDED MITI REFERANCE PAGE rill rev. ffloc 1a BEFORE USE. Design valid tot use only with MneW connectors, Toll design is based only upon parameters shown. and is for on Individual building component, not ��ee 0.1 system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall ��Y�• building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems. seeANSU1Pll Quality Criteria. DSB89 and BCSt Balding Component 6904 Parke East Blvd. Sabry Inlortnalbmvolloble ham Truss Plofa Institute. 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Oty Ply T17500017 1827101-GEM-PASSMAN ]TnussType G1 Roof Special Girder 1 2 Job Reference o [tonal Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industnes, Inc. Tue Jul 2 13:07:10 2019 Page 1 ID:rcJP0140c?YPehn U_io6nNgS4.BS_JuZfLhCKydSCsTANnFYhdbY9HrC6Umy?3y05WI 5-5-12 lo-S0 16-0-0 za2-0 5-5.12 4-17-4 5-7-0 4-2-0 Scale = 1:39.0 4x6 II 9 10 11 8 12 13 14 7 15 16 6 4z10 M1,iT20HS= 3z8 II HHUS26-2 10x16 Mi20HS= LUS26 LUS26 3x6 II LUS26 HTU26 7x10 = LUS26 LUS26 5-5-12 10-5-0 16-a0 20-2A &112 4-11-4 I 5 7 0 4-2-0 Plate Offsets (XY)---(1:0-5-00-1-71f6:0-4-00-4-01R:0-4-80-1-81- LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.17' 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.32 8-9 >738 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.07 6 Na Na BCDL 10.0 Code FBC2017fTP12014 Matrix-SH Wind(LL) 0.18 8-9 >999 240 Weight:251 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x6 SP No.2 GOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* 5-6: 2x8 SP 240OF 2.OE, 3-8,4-6: 2x4 SP No.2 REACTIONS. (lb/size) 1--4520/Mechanical, 6=7493/Mechanical Max Harz 1=137(LC 27) Max Uplift 1=-1323(LC 8), 6= 1902(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) - Max. Comp_/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9978/2952, 2-3=-7737/2187, 3A= 7759/2196, 4-5=-68B/173 BOT CHORD 1-9= 2713/8864, 8-9=-2713/8864, 7-8=-2550/10022, 6-7=-2513/9820 WEBS 2-9=-610/1818, 2-8=-2273/907, 3-8=-1825/6596,4-8=3434f741,4-7=-605/3262, 4-6=-10676/2737 NOTES- 1) 2-plytniss to be connected together with 10d (0.131°4') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc, 2x6 - 2 rows staggered at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except 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=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All,plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 1=1323, 6=1902 11) Use Simpson Strong -Tie HHUS26-2 (14-1Od Girder, 4-1Od Truss) or equivalent at 7-1-8 from the left end to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong -Tie LUS26 (4-SD9112 Girder, 4-SD9212 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max starting at 9-0-12 from the left end to 17-0-1210 connect tmss(es) to front face of bottom chord. 13) Use Simpson Strong-Tie.HTU26 (20-1 Od Girder, 11-1 Odxl 1/2 Truss, Single Ply Girder) or equivalent at 18-2-12 from the left end to connect truss(es) to front face of bottom chord. Thomas A. Alberti PE No.39380 MiTek USA, Inc. FL Cert $634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 6904 Parke East BNd. Tampa. FL:33610 oTsTmss Type OtYPlyT17500017 �18b7lo[-GEM-PASSIVIAN G1 Roof Spedal Giber 1 2 Job Reference (optional) Builders First Source, Plant City, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:07:10 2019 Page 2 ID:roJPO14Oc?YPehxeLUo6xzNgS4-B5_JUZfhCKydSCsTANnFYhdbY9HrC6Umy?3�05W1 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3--54, 3-4=-54, 4-5=-54, 1-6=-20 Concentrated Loads (lb) Vert: 10=-2395(F) 11=-1206(F) 12=-1206(F) 13=-1206(F)14=-1209(F) 15=-1209(F) 16=-2116(F) Job Truss - Truss Type Oty Ply T17500016 1827101-GEM-PASSMAN G2 Common. 2 1 Job Reference o tional Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:07:10 2019 Page 1 ID:g2BWylztyTZW ScIKW UOTwzbOtF•B5_JuZfLhCKydSCsTANnFYhlkYBTrJzUm1?3_zzO5Wl 4-6.12 9-6-0 - 14-5-4 19-11-0 4-6-12 4.11-4 417-4 5-5-12 3x6 II 4x6 = 14 15 3x4 = 3x6 = 3x4 = 4-6-14-5-4 19-11-0 72 12 9-10-e 5-5-12 scale = 1:35.8 3x4 = �o Plate OHsets(XY)— [1:0-2-00-0-2) - - --- - - - - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 VerI LL) -0.22 7-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.45, 7-9 >528 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.39 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-SH Wind(LL) 0.05 6-7 >999 240 Weight: -971la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.22-6-10 REACTIONS. (Ib/size) 1=735/Mechanical, 6=73_ _5/Mechanical Max Horz 1=-85(LC 10) Max Uplift 1=-171(LC 12), 6=-177(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-3=-1213/617, 3-4=-11581767, 4-5=-1337/852, 5-6=-1342/675 BOT CHORD 1-9=-437/985, 7-9=-244/686, 6-7= 515/1139 WEBS 3-9=-186/304, 4-9=-282/482, 4-7=-394/675, 5-7=298/364 BRACING - TOP CHORD. Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD. Rigid ceiling directly applied or7-11-11 oc bracing. NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and.C-C Exterior(2) 0-0-0 to 6-0-0, Intedor(1) 6-" to 9-6-0, Exterior(2) 9-6-0 to 15-6-0, Interior(1) 15-6-0 to 19-10-4 zone; cantilever left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1:60 plate grip DOL=1.60 '3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girders) for truss to truss connections. `6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) except (jt=lb) 1=171. 6=177. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Carl 6634 69114 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNNG- Verily designparamefers antl READ NOTES ON MISAND INCLUDED MTTEKREFERANOEPAGEMX7473wv. laV12015BEFOREUSE. Design valid for we only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an indlvldual building component, not a muss system.. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulDingdeslgn. Bracing Indicated Is to prevent buckling otindividual truss web and/or chord members only, Addiionaltempomryand parmanembracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage; delivery, erectlon and bracing of musses and truss systems. seeANSUTPII Cu M22 I:RIM, 05049 and aL3171u1dbD Component Safety Usfocsc lcnovaflable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexontlrlo, VA 2231 A. ��- MiTek' 6904 a. FL East Blvd. East B Tampa. FL 33610 ob Truss Oly Ply T17500019J182710 G3 me m 1Job Reference (optional) Bullaers hirst bource, VIM Illy, hL-a2bbb, B.240s Jun 82019MIIeelnausines,mC. IUe Jul 21Y:U/:112U19 Pagel axe LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor YES Code FBC20177TPI2014. Scale=1:38.5 4x6 = 4 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TO 0.54 Vert(LL) -0.22 7-9 >999 360 MT20 244/190 BC 0.74 Vert(CT) -0.45 7-9 >S42 240 WB 0.40 Horz(CT) 0.03 6 n/a We Matrix-SH Wind(L-) 0.06 7-9 >999 240 Weight: 97 Us FT=20% BRACING - TOP CHORD Stmctuml wood sheathing directly applied or 4-8-8 oc puffins. BOTCHORD Rigid ceiling directly applied or 7-10-10 oc bracing. REACTIQNS. (lb/size) 6=749/Mechanical, 2=89310-8-0 Max Horz 2=111(LC 12) Max Uplift 6=-179(LC 13), 2=-240(LC 12) FORCES. (Ib) -Max. Comp./Ma i. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1304/616, 3-4=-12781789, 4-5=-1369/865, 5-6=-1372/687 BOT CHORD 2-9=-472/1086, 7-9=-2467712, 6-7- 516/1166 WEBS 4-7=-401/683,5-7=-299/365,4-9=-330/586,3-9=-245/335 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; hot 5ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -2-0-13 to 3-11-3. Intedor(1) 3-11-3 to 10-5-0, Exteri0r(2) 10-5-0 to 16-5-0. Intedor(1) 16-5-0 to 20-9-4 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=179, 2=240. Id Thomas A Alban) PE No.39380 MTek USA, Inc. FL Cart B634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2,2019 A WARNING -Verlrydesign Paramefersantl READ NOTES ON THISAND INCLUDED MREKRFMANCEPAGEMIN473 ree IGM2015BEFOBEUSE valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for on Individual bulltling component, not Mat a Luis system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buoBing of Individual huss web antl/or chord members only. Addmonal temporary and permanent bracing MiTek' Is always required far stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobrlco6on, storage. delivery, emcfian and bracing of trusses and miss systems, seeANsvrprt Qualppyy Create, DSB-99 and SCSI Balding Component Sabfy mfoenationavarable ham Truss Flare Institute. 218 N. We Sheet, Sage 312. Alexanddo. VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 t7101_-GEWPASSNIAN IG4 Half Hip 1 T17500020 m y o I "2 source, Ylam Idly, FL- Uebbb, U.ZUSJM aeula MrrexmUU5mea,mo. IUBJW el a:u1:1Z4uia - ID:rcJP0140c?YPehxeU_io6xzNgS4-7U63JFgbDgafsmLFbbPFLm2eMg6JBKnEGUA2E -9-0 9-0.0 14-11-0 20-10.0 2-0.0 4-9d 4-2-12 5-11-0 5-11-0 Scale = 1:39.2 4x6 = 3x4 = 3x4 = 4 5 16 6 9-0-0 611-0 LOAD6NG (pa' SPACING- 2-0-0 CSI. DEFL. in (loc); Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.14 2-10 >999 360 TCDL 7.0 Lumber DOL. 1.25 BC 0.66 Vert(CT) -0.29 2-10 >835 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 7 Na Na BCDL 10.0 Code FBC2017/TP12014 Matdx-SH Wind(LL) 0.04 8-10 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CF;DRD 2x4 SP No.2 WEBS 2x4 SP No.3 SOT CHORD OTHERS 2x4 SP No.3 REACTIONS, (Ib/size) 7=745/Mechanical, 2=890/0-8-0 Max Horz 2=218(LC 12) Max Uplift 7=-219(LC 9), 2=-218(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-1228/670,.3-4=-989/502, 4-5=-840/508, 56= 727/420, 6-7=-691/451 SOT CHORD 2-10=-794/1032, 8-10=-020/727 WEBS 3-10=-223/321, 4-10=0/264, 5-6=-452/383, 6-8=-524/905 PLATES GRIP MT20 244/190 Weight: 118 lb FT=20% Structural wood sheathing directly applied or 5-2-0 oc puriins, except end verticals. Rigid ceiling directly applied or 66-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; Cat. II; Eli B; Encl., GCpl-o.18; MWFRS (envelope) and C-C Exterior(2) -2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Extedor(2) 9-0-0 to 17-5-13, Interior(1) 17-5-13 to 20-8-4 zone; camilever left and light exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) provide adequate drainage to prevent water pending. A 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 alive load of 20.Opst on thebottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Referte girder(s) foriruss to truss connections. �6) Provide mechanicalconnection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 7e219, 2=218. Thomas A. Alban PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O wMNING-Vex4deal9 paremefep antl NEADNOTES ONTHIS AND INCLUDED MIrEKNEFERANCE PAGEMa-)4TJ mv. r0Aa20156EFOREUSE Deggr volitl far use oNy-ilh MT" connectors. ibis design 6 based on" 00 parameters shown, and Is for on Indtvldual bulltling component, not a irussyystam. Before use, me 0u0tling tlesigner must verify the appllcablliN of tlesign Parameters and properly Incorporate this design Into the overall Bracing lntlicotetlhto prevent buckling oflntllvitluol iruaweb antl/or chortl members only. Additional temporary antl permanent bracing MiTek' bulldigtleslgn. i a=required for stability antl to prevent collapse with possible personal Injury and property domage. For general guidance regarding the PobriwSon, storage: delivery, erection antl bracing of trustes antl tmss systems, seeANSr/IP11 Caal6v Crtl�rlo. Din49 antl IC9I Nina Cempanml 6904 Parke East Btid. SW-V edomlatbrtrvoJoble hem Truss Plate Institute, 218 N. Lee Sheaf, 3rute 312. Alexrntlrio. VA 22514. Tampa, FL 33610 x Job Truss Truss Type Ply T17500023 1827101-GEM-PASSMAN HJ3 Diagonal Hip Girder �Qty 2 1 Job Reference (opt na0 Builders Had Source, Plant City, PL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:07:1 Scale=1:14.3 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too), Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.41 Ve art-0.01 2-4 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.08 Vert(CT) -0.02 2-4 >999 240 BCLL 0.0' Rep Stress lncr NO WB- 0.00 Horz(CT) -0.00 3 n/a n/a BCDL. 10.0 Code FBC2017ITP12014. Matdx-P -Wind(LL) 0.00 2 --" 240 Weight: 221b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD. Structural wood sheathing directly applied or 4-2-3 on purlins. BOT CHORD 2x4 SP M 31 BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP.No.2 REACTIONS. (lb/size) 3=8/Mechanica1, 2=312/0-5-11, 4=39/Mechanical Max Horz 2=120(LC 4) Max Uplift 3=-75(LC 19), 2--220(LC 4) Max Gmv 3=77(LC 22), 2=321(LC 35), 4=78(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=5.Opsf; 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 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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=220. 6) "NAILED" indicates 3-1 Od (0.148W") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 24=-20 Concentrated Loads (lb). Vert: 9=96(F=48, B=48) Thomas A. Alban! PE No.39366 MiTek USA, Inc. FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Data: July 2,2019 Truss Truss Type pty Ply rob T77500024 7101-GEM-PASSMAN HJ5 Diagonal Hip Girder 2 1 Job Reference foot'onall BWltlers First Source, elam LAty, FL- 32555, Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:07:16 2019 rJ NAILED Scale =1:21.3 3x4 = - _ 1-e: -ldb 11 2xa II 2x4 II NAILED NAILED 2a-9 F - 4 1 OS10 6 is sot W. 30-8 0 062 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc), Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.04 8-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.05 8-9 >882 240 BCLL 0.0 Rep Stress [nor NO WB 0.28 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-SH. Wind(LL) -0.03 8-9 >999 240 Weight: 381b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-2-6 cc purlins. BOT CHORD 2x4 SP N0.2 BOT CHORD Rigid ceiling directly applied or 5-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=49/Mechanical, 9=1040/0-11-5, 8=-291/Mechanical • Max Harz 9=128(LC 8) Max Uplift 6=-29(LC 4), 9=-651(LC 4). 8=-380(LC 19), Max Grav 6=49(LC 19). 9=1040(LC 1). 8=236(LC 22) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-855/1358, 4-5=-815/1308 BOT CHORD 3-10=-1233/863, 9-10=-1233/863 WEBS 4-9=-257/133, 5-8=-207/345, 5-9=-1255f763 NOTES- 1) 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; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 6 except Ot=lb) 9=651, 8=380. 7) "NAILED' indicates 3-1Od (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-2=-14, 2-6=-54, 7-10=-20, 2-11=-20 Concentrated Loads (lb) Vert: 10= 134(F=-67, B=-67) 12=-120(F- 60, B=-60) 14=111(B) Thomas A. Albanl PE No.39380 MiTek USA, Inc, FL Ced 6834 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 OWARN/NG-Vedfydeslg0pardmeN}nend READ NOTES ON TNRAND/NCLNDEDMREKREFERANCEPAGEM674J3ree 10DS2015GEFOREOSE Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tleslgn Into the overall building tleslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSWil puolryy Caloric. DSO-09 and BCSI Building Component Safety Infamraflorpvoiloble from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria, VA 22314. ��• MiTek' 69N Parke East Blvd. Tampa, FL 33610 pe Ory Ply T77500025 Fjob 07-GEM-PASSMANJHJ7� Hip Giber �Dmg 4 1 Job Reference (optional) Q Buiiders gust bounce, riarx a y, ram- se000, uun o4v IV ivil l en nuu>umJ, aK. tun our c,u.u,. 2-9-05 5-1-9 —4-8-7. Scale: 1/2'=1' 4 NAILED NAILED 14 4.2A 12 3z4 4 NAILED NAILED 3 13 d' NAILED NAILED 12 2x4 II 2 2x4 II L 8 15 16 17 6 E 4 7 II NAILED NAILED 2x4 I NAILED 3z4 o a -. - z6 = NAILED NAILED NAILED Plate Offsets (X Y)-- [2:0-0-9 0-0-4] [8'0-2-2 0-1-O] - - - - - - LOADING (pso SPACING- 2-0-0 CSI. 'DEFL in (roc) Well. Ud PLATES GRIP -TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.04 2-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(CT) 0.01 6 n1a rVa - BCDL 10.0 Code FBC2017/TPI2014. Matrix-SH Wind(LL) -0.07 2-7 >999 240 Weight: 49 lb FT=20% LUMBER - TOP CHORD 2x4 SP NO.2 BOT CHORD 2x4 SP NOA WEBS 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 4=116/Mechanical, 2=48410-10-15, 6=241/Mechanical Max Ho¢ 2-201(LC 22) Max Uplift 4=-100(LC 4), 2=-23B(LC 4), 6=-58(LC 8) Max Gray 4=119(LC 19), 2=554(LC 35), 6=278(LC 35) FORCES. (lb) -Max. Comp./Mm Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-712/100 BOT CHORD 2-7=1911557, 6-7=-191/557 WEBS 3-7=0/255, 3-6=-601/206 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (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 monconcurrent 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 joints) 6 except at=lb) 4=100, 2=238. 6) "NAILED' indicates 3-1 Did (0.148'x3°) or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 7) In the LOAD CASE(S):section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 2-5=-20 Concentrated Loads (Ib). Vert: 12=96(F=48, B=48) 14=-28(F=14, B=-14) 17=-36(F=18, B=18) Thomas A Alban! PE No.39360 Mil USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: July 2,2019 A WAHNNG-yedry EesrgnparamelersaAE READ NOTES ONTNISANONCLUOEOMITEKNEFENANCEPAGEMl47=MK fail ISBEFONEUSE Design valid for use only with MEeM connectors. This des]l IS based only upon parameters shown, antl s for an Individual building component, not a truss system. Before use. the building designer must verify the oppllcobllity of design parameters and properly Incorporate INS design Into the overall Wilding design. Bracing Indicated is to prevent Waiting of Individual buss web and/or chord members any. Additional temporary and permanent bracing MiTek' N always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fo xIcation, storage, dalvery. erection and brocing of busses and truss systems, seeANS91Pll Gual"y Cdbda, DS549 and BCSI Building Component 69o4 Parke East Blvd. Tampa, FL 33610 Solely Infomtatbnavoilable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Alexandria. VA 223314. Truss Truss Type ' city Ply T17500027 rJb 27101-GEM-PA65MAN HJ73 Diagonal Nip Girder 1 1 Job Reference (optiona0 Builbers first Source, Plant Ddy, FL-32566, 8 2019 MITek Industries, no. Tue Jul 2 13:07:19 Z019 f age 1 NAILED 3x12 MT20HS- NAILED 3 4 4x6 i5-ES 910-1 a-n-n 2-fi-5 I d3-12 � Scale=1:25.7 Plate Offsets (X`)---[2:0-0-120-2-41 [2:0-3-140-3-5p[3:0-7-0Eddel [9:Edge0-2-01 [12:0-2-20-1-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.19 4-10 >608 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.59 Vert(CT) -0.25 4-10 >450 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Mor NO WB 0.11 Hoa(CT) 0.09 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 551b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 2-3: 2x4 SP No.1 BOT CHORD 2x6 SP No.2 *Except* 2-11: 2x4 SP No.2 WEBS • 2x4 SP No.3 OTHERS 2x4 SP No.2 REACTIONS. (Its/size) 7= 15/Mechanical, 2=478/0-10-15, 9=372/Mechanical Max Hoa 2=201(LC 4) Max Uplift 7=-122(LC 22), 2=-236(LC.4), 9=-141(LC 8) Max Gmv 7=19(LC 18), 2=569(LC 35), 9=456(LC 32) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-725(/9, 4-5=-605/127, 5-6=-459/127 BOT CHORD 2-11=-64/501, 4-10= 190/477, 9-10=-190/477 WEBS 6-9=-582/231 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) 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); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3).All .plates are MT20 plates unless otherwise indicated. 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 rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 7=122, 2=236, 9=141. 8) "NAILED" indicates 3-10d (0.148°x3') or 2-12d (0.148'x3.25') toe -nails per NOS 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 (pit) Vert: 1-7=-54, 2-11=-20, 4-8=-20 Concentrated Loads (Ib) Vert: 16=96(F=48, B=48) 18=-22(F=-11, B= 11) 20=5(F=2; B=2) 21=-46(F=-23, B=-23) Thomas A. Albani PE No.39380 MiTsk USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 Q WARNING -VeritydeIr`,m, ram h s anEREAO NOTES ONTNISANO INCLUDED MWEKREFERANCEPAGEMX7473 Is. TNAaQeiSBEFORE USE Design valid for use only with MTelG connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, me building designer must verify me applicability of design parameters and property Incorporate this design Into the overall bulidingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonentbracing MITOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage; delivery, erection and bracing of trusses and truss systems seeANSUTP11 Quality Cmeilo, DSB-89 and SCSI Ill Component 6904 Parke East Blvd. Safety mformallorxrvoilable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qry T17500028 rJob 01 -GEM-PASSMAN K7 Hip Girder 1 �72 Job Reference (optioned) Builders First Source, Plant City, FL- 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 2 13:07:20 2019 4x6 = 4x6 = 4xi0 MT20HS LUS24 LUS24 LUS24 5-1-12 &B-0 10.11-O 15-G4 2 -8-0 5-1-12 44-4. 1-2-0 4-]-4 5-1-12 Scale=1:39.9 I< 0 Plate Offsets (X 1)-- [2:0-4-00-1-15) [7:0:3-13 0-1-131 [9:0-5-0 0-6-01 [10:0-3-e 0-5-12] LOADING (Pat) SPACING- 2-0-0 CSI. -DEFL. in (too) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.83 Vert(LL) -0.13 8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT). -0.23'. 7-8 >999 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 HOr2(CT) 0.05, 7 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix-SH Wind(LL) 0.1210-11 >999 240 Weight 278lb FT=20% LUMBER- BRACING - TOP CH`URD 2x4 SP No.2 TOP CHORD GOT CHORD 2x8 SP 240OF 2.0E BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 7=7023/0-8-0, 2=3814/0-8-0 Max Horz 2=10112) Max Uplift 7=-2008(LC 9), 2=-1162(LC 8) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7602/2279,3-4=-6549/1936,4-5=-5888/1777,5-6=-6549/1930,6-7=-1172813351 BOT CHORD 2-11=-2042/6715, 10-11=-2042/6715, 9-10=-1649/5888, 8-9= 2932/10419, 7-8=-2932/10419 WEBS 3-11=-249/765, 3-10=-1054/469, 4-10=-835/2784, 5-9=-817/2750, 6-9=5223/1545, 6-8=-1206/4524 Structural wood sheathing directly applied or 2-8-10 cc puffins. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply tress to be connected together with 1Od (0.131"x3") nails as follows:: Top chords connected as follows: 2x4 -1 row at 0-7-0 cc. Bottom chords connected as follows: 2x8-- 2 rows staggered at 0-2-0 cc. Webs connected as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; Lumber D0L--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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 fib uplift at jolnt(s) except (jt=lb) 7=2008,2=1162 10) Use Simpson Strong -Tie HTU26 (20-1Dd Girder, 11-10dx1 112 Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 cc max starting at 9-0-12 from the left end to 15-0-12 to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie HGUS28-2 (36-16d Girder, 6-16d Truss) or equivalent at 17-1-8 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. Thomas A Alban! PE No.39389 61Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: July 2,2019 Q WARMANG-VedrydesismParameters antl READ NOTES ON TN4SANDMCLUDED MmEKREFENANCEPAGEMb74T3 ree 1➢N32015BEFOREUSE Design valid for use only Win MOeklD connectors. this desgn is based only upon parameters shown, and Is for an Individual building component, not a huse system. Before use. Me bulltling 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 Individual hum web and/or chord members only. Additional temporary and pennonent bracing MiTek' Is alwaysmqulred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobricatbn. storage: delivery, section and bracing of trusses and truss systems, seeAN$URI1 Quality CMedo. 0301d9 and BCSI building Component Safety Info matbrpvoilable from Truss Rote Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type ' Oty - Ply T17500029 1827101-GEM-PASSMAN K2 Hip 1 1 Job Reference (optional) tsunoers rlrsr source, ream`-ny,"-aeaap, s dun B zeta MI IeK mausmes, Inc. I ue dui a u:uczl zuiu rage T ,t IT 6 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 2% Plate Grip DOL 1.25 TC 0.60 TCDL 7.0 Lumber DOL 1.25 BC 0.70 BC LL 0.0 ' Rep Stress Incr YES WE 0.12 BC DL 10.0 Code FBC2017lrP12014. Matrix-SH 4x6 = 4x6 4 5 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP.No.3 OTHERS 2x4 SPNo.3 - REACTLONS. (lb/size) 7=732/0-8-0, 2=877/0-8-0 :Max Harz 2=100(LC 12) Max Uplift 7=-166(LC 13), 2=-229(LC 12) FORCES. (lb) -Max. CompAMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1161/683, 3-4=-948/603, 4-5=-810/564, 5-6= 957/619, 6-7=-1166/691 BOT CHORD 2-9=-515/962, 8-9=-297/810, 7-8=-499/988 WEBS 3-9=-264/325, 4-9= 169/299, 5-8=-201/328, 6-8=-301/366 Scale = 1:39.9 DEFL in (loc) I/deft L/d PLATES GRIP Ved(LL) -0.15 7-8 >999 360 MT20 244/190 Ved(CT) -0.34 7-8 >715 240 Horz(CT) 0.03 7 Na n/a Wind(LL) 0.12 7-8 >999 240 Weight: 971b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc pudins BOT CHORD Rigid ceiling directly applied or7-11-4 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.Opsf; h=1511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extedor(2)-2-0-13 to 3-11-3, Interior(1) 3-11-3 to 9-0-0, Exterior(2) 9-0-0 to 20-4-0 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip _ DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost 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, 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=229. Thomas A. Albani PE ND.39389 MTek USA, Inc. FL Cad 66U 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ® WARNING- Verlrydes;i m parsmeren aad READ NOTES ON Mee AND INCLUDED MREK REFERANCE PAGE MIP74M ray. 10=2015BEFORE USE Dedgn valld far use only with MBek®connectors. We design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building desgner must verify the applicability of design parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated lsto prevent buckling of Individual truss web and/or chord members only. Additional temporary antl permanent bracing MiTek' s always required for stoblllly and to preventcollapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection antl bracing of trusses and truss systems S96ANSUf91I Quality CdfeM, DSBd9 and SCSI Building Component 69N Parke East Blvd. Safety InfOrmatorravailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type • Oty Ply T17500030 1827101-GEWPASSMAN K3 Hip Girder 1 1 Job Reference (optional) Builders First Source, Plam City,, FL-32566, Jun 82019 MiTek Industries, Inc. Tue Jul 213:07:22 • w 2x- d Special 5xe = NAILED NAILED NAILED 18 19 20 Special 4x6 = 3x6 = exa II 3x4 = 3x6 = Special NAILED Special Scale =1:43.3 (4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FB02017frPI2014, CSI. TC 0.78 BC 0.74 WB 0.27 Matrix-SH DEFL. in Ve IfLL) -0.11 Vert(CT) -0.25 HOrz(GT) 0.06 Wind(LL) 0.10 (loc) Wait Ud 7-9 >999 360 7-9 >951 240 5 n/a n/a 7-9 >999 240 PLATES GRIP MT20 244/190 Weight: 98 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. 3-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-3-3 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (IWeize) 2-1491/0-8.0, 5=1492/0-8-0 Max Horz 2=74(LC 7) Marc Uplift 2=-542(LC 8).5=-541(LC 9) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2503/886, 3-4=-2160/839, 4-5=-2507/885 BOT CHORD 2-9= 734/2137, 7-9=-732/2157, 5-7=-699/2140 WEBS 3-9=0/696, 4-7=07701 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=151t; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL--1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=542, 5=541. 7) "NAILED' indicates 3-1 Od (0.148'x3') or3-12d (0. 148'x3.25') toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 187 lb down and 228 lb up at 7-M. and 187 Ib down and 228 lb up at 13-8-0 on top chord, and 294Ib down and 76 lb up at 7-M, and 294Ib down and 76 lb up at 13-7-4 on bottom chord. The desigrdselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plI) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 2-5= 20 Concentrated Loads (lb) Thomas A.,Inc. Alban! PE Cott 663489 Vert: 3=-140(F) 4=140(F) 8=-49(F) 9=-262(F) 7=-262(F) 18=-97(F) 19=-97(F) 20=-97(F) 21=-49(F) 22=-49(F) 61Tek USA, Inc. FL Certmpa 6907 Parke East Blvd. Tampa FL 07610 Date: July 2,2019 b Truss Truss TypePlyT17500031 827101-GEM-PASSMAN �10 L1 Root Special Girder 1 2 Job Reference (optional) _ Builae_rs First Source, Plant City, FL- 32566, - 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:07:24 2019 Page 1 ID:rWP0140c?YPehxeU_io6=NgS4-mogcgLq7OV5yJcGZ16d3gVH9uBs47V7Y 80pU9z05WX -0-0 17-2-0-2-0-0 16~2 2 2-7-0 5.8-0 - Scale = 1:36.0 US II 3.6 = LUS24 LUS26 LUS26 d-B-12 8-11-0 11-6-0 17-2-0 4-8-12 4-2-4 2-7-0 5-8-0 Plate Offsets (X Y)-- [5:0-6-4 0-3-0] [7i0-2-0 0-3-0] [9:0-5-0 0-4-8] [11:0-2-2 0-1-O] -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.27 Vart(LL) -0.09 9-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.17 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.99 Horz(CT) 0.04 7 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 Matrix-SH Wind(LL) 0.10 9-10 >999 240 Weight: 234 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP N0.2 *Except* 7-9: 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3 `Except' 6-7: 2x8 SP 240OF 2.0E OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 7=4424/Mechanical, 2=3031/0-8-0 Max Horz 2=182(LC 6) Max Uplift 7=-1256(LC 9), 2=-960(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. TOP CHORD 2-3=-5878/1821, 3-4=-5326/1681, 4-5=-5297/1693, 5-6=-292/81 BOT CHORD 2-1 0=-1 699/5141, 9-1 0=-1 69915141, 8-9=-1632/5529, 7-8=-1643/5602 WEBS 3-10=-84/421,3-9=-477/227,4-9=-1411/4496, 5-9=-1281/250, 5-8=-250/1570, 5-7= 6148/1808 Structural wood sheathing directly applied or 5-1-5 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with tad (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 cc, 2x8 - 2 rows staggered at 0-9-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASIDE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope);: cantilever left and right. exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) This truss has been designed for a 10.0 psf bottom chord live load nooconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for fuss to fuss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 7=1256,2=960. 10) Use Simpson Strong -Tie HHUS26-2 (14-10d Girder, 4-10d Truss) or equivalent at 7-11-8 from the left end to connect truss(es) to back face of bottom chord. 11) Use Simpson Strong -Tie LUS26 (4-10d Girder, 4-10d Truss) or equivalent at 9-10-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 11-10-12 from the left end to connect tuss(es).to back face of bottom chord. Thomas A Aibani PE No.39380 hlTek USA, I=FL Cert 6834 6904Parke East Blvd. Tampa FL 33610 Date: July 2,2019 AWARNING -Vari1divII mrs.teroaadREADNOTES ONTNISANDWCLUOEDMREKREFERANCEPAGEMRT4Mrev. 1M32015BEFOREUSE 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, Me builtling designer must verify the oppllcabllity of design parameters and properly Incorporate this design into Me overall bullding design. Bracing Indicated is to prevent budding of individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse with possible personal Injury and property domcge. For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSXMII Quality Vitoria. DSM9 antl BCSI Building Component 69p4 Parke East Blvd. Satoh Information vailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job - - Truss Truss Type • City Ply T77500031 1827101-GEM-PASSMAN L1 Roof Special Girder 1 2 Job Reference (optiona0 Builders First Source, Plant City, FL-32566. 8.240 s Jun 82019 MiTek Industries, Inc. Tue Jul 2 13:07:24 2019 Page ID:rc)POI40c?YPehxeU_io6x NgS4-mogcgLg7OV5yJcGZI6d3qVH9uBs47V7Y_8OpU9zO5WX NOTES- 13) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-1 Off Truss) or equivalent at 13-10-12 from the left end to connect truss(es) to back face of bottom chord. 14) Use Simpson Strong -Tie LUS24 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent at 15-10-12 from the left end to connect truss(es) to back face of bottom chord. 15) Fill all nail holes wherehanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) f Vert: 14=-54, 4-5=-54, 5-6=-54, 2-7=-20 Concentrated Loads (lb) Vert: 8=-921(13) 15= 2437(B) 16i 138(B) 17=-845(B) 18= 760(B) QWARNING-VeNlydeel9nparemeleraard REAONOTES ON TNISANO INCLUDED MREKNEFERANCEPAGEMIP74neev. iGNYI015BEFONE USE. �■� Design valid for use only with MQek® connectors. INS design b based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. me building designer must verify Me opplicobility of design parameters and property incorporate this design Info the overall buildingdesign. Bracing Indicated is to prevent buckling oflndMducltruss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabcatlon. storage, delivery, erection and bracing of busses and buss systems. seeANSVI9I1 Oualfly Criteria, DSB-89 and BCSI Building Component Safety Infennatbnovoilable from Truss Plate Indtuto, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. a.R•�i■[R MiTek' 69" Parke East Blvd.. Tampa, FL 33610 Job Truss Thus Type a OIy Ply ' T77500032 1827101-GEM-PASSMAN L2 Common 3 7 Job Reference (optional) ebnuers hirst bource, clam ury, VL-a2bbb, 8.240 s Jun Inc. 1 Ue Jul 213:07:24 201 1 1 k 21 46 = 4 Scale = 1:33.1 ]o Plate Offsets (X,Y)-- r2:0-2-10,0-1-8] [7:0-5-12 Edge] [8:0-4-0 0-3-01 [9:0-2-2 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.54 Vert(L-) -0.11 2-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.22 2-8 >885 240 BCLL 0.0 ` Rep Stress Inor YES WB 0.16 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-SH 'Wind(LL) -0.03 2-8 >999 240 Weight: 86 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Right 2x6 SP'No.22-1-8 REACTIONS. '(lb/size) 7=604/Mechanical, 2=75210-8-0 Max Hom 2=100(LC 16) Max Uplift 7= 141(LC 13), 2=-21O(LC. 12) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3= 949/578, 3-4=-710/426, 4-5=-706/440, 5-7=-901/572 BOT CHORD 2-8=-431/788, 7-8=-394/734 WEBS 3-8=-246/298, 4-8=-169/415, 5-8=-198/275 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 8-10-6 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.Opsh h=15h; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -2-0-13 to 3-11-3, Interior(1) 3-11-3 to 8-11-0, Exterior(2) 8-11-0 to 14-11-0, Interior(1) 14-11-0 to 16-11-0 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grin DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in, all areas where a. rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at=lb) 7=141, 2=210. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ®WARNING -Vnifydeslgnparamefersand READNOTES ON MMANOWCLUDEDMOEKREFERANCEPAGEMIP747em, 10NY2eiSBEFORE USE Design valid for use only with Mirada connectors. This design Is bored only upon parameters shown, and 6 for on IndNiduol building component, not a hum system. Before use, the bullding designer must verify the oppllcabllHy of design parameters and properly Incorporate this deslgn into the overall bulldingdeslgn. Brocing Indicated a to prevent bucyling of indroidual truss web and/or chord members only. Additlonaltemporaryondpennanentbrocing M]T®k' 6 always required for stability and to prevent collapse with possible personal Flury and property damage. For general gultlance regarding the fabrication, storage; dellvery, erection and bracing of trusses and truss systems seeANSvrptt Qua" Criteria, DSB419 and SCSI Building Component Safety Infarmnlbnavciloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexontlrio. VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Typ i Oty Ply T17500033 1827101-GEM-PASSMAN L3 Hip Girdee 1 Job Reference (optional) builders Flrsl JOurce, ream 1dry, YL- J2bbb, 8.240 s Jun 8 Zulu MI I eK mausmes, mc. I ue Jul 213:UG28 LU19 Fagot ID:rcJP0140c?YPehxeU io6xzNgS4jAyMFl rNw7LgYw0xPXfXv MTO?X2bcgrSStvy2zO5WV 4-4-0 8-11-0 13-6.0 1]-10-0 19-10-0 440 7--0 4]0 440 200 Scale = 1:40.2 4x6 = NAILED 4 NAILED NAILED y NAILED 21 22 NAILED 6.00 12 46 b NAILED 4x6 NAILED 203 23 6 ]x10 - 2x4 2 7 2x4 It 2x4 II 2x4 II a 1 'e 11 24 25 e 10 26 27 9 • i 8 . STp = NAILED 4x6 = NAILED ST1.Sx8 ST . 3x4 - 3x4 - NAILED 3z4 = 3x4 = Special NAILED NAILED Special 44-0 13-6-0 1T-10-0 44-0 9-2-0 4-4-0 Plate Offsets(X,Y)-- r5:0-5-0,0-2-01 [12:0-2-20-1-0]116:0-2-20-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.39 Vert(LL) -0.22 9-11 >930 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.43 9-11 >478 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(CT) 0.03 7 Na Na BCDL 10.0 Code FBC2017/TP12014 Mai Wind(LL) -0.06 9-11 >999 240 Weight: 1061la FT=20% LUMBER- BRACING - TOP CNORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 5 , OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=651/0-8-0, 7=651/0-8-0 'Max Hom 2=-89(LC 6) 'Max Uplift 2=-381(LC 8), 7=-381(LC 9) Max Grav 2=888(LC 40), 7=888(LC 41) FORCES. (Ib) - Mal% Comp./Maz. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1524/561, 3-4= 738/323, 3-5=-704/318, 5-6=-716/333, 4-6=-752/340, 6-7=-1523/560 GOT CHORD 2-11=-494/1379, 9-11=365/945, 7-9=-449/1340 WEBS 3-11=-218/271, 5-11=-155/472, 5-9=-150/457, 6-9=-218/263, 4-5=-121/415 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. It; Exp B; Encl., _ GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ;'Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except all 2=381, 7=381. 7) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 8) "NAILED" indicates 371 Od (0.148"x3") or 2-12d (0.1411 toe -nails per NDS guidlines. 9) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 223 lb down and 409 It, up at 4-4-0. and 223 In down and 409 Ib up at 13-6-0'on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F)or back (B). LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3A=-54, 4-6=-54, 6-8=-54, 2-7=-20 Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ® WARNING- yedlydeslgn pareme(ereaad READ NOTES ON T IMANDINCLUDED MREKREFENANCEGAGE011/1-74M rev. 101K1,2015BEFORE USE Design valid for use only with MgeM connectors. This design is based only upon parameters shown, and is for an Individual bullding component, not ��®® a lass system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall ��Y�• '. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication. storage: delivery, erection and bracing of traces and truss systems. seeANSVIPI I Quality Cr9u0, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Inferma6pMvoilabie from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria, VA 22314. Tarnpa, FL 33610 Job Truss Truss Type 0ty Ply T77500033 1827101-GEM-PASSMAN L3 Hip Girder 1 1 Job Reference (optional) Builders First Soume, Plant City, FL - 32566, 8.240 s Jun 8 2019 MiTek Industries, Inc. Tue Jul 213:07:26 2019 Page 2 ID:rcJP0140c?YPehxeU_io6i NgS4-jAyMF1 rNw7LgYwQxPXfXmMTO?X2bcgrSStvY2zO5WV LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=13(F) 3=-13(F) 6=-13(F) 10=-19(F) 11=194(F) 9=194(F) 21=-13(F) 22=-13(F)'24=-19(F) 25=-19(F) 26=-19(F) 27=-19(F) A WARNING - Vedrydesign mmundemano READ NOTES ON TN/SANO/NCLUOEO MlEK REFERANCE PAGE 1467473 rev. 1GM4Ra15 BEFORE USE Design valid for use only with MUeIsIr connectors. This design Is based only upon parameters shown, and Is for an Individual building component, net a hum system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW s always required for stability and to prevent collapse Win possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSUIPII Qualyy Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. oty SoInformoMrW oalleble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss - Truss Type * ay Ply T17500034 1827101-GEM-PASSMAN. M1 Common 2 t Job Reference (optional) Builaens First Source, Plam City, FL - 32566, 8.240 s Jun 8 2019 Mi fek Industries, Inc. Tue Jul 2 13:07:27 2019 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-BM W kSNsOhOTXA4?7zFAmR7vaxOxMK22y6dT4UzO5W U -2-1-0 5-10-12 11-&0 16.7-4 1 22-6-0 24.6-0 2-0.0 5-10-12 5-4-4 5-44 5.10-12 2-0-0 Scale =1:42.9 4x6 = LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL. 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress ]net YES Code FBC2017/TPI2014 CSI. TC 0.66 BC 074 WB 0.21 Matrix-SH DEFL. in Ved(LL) -0.10 Vert(CT) -0.18 Horz(CT) 0.04 Wind(LL) 0.06 (too) Vdefl Lid 8-10 >999 360 2-10 >999 240 6 n/a n1a 8-10 >999 240 PLATES GRIP MT20 244/190 Weight: 114 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-8-10 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-4 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SPNo.3 REACTIONS. (lb/size) 2=941/04-0, 6=941/0-4-0 Max Hom 2=108(LC 11) Max Uplift 2=-251(LC 12), 6=-251(1-C 13) _ FORCES. (Its) - Max. Conr lMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1384/661, 34= 1218/651, 4-5=-1218/651, 5-6=-1384/661 BOT CHORD 240=429/1170, 8-10=-174/784, 6-8=474/1170 WEBS 4-8=-238/467,5-8=-283/324,4-10=-238/467, 3-10=-283/324 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; Irl Cat.,11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2)-2-D-13 to 3-11-3, Interior(1) 3-11-3 to 11-3-0, Extedor(2) 11-3-0 to 17-3-0, Interior(1) 173-0 to 24-6-13 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) All plates are 2x4 MT20 unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except at=lb) 2=251, 6=251. Thomas A Albani PE No.3938D MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 ®WARNING -Verily designpammetersand READ NOTES ON THISANDWCLUDEDMmEKBEFERANCEPAGEMIF74mreV.10Po 2015BEFOREUSE Design volld for use only with Ml connectors. This design 6 based only upon parameters shown, and B for on Individual building component, not a huss system. Before use, the building designer must verify Vie oppllcabillty, of design parameters and propery Incorporate this design into Me overall �-�•YW� builtlingdeslgn. Bracing Indicated is to prevent buckling oflndlNdualtun web and/or chord members only. Addrionoltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems. weANSNIPII CualMv Criteria, DSO-89 and BC91 Building Comparil 6904 Parke East BNd. Safety Informational from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandre. VA 22314. Tampa, FL 33610 Job Truss Truss Type • Cty Ply T17500035 1827101-GEM-PASSMAN M2 GABLE 1 1 Job Reference (optional) BuflMers First Source, Plant City, FL-32566, 8.240 s Jun 8 2019 MiTek Industries. Inc. Tue Jul 213:07:29 m 61 06 = NAILED 5 Special .....__., .....-_'" 3x4 = --- - 3x8 = .....-__ .....-__ Special NAILED NAILED NAILED NAILED 3] 2 &001 1- I 110-430.0l &561537 19 9 -4A Scale = 1:48.5 Plate Offsets(X,1)-- 12:0-4-00-1-10] [8:0-4-0,0-1-10] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (lot) Udefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.3211-13 >842 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.36 HOrz(CT) 0.06 8 n/a We BCDL 10.0 Code FBC2017ITP12014 Matdx-SH Wind(LL) 0.09 13 >999 240 Weight: 163 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 *Except* BOT CHORD 15-16,19-20:2x4 SP No.2 JOINTS REACTIONS. (lb/size) 2=953/0-4-0, 8=953/0-4-0 Max Horz 2=-108(LC 32) Max Uplift 2=-253(LC 8), 8=-253(LC 9) Max Gmv 2=1051(LC 40), 8=1051(LC 41) FORCES. (Ib) -Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-2018/402, 3-5=-634/265, 3-4=-1973/97, 4-6= 1974/99, 6-7- 1974/99, 5-7=-634/265, 7-8=-2015/403 BOT CHORD 2-14= 406/1882, 13-14=-420/1872, 11-13=-215/2358, 10-11=322/1810, 8-10=-309/1821 WEBS 3-13=0/934, 7-11=0/936 'Structural wood sheathing directly applied or 3-11-6 oc pudins. Except: 1 Row at midpt 3-4, 4-6, 6-7 Rigid ceiling directly applied or 9-0-0 oc bracing. 1 Brace at Jt(s): 4, 6 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.Opsh 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 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 ANSI/TP1 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (]t=lb) 2=253, 8=253. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11)'NAILED" indicates 3-1Od (0.148'x3') or 2-12d (0.148'x3.25') toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4316 down at 3-M, and 43 lb down at 19-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 2.2019 T17500035 1827101-GEM-PASSMAN LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 7-9=-54, 2-8— 20 Concentrated Loads (Ib) Vert: 14=-19(F) 10=-19(F) 35=39(F) 42=39(F) 43=-B(F) 44=-B(F) 45=-e(F) 46=-B(F) 47=-B(F) 48=-8(F) 49=-B(F) 50— 8(F) 0WARNING-VadIydaW9apa...h,,...d RFAO NOTES ON THI MDMCLUOEOMR KBEFEBANCEPAGEM0.74M.v. 104MOISBEFOHE USE. Del volltl for use only wllh I "'connectors. this tleslgn a basetl only upon parameters shown, antl Is for on Intllv,du.i building component, not �• a truss system. Be/ore use.Ihe.building designer mustve„ry the appl'Cobllityof de9gn parameters and properiylncorparote Misdes,gn in to the.veral : bullOing tleslgn. Bracing indicated into preventbuckling of Intllvltlual tm-web and/ or -hard members only. Additional temporary and permanent bracing iwiTek' R always req.k.,forstability antl to prevent collapse with P.",e persond",Uryand properly damage. For gene,., guId nce regarding the fobricallon. storage, tlelNery, erection antl bracing of busses and buss systems, sae/1pSMIJ Qual�tsr CM.M, OSM9 mrtl IC91 Baltllrg ComOon.nt 6904 Palle Eest Blvtl. Sabty InfprmWbnovollob1. tram Truss Ploia InAtut. 218 N. Lee Sheet, Suite 3,2: Mex..drlp, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply T17500036 1827101-GEM-PASSMAN V1 GABLE 1 1 Job Reference (optional) nullaem rlrsl source, ..'I Uny, rL- ab000, 8.24U s Jun 82U19 MI I ex lnausines, Inc. I ue Jul 213:07:292019 Pagel ID:rcJP0140c7YPehxeU_io6xzNgS4.7ldVt3tGD2IFPN9W4gCEXY 31Cnja hH806Z9NzO5WS 5.5.8 10.11-0 5.5-8 5-5-8 Scale = 1:20.1 06 = 3 i 2x4 i C 2x4 II1 ] 6 2x4 II 2.4 II 2x4 LOADING (psl SPACING- 2-0-0 CS'. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ven(CT) n/a - n/a 999 BOLL 0.0 ' Rep Stress Incr YES i WB 0.07 Horz(CT) 0.00 5 rda We BCDL 10.0 Code FBC201717P12014 Matrix-SH Weight: 39 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT C14ORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-11-0. (lb) - Max Holz 1=39(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7, 8, 6 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6. Thomas A. Albani PE No.39380 61Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July2,2019 Job Truss Truss Type Oty ply T77500037 1827101-GEM-PASSMAN V2 Valley 5 1 Job Reference (opt 1) o„a„e,e m,e, wa,,.e. 7;w ii 0ity. 52566, 8.24U s Jun 6 GU19 MI I eK InaUSInee, Inc. I ue Jul 2 13:U7:30 2019 Page 1 ID:rcJP0140c?YPehxeLLio6xzNgS4-bxBt5Puu_Lr61XieNjT3a,WFec8tXS?RN4r7hpzO5WR 2x4 i 2x4 II 2 3 Scale =1:8.9 I LOADING (psi) TCLL 20.0 SPACING- Plate Grip DOL 2-0-0 1.25 CSI. TC 0.06 DEFL. Vert(LL) in (loc) Vdefl Lid n/a - n/a 999 PLATES GRIP M_T20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WR 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 8lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-5-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=6212-5-0, 3=62/2-5-0 Max Horz 1=35(LC 12) Max Uplift 1=-10(LC 12), 3=-27(LC 12) FORCES. ill - Max. CompJMax. Ten. - All forces 250 (Ili 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; Exic B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(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) Gable requires continuous bottom chord bearing. 3) This truss has been designed fora 10.0 pst bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1, 3. Thomas A Albani PE No.39360 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 QWARNING-Ved/ydbarenperemdimirmCREAD NOTES ON MSANDWCLUD£DMREKREFERANCEPAGEMM174T3rev. 1aaa2015BEFORE USE Design valid for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a mass system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Addronel temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricator, storage, delivery, erection and bracing of busses and inns systems, seeANSVIPR Quality Cafl DSBd9 and SCSI Building Component 69M Parke East Blvd. Safety Informatbnavoiloble from Truss Plate Inst ute, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Oty Ply T17500036 1827101-GEM-PASSMAN V3 Valley 4 1 Job Reference (optional) isuauers rust source, rlam ury, rL- 3ebbb, 8.240 s Jun 82ul9 Mrl ex industries, Inc. Tue Jul 213:07:31 2019 Page 1 ID:rcJPO14Oc7YPehxeU_io6xzNgS4-361FIkvW IfrzehlvC4Ficz3MO0PGGvFabkbgDFz05WO 4.5-6 4.5-B 2 3 20 i 2.4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ved(CT) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=136/4-5-0, 3=136/4-5-0 Scale = 1:13.9 PLATES GRIP MT20 244/190 Weight: 15lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • Max Hcrz 1=75(LC 12) Max Uplift 1=-22(LC 12), 3=60(LC 12) 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. 11; 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 bearing. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joints) 1, 3. Thomas A. Albani PE No.39380 MTek USA, Inc, FL Cert 6634 69114 Parke East Blyd. Tampa FL 33610 Bate: July 2,2019 O WARNING - Verity deslgn Pammehemand READ NOTES ON TNISANDINCLUDED MIrEKREFERANCEPAGEM674M rev. 111,022015BEFOREUSE Design valid for use only with Mnek® connectors. This design Is based only union parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicalo llry of design parameters and properly Incorporate this design Into the overall buloing tleslgn. Bracing Indicated is to prevent buckling of lndlvldual inns web and/or hord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with po4lble personal Injury and properly damage. For general guldance regarding the fabrication, storage. delivery, erection and bracing of trusses and hull systems, seeANSVMII GualBy Criteria, DSB-99 and BCSI Balding Component Safety Informations volloble from Truss Rate Institute. 218 N. Lee Sheet. Suite 312, Alexoni VA 22314. WOW 69N Parke East Blvd, Tampa, FL 33610 LobTrussTrussTypeT17500039 01-GEM-PASSMAN V4 Valley 2 1 Job Reference (ootiana0 BWlGers mrst Jource, YIam LAty, 1-1.-J2bbb, g a 8.240 a Jun 8 2019 MI I eK lnausmes, Inc. I US Jul 2 13:07:31 2019 Page 1 ID:rcJP0140c?YPehxeU_io6xzNgS4-381FIkvW ItzrehlvC4Ficz3OzORiGueabkbgDFzO5W O 3 5 4 2x4 i 2x4 II 2x4 11 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=67/6-5-0, 4=89/6-5-0, 5=264/6-5-0 Max Horz 1=116(LC 12) Max Uplift 4=-39(LC 12). 5=116(LC 12) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-193/349 - Scale=1:20.5 PLATES GRIP MT20 244/190 Weight: 25 Ito FT=20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1Sit; 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 psf bottom chord live load nonconcument with anyother live loads. 4) ' 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 chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (jt=lb) 5=116. Thomas A Albani PE No.39300 MiTek USA, Inc. FL Cert $634 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 O WARNING -Verily des/gn parameters and READ NOTES ON MIS AND INCLUDED MBEK REFERANCE PAGE MIP74M mv./GID.3i BEFORE USE Design valid for use only with Mil connectors. This design Is based only upon parameters shown and Is for an IndNldual 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 bullcingdeslgn. Bracing indicated Is to prevent buckling of Individual trussweb and/or chord members only. Additional temporally and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and muss systems seeANSVIT I I puollly CIIfeM, 03549 antl SCSI Building Component Safety Informationovoilable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Truss Oty Ply Y T77500040 17=-GEM-PA=SSMAN75V 1 Job Reference (optional) OUIIU. I J' 111.1 JVNVtlr r',an ­", --acaw, d b a.L4Va r.1. OCV I- MII an IIIUUJIntlS', mo. IUe Jta L IJ:V /.JG CV19 rCgtl 1 ID:rWP0140c?YPehxeU_io6xzNgS4-xKJGV4w8Wz5gGrt5momyBBcYZPmV?LdjgOKEmiz0SW P 3 2x4 2x4 54 1 2x4 II LOADING (psf) SPACING- 2; CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate ripDOL 1.25 TC 0.22 Vert(LL) Na - Na 999 TCDL 7.0 Lumber DOL 1.25 :BC 0.23 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hom(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-SH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP NOS BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=101/8-5-0,4=123/8-5-0,5=344/8-5-0 Max Harz 1=157(LC 12) Max Uplift 4= 54(LC 12). 5=-151(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=271/105 WEBS 2-5=-246/406 Scale=1:26.7 PLATES GRIP W20 244/190 Weight: 33111, FT=20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) and C-C Exterior(2)0-7-9 to 6-7-9, Interior(1) 6-7-9 to 8-3-12 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 4 except 61=11h) 5=151. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cert I 6904 Parke East Blvd. Tampa FL 33610 Date: July 2,2019 WARNING- Vedlydeargn patine[ersanJREAD NOTES ON MIS AND INCLUDED MIFEKREFERANCEPAGEND74" rev. 111UM.15 BEFORE USE Design valid for use only with Mnelob connectors. This design Is based only upon parameters shown. and Is for an IndNldual building component not ��- a hum system. Before use, the bulitling designer must verify the appilcoldrity of design parameters and properly Incorporate this design Into the overall bulldhg design, Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. seeANSUIPI I DunBy Crank, DS549 and BC31 Building Compon.nl 9ahly k/emsafbmrvoaoble 8om Truss Plote Institute. 218 N. Lee Sheet, Suhe 312, Nexandila, VA22314. MiTek- 69M Parke East BNtl. Tampa, FL 33610 Job Trans Truss Type ° OtY Ply T17500041 1827101-GEM-PASSMAN V6 Valley 1 1 Job Reference (optional) Builders First Source, Ylam ury, FL- jebbb, 8.240s Jun 32019MIIeKmausmes,lnc. lue Jul ZT4:uf:a32019 Yagel ID:rcJP0140c?YPehxeU_io6xzNgS4-?Wt?jOvmHGEhu7SHJVHBhO8Np4ekmYt324nl8z05W O 10.5-8 10-5.8 b d 13 2x4 i 5 4 2x4 It 2x4 II Scale < 1:30.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) rate - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ved(CT) rVa - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOrz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017yrPI2014 Matrix-SH Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT GNORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=130/10-5-0, 4=152/10-5-0, 5=434/10-5-0 Max Horz 1=198(LC 12) Max Uplift 4=-67(LC 12), 5=-191(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=320/125 WEBS 2-5=-309/476 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bmcing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; Cal II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-7-9 to 6-7-9, Interior(1) 6-7-9 to 10-3-12 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 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 joint(s) 4 except (jt=1b) 5=191. Thomas A. Albans PE No.39300 MRek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: July 2,2019 Jab TrussType � OtyPlyT77500042 1827101-GEM-PASSMAN LTV-7 Valley 1 1 Job Reference (optional) Builders vim source, marl ury. IL- ozaoo, 8.24USJUn B2UlUMIIeKIn0u51ne5,Ino. IUe JN 2T4:U/:3U2Ule Vagel ID:rcJPOI4Oc?YPehxeU_io6xzNgS4.?Wt?jQmHGEhu?SHJVHBh08g4p4Nkmet324nl8zOSW O 3 Scale = 1:37.9 3x4 5 7 42x4 II 2x4 II I LOADING (pi SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - Na 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) n/a - rda 999 SCULL 0.0 ' Rep Stress Incr YES WB 0.14 Horii 0.00 4 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 50lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT OHORD 2x4 SP No.2 WEBS 2x4 SP li OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=159/12-5-0, 4=181/12-5-0, 5=524/12-5-0 Max Horz 1=238(LC 12) Max Uplift 4=-80(LC 12). Si 12) Max Grav 1=159(LC 1), 4=242(LC 19), 5=529(LC 19) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-330/143 WEBS 2-5=-372/456 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-7-9, Intenor(l) 6-7-9 to 12-0-12 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 fora 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 4 except (jt=11p) 5=230. Thomas A. Albans PE No.36360 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: .July 2,201 s Q WARNING. Verity design parameters enO REAP NOTES ON MIS AND INCLUDWMR REFERANCEPAGEMIF7M.J . 1621e2e16 BEFORE USE �■� Design valid for use only with MgeMconnectors. but design is based only upon parameters shown. and is for an lndidual bustling component. not o truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall bulldingdedgn. Bracing Indicated IS to prevent buckling ofIndividual bussweband/or chord members only. Addlmonaltemporary and permanent bracing Is always required for stoblllN and to prevent collapse with possible person injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of cusses and muss systems, seeANBUDRI COa0y CdMda, D3349 and BC51 Balding Component Safety Inlonnatbrrnalloble from Tnrss Plate IrefltlAe. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. fat MOW 69W Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q �/ldr For 4 x 2 orientation, locate plates 0-'10 from outside edge of truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in Miiek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 X 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown Is for, crushing only. Industry Standards. ANSI/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. Numbering System I 6-4-8 I dimensions shown Infizteenihs t scal III (Drawings not to scale) c O U U a O JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS., PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3.Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully.. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responslbllity of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimumplating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathedor purlins provided at spacing Indicated, on design, 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.