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HomeMy WebLinkAboutTRUSS PAPPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 75968 - TIMMONS/MAININI MiTek USA, Inc. Site Information: �6T904 Parke East Blvd. Customer Info: MICHAEL DIFRANCESCO Project Name: TIMMONS/MAININI Mo���: FL336t0-4115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Proiram: 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 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# 1 T17861618 A 8/15/19 23 T17861640 2 T17861619 Al 8/15/19 24 T17861641 3 T17861620 A2 8/15/19 25 T17861642 4 T17861621 A3 8/15/19 26 T17861643 5 T17861622 A4 8/15/19 27 T17861644 6 T17861623 A5 8/15/19 28 T17861645 7 T17861624 B 8/15/19 29 T17861646 8 T17861625 B1 8/15/19 30 T17861647 9 T17861626 D 8/15/19 31 T17861648 10 T17861627 D1 8/15/19 32 T17861649 11 T17861628 D2 8/15/19 33 T17861650 12 T17861629 G 8/15/19 34 T17861651 13 T17861630 G1 8/15/19 35 T17861652 14 T17861631 G2 8/15/19 36 T17861653 15. T17861632 G3 8/15/19 37 T17861654 16 T17861633 G4 8/15/19 38 T17861655 17 T17861634 G5 8/15/19 39 T17861656 18 T17861635 G R2 8/15/19 40 T17861657 19 T17861636 GR3 8/15/19 41 T17861658 20 T17861637 GRA 8/15/19 42 T17861659 21 T17861638 GRB 8/15/19 43 T17861660 22 T17861639 GRE 8/15119 44 T17861661 Truss Name Date GRG GRK GRL GRR GRS J1 J3 J5 J7 J7A JE3 JU5 JUE K KI K2 KJ3 KJ7 KJA7 The truss drawing(s) referenced above.have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Magid, Michael My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, thebuilding designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/rPI 1,Chapter 2. SCANNED BY St. Lucie County Michael S. Magld PE No'53681 TAU 6904 Parke Mirek USA,(Fast Blvd. Tampa Fl. sLe Date: 0 5 Z0As C®py August 15,2019 Magid, Michael 1 of 2 RE: 75968 - TIMMONS/MAININI Site Information: Customer Info: MICHAEL DIFRANCESCO Project Name: TIMMONS/MAININI Model: Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE COUNTY State: FL No. Seal# Truss Name Date 45 T17861662 KJB 8/15/19 46 T17861663 KJE5 8/15/19 47 T17861664 L 8/15/19 48 T17861665 Lt 8/15/19 49 T17861666 L2 8/15/19 50 T17861667 MV2 8/15/19 51 T17861668 MV4 8/15/19 52 T17861669 MV5 8/15/19 53 T17861670 S 8/15/19 54 T17861671 S1 8/15/19 55 T17861672 S2 8/15/19 56 T17861673 S3 8/15/19 57 T17861674 S4 8/15/19 58 T17861675 S5 8/15/19 59 T17861676 S6 8/15/19 2of2 )Do buss ,runs type rty rmmunbnvwnvnw 75968 A (ry n Half Hip r All I 1 T17861618 4x8 = 4 2x3 II 17 18 5 19 Scale = 1:40.5 3x4 = 6 3x4 = 3x4 = — — 3x4 = 3A = 3x6 11 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.10 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.21 9-11 >999 240 BCLL 0.0 ' Rep Stress ]nor YES WB 0.86 Horz(CT) 0.02 7 We n/a BCDL 10.0 Code FBC2017rrP12014 Matix-MS Wind(LL) 0.05 8-9 >999 240 Weight: 131 Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 7=787/0-4-0, 11=978/0-8-0 Max Horz 11=253(LC 12) Max Uplift 7=-478(LC 9). 11=-606(LC 12) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 321/54, 3-4=-1002/669, 4-5=-793/597, 5-6=-793/597, 6-7= 728/611 BOT CHORD 1-11=27/313, 9-11=-781/822, 8-9=-694/876 WEBS 4-9=0/261, 5-8=-399/424,6-8=-732/972, 2-11=-136/262,3-11=-1071/945 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24tt; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0to 3-", Interior(t) 3-0-0 to 11-0-0, Extefior(2) 11-0-0to 15-2-15, Intedor(1) 15-2-15 to 23-10-4 zone; cantilever left and fight exposed;C-C for members and tomes & 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 nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100.Ito uplift at joint(s) except (jt=lb) 7=478, 11=606. Michael S. Magid PE No.53601 MFFA USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 O WARNING-Vedlydealgnparamefera And REAONOTES ON TNISANOINCLUDED MIrEKREFEMPICEPAGEM1J473rev. 1WAYlO15BEF0REUSE Deslgn volid for use only with Mirels) connectors. This design is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the cppllcablllty of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated Is to prevent buckling ofIndividual truss web and/or chord membersoNy. AddlHonattempororyondpeunanentbrocing MiTek' is always required for stobllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of tmsses and truss systems, seeAN5VIP11 CuaOy CrBnlo, DS549 and SCSI Bu ldhp Componml 69oa Page Eest BNd. Bafoty Informatbnova0oble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 336f 0 )do buss truss type urm y riy nm�viw.n,num 75968 A7 (Half Hip [ }1 1 I T77861619 4.8 = 2x3 II 4 18 19 5 20 Scale=1:40.5 3x4 = 6 3x4 = 2.3 11 2x3 11 O 3x4 - axe = 3x6 11 2-0-0 M1(4-p 7-9-7 13-0-0 1&6.0 24-0-0 M Plate Offsets (X Y)-- [4:0-5-4 0-2-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.65 Vert(L-) -0.22 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.40 911 >639 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 HOrz(CT) 0.02 7 rJa n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.27 9-11 >942 240 Weight: 1341b FT-=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing. REACTIONS. (lb/size) 7=787/0-4-0, 12=978/0-8-0 Max Horz 12=299(LC 12) Max Uplift 7=-475(LC 9), 12=-595(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-804/368, 2-3=-979/573, 3-4=-873/605, 4-5=-594/460, 5-6= 594/460, 6-7=-735/621 BOT CHORD 1-12= 374/807, 11-12=-726/818, 9-11=-726/818, 8-9=-644/783 WEBS 4-9=-81/276,4-8=-282/264, 5-8=-327/358,6-8=-656/847, 2-12=-553/542 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Etderior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 13-0-0, Extedog2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1001b uplift at joint(s)except Qt=lb) 7=475, 12=595. Michael S. Magid PE No.53681 MiTek USA; Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 O WARNING- Veritydeslgn Paraaieteraand READNOTES ONTNISANOINCLUDEDMWr XREFEFANOEFAGEMX74]3rev. IM031N015BEFOREUSE Design valid for use only with Mgek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the budding designer must ved the applicability of design parameters and properly Incorporate this design Into the overall buiidingdesign. Brocing Indicated is to prevent buckling of indMdual truss 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 guldance regarding the MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIi Quality Cmalb, D5I1149 and I= Buldhp Component 6904 Parke East BNd. Safety Infarmafbrnvallabie from Truss Rate Institute, 218 N. Lea Shoat. Suite 312, Alexontltia VA 22314. Tampa, FL 33610 too cuss truss type any My umm�rvarmNuviw 75968 A2 (Half Hip a lk 1 1 T17B61620 5.00 r12 Us = 3x4 = 5 18 19 6 20 Scale = 1:".7 3xa II 7 3x6 = W 11 W II 13xa = 6x8 = ax8 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.67 Ven(LL) -0.24 9-11 >999 360 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.43 9-11 >599 240 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.29 9-11 >693 240 Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE Lett: 2x4 SP No.3 REACTIONS. (lb/size) 8=78710-4-0, 12=97810-8-0 Max Horz 12=345(LC 12) Max Uplift 8=-481(LC 12), 12= 582(LC 12) Max Gmv 8=811(LC 17), 12=978(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=830/340, 2-4=-1021/564, 4-5= 784/493, 5-6=-700/545 BOT CHORD 1-12=-362/847, 11-12=-761/890, 9-11=-761/890, 8-9= 371/437 WEBS 4-9=-254/247, 6-9=-318/481, 6-8=-744/647,2-12=-570/587 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf, h=17ft; B=45H; L=24ft; eave=oft; Cat. 11; Exp C; Encl.,, GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(l) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 19-4-4, Intedor(1) 194-4 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2).Provide adequate drainage to prevent water ponding. 3) 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 = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=481, 12=582. Michael S. Magid PE No.53681 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: A, ,n, ict i S 9M O Job in.155 Iruss type t,ny rry nmMUNwarMllvavr 75968 A3 IHip x X1 1 T17861621 I IJob Reference (optic Chambers Truss, Inc., Fort Pierce, FIL 8.310 s Jun 112019 MiTek Indust ID:mFpo_IdSVWNaboSRXbvAE3zLa54-UG hZoXV za-o 1 s-10-1 1aa-o n-o-0 __ __ j 21-9- 2.4.0 3.8-1 Al-15 7-PO 4-9.1 US = 5.00 12 5 18 44 = 196 d 3x4 = 2x3 II 5x8 = 3x4 = 3x8 = 3x6 11 Scale-1:46.7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.05 11-12 >999 360 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.30 Verl(CT) -0.11 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Holz(CT) -0.01 a Na Na BCDL 10.0 Code FBC2017/TP.12014 Matnx-MS Wind(LL) 0.0510-11 >999 240 Weight: 156 He FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, Except: 8-2-13 oc bmcing: 10-11. WEBS 1 Row at midpt 4-10, 5-9 REACTIONS. (lb/size) 8=787/0-4-0, 12=978/0-8-0 Max Hon: 12=342(LC 12) Max Uplift 8=-480(LC 12), 12=-583(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All lames 250 (Ib) or less except when shown. TOP CHORD 2-4=-1111/624, 4-5=-643/450, 5-6=-221/253, 6-7=-258/234, 7-8=-763/666 BOT CHORD 11-12=-307/271, 10-11=-799/968, 9-10=-439/525 WEBS 2-11=553/870, 4-10=-541/426, 5-10=-191/438, 5-9=-573/482, 7-9=-548/666, 2-12=-854/763 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vascl24mph; TCDL--4.2psY BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave--4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Extenor(2) 17-" to 21-2-15, Intenor(1) 21-2-15 to 21-9-0, Exterior(2) 21-9-0 to 23-10-4 zone; cantilever left and right exposed ;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at jolm(s) except Ot=lb) 8=480. 12=583. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Ced 6834 6904 Parke East Blvd. Tampa FL 33810 Data: August 15,2019 ,&WARNING - Verity dest9n parameterssnd READ NOTES ON 7N/SANDINCLUDEDMREKBEFEBANCEPAGEMLL747arev. 100312015BEFOBE USE Design valid for use only with MreW connectors. This design Is based only upon parameters shown, and b for on InclAcluol buiding component, not a hum system. Before use, tine bulltling designer must verify tine appllcablllty of design parameters and properly Incorporate this tleslgn Into the overall building design, Bracing Indicated is to prevent buckling of lndfAdual huss web and/or chord members only. Additional temporary and permanent bracing WOW h always required for stability and to prevent collapse with passible personal Injury and property damage, For general guidance regarding the fabdcatlon, storage. delivery, erection and bracing of hussas and hum systems. seeANSVWIJ Qua" yCdbdo, DS549 and IICSI Building Component seat Parke East Blvd. Safety mformalbncvofoble from Truss Plate Institute. 218 N. Lee Sheet S\Me 31Z Alexandria, VA 22314. Tampa, FL.33610 sae Truss truss type 75968 IA4 IHip Jully Irry I I IMMUNWIAMININI T77861622 5.00 171-2 4:5 = Scale = 1:50.9 2.3 II 2x3 II 3x6 — 3x4 = 3x8 = 3,16 11 3x4 — 19" 2-0a 2,dA 0£-1 168E 12-Y1 19-0 1948 2L6a 2-0OV�O C�1 0.2-1 I L1-15 2-1-1 62-15 041], i 030 LOADING (psf) SPACING- 2-0-0 C51. DEFIL in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.20 10-12 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Verl -0.39 10-12 >666 240 BCLL 0.0 ' Rep Stress ]nor YES W B 0.52 Horz(CT) 0.02 8 1 1 BCDL 10.0 Code FBC2017/rP12014 Matti Wind(LL) 0.26 10-12 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. glatsize) 8=78710-4-0, 13=978/0-8-0 Max Horz 13=342(LC 12) Max Uplift 8=-480(LC 12), 13— 583(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-760/270, 2-3=-923/444, 3-5=-931/547, 5-6=-461/337, 6-7=-422/361, 7-8=-748/640 BOT CHORD 1-13_ 268!/57, 12-13=-635/821, 10-12=-635/821, 9-10=652/838 WEBS 5-10=-12/291, 5-9=-645/501,7-9=-455/608,2-13=-526/476 PLATES GRIP MT20 244/190 Weight: 142 lb FT=20% Structural wood sheathing directly applied or 6-0-0 oc Puffins, except end verticals. Rigid ceiling directly applied or 8-2-9 oc bracing. 1 Row at midpt 5-9 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDLA.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMerior(2) 0-" to 3-0-0, Interior(1) 3-0-0 to 19-4-8, Exterior(2) 19-4-8 to 23-10-4 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) 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 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 100lb uplift at joint(s) except Qt=lb) 8=480. 13=583. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING -Vsdfy design parameters end READ NOTES ON MIS AND INCLUDED MOEK REFERANCE PAGE MX7473 rev. laAiQe15 BEFORE USE valid for use only with Mgek® connectors. 1h6 design a based only upon parameters shown and Is for an Individual building component, not Nil' a hum system. Before use, the building designer must verify me applicability of design parameters and propany Incorporate this design Into the overall building design. Bracing lndlcoted is to buckling of lndMduai truss web antl/Or chord members any. Additional temporary and bracing MiTek' prevent permanent Is always required for stability antl to prevent collapse with pas9ble personal Injury and property damage. For general Guidance recording the fabrication, storage. delivery, erection and bracing of frames and hum systems. seeANSfinpil Quality Criteria, DS34 9 and SCSI Building Component 6904 Parke East Blvd. Sorely Informalbnmmoicbie from Truss Plate Insiti 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 rob muss truss type u,y rly I lmmurVJrmnnvmW 75968 AS Common r L 7 1 T17861623 Job Ref r ce (optional) Chambers Truss, Inc., Fort Pierce, R. 8.310 s Jun 112019 MiTek Industries, Inc. Wed Aug 14 10:55:45 2019 Page 1 ID:mFpoJdSYWNaboSRXbvAE3zLa54-ndvKl Bcvoty8PJn9_3ZunKzPN109VoApYWxOptynyPy 24-0 6:49 1&0-1 194-8 24-0.0 2-40 4-3.9 64.7 64-7 I 4.7-8 5x6 = Scale=1:52.0 5.00 FIT 6 18 3 3x4 = 2x3 11 3x6 = 3x4 = 6x8 = 3x4 = 2-0.0 21410 9V .8 16-7-0 i 24.0.0 Plate Offsets(XY)- (1:0-1-10-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.22 9-11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.39 9.11 >663 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.28 9-11 >914 240 Weight: 1361b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 8=787/0-4-0, 12=978/0-8-0 Max Horn 12=342(LC 12) Max Uplift 8=-480(LC 12). 12=-583(LC 12) Max Gmv 8=829(LC 17), 12=978(LC 1) FORCES. fib) -Max. Comp./Max Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=-821/296, 2-3---1040/520, 3-5=-949/491, 5-6=-696/466 BOT CHORD 1-12=-322/842,11-12=-676/940, 9-11=-605/875, 8-9=-257/377 WEBS 5-9=-479/432, 6-9=-360!/52, 6-8=-771/531,2-12=-677/613 Structural wood sheathing directly applied or5-3-0 oc pudins, except end verticals. Rigid ceiling directly applied or 8-0-8 oc bracing. 1 Row at midpt 6-8 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--4.2psh BCDL=3.Opsf; h=17N; B=45ft; L=24tt; eave=4N; Cat. II; Eli C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 194-8, Extedor(2) 194-8 to 22-4-8, Interior(1) 224-8 to 23-104 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 1001b uplift at joint(s) except Qt=lb) 8=480, 12=583. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 3361D Date: August 15,2019 O WARNNG-Vedfydeagnpammetersand READNOTES ON MISMDWCLUDWMI/EKREFERANOEPAGEMI474PJmv. 14=915BEFOREUSE Design valid for use any with Mire® coni fib design Is based only upon parameters snown, and Is for an Individual building component, not ��- a truss system. Before use. the building designer must verify the appllcablIty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndMdual 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 h,ury and property damage. For general guldonce regarding the fabdcatan. storage, delivery, erection and bracing of trusses and puss systems, seeAN31/IPIt Quo l� Cdbdo, DS349 and ICSI Building Component Barley Informrdbrgvcliable 69" Parke East Blvd. from Truss Plate Institute. 218 N. Lee Street. Suite Alexandria, VA 22314. Tampa, FL 33610 too iruss Iruss type uny rry nrrlmunwrywi tiru 75968 B Root Special r I t 1 T17861624 ID:mFpoJdSYWNaboSR%bvAE3zLa54-BBaTfDen5oKjGmWkfB6bPzbvsyUY21GEU92OCynyPv ' p2—3-9 20,11-8 I 5-5-0 -F 37--6-10 80g7 45.8 41-04 48 ]O Scale = 1:64.9 5x6 = 3x5 = 3x6 11 6x8 = 7x8 = axis = 4x6 = 3c10 = ass II 0.6-78 3908 I }10-8 I I 37-6.020.002400 -8 7-2.9 Rn-n Plate Offsets (X Y)-- f3:0-3-0 0-2-4] [5:0-5-4 0-2-121 [6:0-1-8 0-1-8] [8:0-2-0 0-1-8] LOADING last) SPACING- 2-0-0 CSL DEFL. in (lac) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.30 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(GT) -0.5612-13 >748 240 BOLL 0.0 Rep Stress Incr YES W B 0.99 Horz(CT) 0.09 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.42 12-13 >999 240 Weight: 200 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOTCHORD WEBS REACTIONS. (Ib/size) 9=1290/Mechanical, 15=147410-8-0 Max Horz 15=177(LC 11) Max Uplift 9=-714(LC 12), 15=-897(LC 12) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1865/1232, 3-4=-1727/1217, 4-5— 3448/2352, 5-6=-4270/2892, 6-7= 1388/1034, 7-8=-1433/1012,8-9= 1222/947 BOT CHORD 13-14_ 2364/3427, 12-13=-2568/3819, 10-12=-1448/2102 WEBS 3-14=-159/450,4-14=-1854/1254,,4-13=-45/407, 5-13=-404/218,5-12=-1738/1288, 6-12=-1711/2608,6-10=.1320/999,7-10=-400/753,8-10= 803/1287,2-15=-1375/1104, 2-14=-1202/1776 Structural wood sheathing directly applied or 3-4-13 oc puffins, except end verticals. Rigid ceiling directly applied or 4-6-15 oc bracing. 1 Row at midpt 4-14, 6-12, 6-10, 8-10 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDlA.2psf; BCDL--3.Opsf; h=17ft; B=45ft; L=3811; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-9-0, Interior(1) 3-9-0 to 6-7-8, Extedor(2) 6-7-8 to 10-4-8, Intedor(1) 10-4-8 to 29-6-0, Extedor(2) 29-6-0 to 33-3-0, Interior(1) 33-3-0 to 37-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss 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 20.0psf 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 1001b uplift at joint(s) except (jt=lb) 9=714, 15=897. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cod 6634 6904 Parke East BNB Tampa FL 33810 Date: August 15,2019 Q WADNNG-Vedrydeelgnparbmefenand BFADNOTESONMISANDWCLUDEDMq KNUF MCEPAGEM&747amy. iG4,34ems BEFOREUSE Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design.8racing Indicatetl is to prevent buckling of Individual suss web anti/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the storage, delivery. erection and bracing of trusses and truss systems, seeANSVrpll Qua'my CMrrdo, DS049 and 5C31 Building Component Safety mformafbnavolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexdndrlo. VA 22314. s9a4 Parke East Blvd.fabrication, Tampa, FL 33610 10. truss trs type Ury rly nMMUMIMAININi 75968 B1 (usRoof Special a' r 1 1 T17861625 Scale=1:64.9 5x6 = 6 3x5 = 3x6 11 516 = 3x6 = 3x5 = 30 = 4x6 = 3x16 = 3.6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.20 11-12 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.3911-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.27 11-12 >999 240 Weight: 201 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-2-6 oc bracing. WEDGE WEBS 1Row at midpt 3-12,5-9,7-9 Left: 2x4 SP No.3 REACTIONS. (Ib/size) 8=1290/Mechanical, 15=1474/0-8-0 Max Horz 15=177(LC 11) Max Uplift 8= 714(LC 12), 15=-897(LC 12) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1989/1336, 3-4=-2882/2041, 4.5=-2910/2044, 5-6= 1413/1023, 6-7=-1430/1031, 7-8=-1217/959 BOT CHORD 14-15_ 192/282, 12-14=-1275/1762, 11.12=-2009/2882, 9-11=-2014/2905 WEBS 2-14=-1155/1733, 3-14=-179/256,3-12=-861/1268,4-12=-449/445, 5-9=-1919/1379, 6-9=-327/670,7-9=-827/1285, 2-15=-135B/1142 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=3.Opsf; h=17ft; B=45ft; L=38ft; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-9-0, Interior(1) 3-9-0 to 6-7-8, Exterior(2).8-7-8 to 12-4-8, Interior(1) 12-4-8 to 2M-0, Extedor(2) 29-6-0 to 33-3-0, Interior(1) 33-3-0 to 37-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip.DOL=1.60 3) Provide adequate drainage to prevent water 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 been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 8=714, 15=897. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6984 Parke East BNi Tampa FL 3381D Date: August 15.2019 /oo buss I=a type 75968 D Roof Special my 1 I IMMVIVJ/MHIIVIIVI T17861626 5x6 = 7 Scale=1:64.9 3x5 = 6xB — 3x4 = 3x6 = 3x4 = 3x4 = 3x10 = 3x6 II 3x6 = 2-0.021410 10-7-B 17-9-8 24-11-8 2&6.0 37" Plate Offsets (X Y)—. [4:0-5-12 0-2-e , [8:0-2-0.0-1-81 116:0-3-8 0-3-01 LOADING (psli SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.2912-13 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 9 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.19 12-13 >999 240 Weight: 208 lb FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SPM 30 WEBS 2x4 SP No.3 BOTCHORD WEBS REACTIONS. (lb/size) 16=1474/0-8-0, 9=1290/Mechanical. Max Horz 16=177(LC 11) Max Uplift 16=-897(LC 12). 9=-714(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-267/53, 3-4=-1984/1386, 4-5=-2467/1814, 5-6=-2254/1661, 6-7=-1383/1056, 7-8=-1425/1041, 8-9=-1214/969 BOT CHORD 1-16=-22/263, 15-16=.1124/1449, 13-15=-1272/1780, 12-13=-1735/2467, 10-12=-1579/2247 WEBS 3-15=-206/419, 4-13— 581/818, 5-13=-302/357, 5-12=-316/192, 6-12= 75/298, 6-10=-1438/1072,7-10=-400/725,3-16=-1834/1459,8-10=-833/1275,2-16=-150/276 Structural wood sheathing directly applied or 4-3-12 oc pudins, except end verticals. Rigid ceiling directly applied or 5-7-6 oc bracing. 1 Row at midpt 5-12, 6-10, 8-10 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=4.2pst BCDL=3.Opsf; h=17ft; B=45B; L=38ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-9-0, Interior(1) 3-9-0 to 10-7-8, Exterior(2) 10-7-8 to 14-4-8, Interior(1) 14-4-8 to 29-6-0, Exterior(2) 29.6-0 to 33„'-0, Interior(1) 33-3-0 to 374-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 16=897.9=714. Michael S. Magid PE No.53681 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Job cuss buss type my my IIMMUNWIM nxml 75968 D7 (Roof Special r t11 1 I T77861627 ID:mFpoJdSY W NaboSRXbvAE3zLa54-OLykwGjYge5s_hz10SD7eEgxW Nau6mHBcOcMerynyPp 5-5-8 10-7-B 17-9-8 24-11.8 27-6-0 1 35-6.0 i 5.5-8 5.2-0 7-2-0 7-2-0 2-68 8-0-0 5x8 = 3x4 = 5.6 = 5x6 = 6 Scale = 1:62.4 3x6 11 5x6 = 3x4 =3x6 - 3x4 = 5x8 = 3x4 = 3.6 11 3.6 = LOADING (ps" SPACING- 2-0-0 1 CS]. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.12 12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.24 10-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.98 Hom(CT) 0.06 8 n/a PISS BCDL 10.0 Code FBC2017)"TPI2014 Matri Wind(LL) 0.17 12 >999 240 Weight: 2121b FT.=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-7-10 oc pudins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-7 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS. (Ib/size) 16=1303/0-8-0, 8=1303/Mechanical Max Hom 16=158(LC 11) Max Uplift 16= 708(LC 12). 8=-723(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2025/1374, 23=-1986/1432, 3-4=-2166/1633, 4-5=-1776/1350, 5-6=-1959/1511, 6-7=-1202/863,1-16=-1243/916,7-8=-1252/956 BOT CHORD 14-15=-1352/1822, 12-14=-1256/1784, 10-12=-1496/2166, 9-10=-834/1241 WEBS 2-15=-258/277, 3-14= 32/264,3-12=334/486, 4-10- 549/360, 5-10=-931/783, 6-10= 1046/1487, 6.9=-547/448, 1-15= 1155/1736, 7-9=-712/1157 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=3.Ops1; h=17ft; B=45N; L=36ft; eave=5lt; Cat. 11; Exp C; Encl., GCpi=C.18; MW FRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-6, Interior(1) 33-6 to 10-7-8, Exterior(2) 10-7-8 to 14-2-2, Interior(1) 14-2-2 to 27-6-0, Exterior(2) 27-6-0 to 31-0-10, Interior(1) 31-0-10 to 35-44 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psf 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) except (jt=lb) 16=708,8=723. Michael S. Magid PE No.53681 ViTek USA, Inc. FL Cart 6634 69114 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING - VeNtydes/gnperameressend NEAO NOTES ON TNIBAND/NCLUDED MGZKREFERANCE PAGEMd-74"rev. 1N4dQDe5BEFORE USE Design valid for use only with MRek$ connectors. This design Is bowl only upon parameters shown, and Is for an Indivduol bulltling component, not a truss system. Before use, the building designer must verity the oppllcabllHy, of all parameters and properly Incorporate ibis design Into the overall bustling design. Bracing Indicated is to prevent buckling of Individual nuns web and/or chord members only. Addiflonal temporary and permanent bracing e always required for stabilly 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, seeANS171P11 Cooley CrIsda. DS349 and ICSI luldhp Component Safety infermatbrpvallabie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Moxontlrlo. VA 22314. MiTek- 6904 Parke East Blvd. Tampa, FL 33610 rap 75968 i ruse buss I yea D2 IHip I IMMVIVO/MHIIVIIVI T17861628 1 5x8 = 30 It 5x8 = 3 1718 19 4 20 5 5x1 Scale = 1:61.3 14 13 12 11 23 10 9 24 8 7 3x6 II 5x6 = 3x6 = 3x8 = 3x6 = 3xS = 3.6 II 3x4 = LOADING ties, SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.12 10-11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.24 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.1410-11 >999 240 Weight: 205 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-10-0 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-2-5 oc bracing. WEBS 1Row at midpt 5-10,6-8 REACTIONS. (Ib/size) 14=1303/Mechanical, 7=1303/Mechanical Max Horz 14=150(LC 11) Max Uplift 14=-708(LC 12), 7=-723(LC 12) Max Gmv 14=1312(LC 17), 7=1303(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2= 2093/1465, 2-3=-1911/1432, 3.4=-1845/1496, 4-5=-1845/1496, 5.6=-1427/1052, 1-14=-1244/926,6-7=-1235/984 BOT CHORD 13-14=-244/264, 11-13=-1416/1980, 10-11=-1200/1776, 8-10=-839/1240 WEBS 2-13=-189/255, 2-11— 245/254, 3-11=-92/355,3-10=-158/337, 4-10=-479/485, 5-10=-578/846, 5-8=-362/399, 1-13=-1205(1750, 6-8=-870/1306 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=3.Opsf; h=17ft; B=45ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-8-6, Interior(1) 3-8-6 to 12-7-8, Exterior(2) 12-7-8 to 17-7-12, Interior(1) 17-7-12 to 28-0-8. Exterior(2) 28-0-8 to 33-0-12, Interior(1) 33-0-12 to 35-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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= IO.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 14=708,7=723. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6034 r 6904 Padre East Blvd. Tampa FL 33810 Date: August 15,2019 Q WARNING- Vedlydee/9Rpemrrielemand RE4DN07Ei GNTNISANGWCLUGEDMREKBEFERANCEPAGEMLL74TJ., 10,1XV2015BEFGREUSE Design valid for use only with MBea connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bulding designer must verity the appllcablIty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndMdual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with"ble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and fuss systems. sessANSI/IPII Quality Criteria, DSO-89 and SCSI Building Component Safety In/ormolbrpvollabie ham Truss Plate Institute. 218 N. Lee Sheet. Sufe 312. Alexandria. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Joe 75968 truss G Truss iype ROOF SPECIAL fay rry r s 1 Chambers Truss, Inc., Fort Pierce, FIL 8.310 E ID:mFpo_IGSYWNabo 2-0-0 63-a 7£-Q 12-1-12 i 18-0-0 26d0 32-00 ' 2-0-0 341.6 -22 &2-0 8.OU I 5-8-0 S.00 12 5x8 = 5.6 = 6 32 33 7 IMMUNWMMOWwI T17861629 Scale = 1:85.9 12 job 23 22 21 20 10 le 18 17 1e 15 14 13 45 — — 3.4 II fins = 5x6 = 3x5 = 3x8 = 3x5 = 3x5 = M= 3.6 II 4xS 3x6 = 46 = 2-0-0 a-0-0 2-0-0 )40 12-1-12 1B-0-0 28d-0 32-0a 3]-b0 E1.9-0 4a! 28a s-zo Aa-1z szs eao s-e-0 sao aoa sea Plate Offsets (X Y).- [6:0-54 0-2-4] p:0-3-0,0-2.4L [10:0-5-12,0-2-81 [21:0-3-00-3-0] LOADING (psQ SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) -0.15 18-20 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.29 18-20 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.06 13 File n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wmd(LL) 0.20 15-17 >999 240 Weight: 282 lb FT.=20% LUMBER - TOP CHORD 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 3-22: 2x6 SP No.2 REACTIONS. (lb/sjze) 22=2309/0-8-0, 13=1529/0-8-0, 23=-238/0-8-0 Max Harz 23=301(LC 11) Max Uplift 22>7363(LC 12), 13=-839(LC 12), 23=-397(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc puffins. BOT CHORD Rigid ceiling directly applied ors-5-13 oc bracing. WEBS 1Row at midpt 6-18,8-18 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-663/1069, 3-5=-656/532, 5-6=-1319/1067, 6-7=-1579/1367, 7-8=-1755/1389, 8-9=-2394/1738,9-10=-2791/1999, 10-11=-1941/1343 BOT CHORD 22-23=-375/256, 21-22=-1046/776, 20-21=-279t743, 18-20= 586/1228, 17-18=-1328/2165, 15-17=-1015/2827,14-15=-1074/1723 WEBS 3-22=-2001/1401, 3-21=-1215/1859, 5-21=-1012f708, 5-20=-449/825, 6-20=-338/326, 6-18=-455/666,7-18=-131/381, 8-18=-880/677, B-17=-245/498, 9-17=-772/572, 9-15=-775/620,10-15=-933/1375,10-14— 353/328,11-13=-141211191, 11-14= 1230/1794, 2-23=-138/451, 2-22=-866/641 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=3.Opsh h=17ft; B=45ft; L=49ft; eave=6ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) 0-0-0 to 4-10-6, Interior(1) 4-10-6 to 18-4-0, Extedor(2) 184-0 to 23-2-6, Intedor(1) 23-2-6 to 264-0, Extedor(2) 264-0 to 31-2-6, Interior(1) 31-2-6 to 41-8-0, Extedor(2) 41-8-0 to 464.0, Interior(1) 46-4-0 to 48-8-0 zone; cantilever left and right exposed ; porch left 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 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, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 22=1363, 13=839, 23=397. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 ,& WARNING- Ventydoo9.Pvamef..,md READ NOTES ONMISAND INCLUDED MDEKREFERANCEPAGEMB-7973rev. 1000120151REFOREUSE Design valid for use only with MBea connectors. this design 6 based only upon parcmeters shown, and Is for on indNldual building component, not a truss system. Before use, Me building deeigner must verify the applicability of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing Indicated 6 to prevent buckling of Intlrvltlual tnus web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse WJM "ble personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of musses and fuss systems, seeANSUrpII Quo"IN9CrBrrdo. GSB-69 and BCSI Building Component Safety lnformatio from Taus Plate Institute. 218 N. Lee Street Sulte 312. fi904 Parka East Blvd. Tampa, FL 33610 avallable Alexondri¢ VA 22314. /oo Truss iwas type way rry nmmurvaimmimiNi 75968 G7 (ROOF SPECIAL x 1 1 1 I T17861630 5.00 12 5.8 = 6 o d Scale - 1:87.4 5x6 = 7 26 25 Ce 23 3x4 II 3x8 = 18 17 16 la 14 __ 3x4 II 3A6 - 3x4 11 3.4 II 7x8 = 3.6 = 3x6 11 4x5 = 4x5 6x10 = 5x10 = 5x8 = 3x5 = 2i-0 4eE-0 2dO 8.1-15 17-0-0 264-0 264-0 31-0-0 35.6-0 3¢se bed'a 4 -0 2-0-0 5315 9-2.1 3d0 4C0 7-09 4d0 4-09 69-0 Plate Offsets (X Y)-- [4:0-3-0 Edge] [6:0-5-12 0-2-8], V:0-3-0,0-2-41 [10:0-5-12 0-2-8] [19:0-5-8 Edge] [22:0-7-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (too) Vdett Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) -0.27 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.5219-20 >875 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.08 14 We n/a BCDL 10.0 Code FBC2017R'P12014 Matnx-MS Wind(L-) 0.35 18 >999 240 Weight: 300111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 *Except' 10-13:2x4 SP M 31 BOT CHORD 2x4 SP M 30'Except' 5-23,8-18:2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 3-25: 2x6 SP No.2 REACTIONS. (lb/size) 25=2218/0-11-5, 26=-123/0-8-0, 14=1507/0-8.0 Max Horz 26=333(LC 11) Max Uplift 25=-1521(LC 12), 26=-438(LC 17), 14=-801(LC 12) Max Grav 25=2290(LC 17), 26=95(LC 9), 14=1507(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 22-25, 3-22, 8-20 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-910/1170„ 3-5=-1445/946, 5-6- 1411/1122, 6-7=-1522/1245, 7-8=-1688/1242, 6-9=-2725/1885,9-1D=-2483/1765,10-11=-1966/1351,11-12=-1448/995,12-13=968/561 BOT CHORD 25-26=-415/220, 5-22=-469/533, 21-22=-466/1216, 20-21=-465/1214, 19-20=1473/2505, 8-19=-3771703,16-17=-1077/1791,14-16=-638/1047,13-14=-638/1047 WEBS 2-25=-915/855, 3-25=-1913/1490, 22-25=-787/825, 3-22- 1478/2071, 6-20=-482/666, 7-20=-130/371,8-2D=-1284/962,17-19=-1480/2463,9-17=-11411769,10-17=627/958, 10-16= 339/323,11-16=-506/861, 2-26_ 323/319,12-14=-1342/1133 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=3.Opst h=17ff; B=45f ; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0to 4-10-6, Interior(l) 4-10-6 to 20-4-0, Exterior(2) 20-4-0 to 29-2-6. Interior(1) 29-2-6 to 39-8-0, Exterier(2) 39-8-0 to 44-6-6, Interior(l) 44-6-6 to 48-8-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber Di1.60 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 Iliad 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 100 lb uplift at joint(s) except (jt=lb) 25=1521, 26=438, 14-801. Michael S. Magid PE No.53681 M[Tek USA, Inc. FL Cod 6634 69U Parke East Blvd. Tampa FL 33810 Data: August15,2019 ,&WARNING-Venoydeslgaparwaofws end READ NOTES ON THISANO WOLUOFDMREKRE9EMNCEPAGEM67473 rev. faA1,2015BEFORE USE Design valid for use only with MBek® connectors. ibis design is based only upon parameters shown. and Is for an individual building component, not a two system. Before use, the building designer must verity the appllcistA ty of design parameters and properly Incorporate this design Into fine overall twirling design. &acing Indicated 6 to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stobOlty, and to prevent collapse with possible personal Inkay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPII Qua[ MMyy Cdloda, DSO-0and BCSI Building Component Safety Nformationovalloble from Lust Plate Institute. 218 N. Lee Street. Suite 312, Alexondrla. VA 2231A. MiTek' 6904 Parka East Blvd.9 Tam a p FL 33610 /oD 15968 I russ Irruss type r Immwrv�mnuvml T17861631 i, 26 45 = 3x5 = 25 24 3x6 = 6x10 = = 5.00 12 5x6 7 23 3x4 II 6x8 — 3x8 = 38 19 18 3x4 II 4x10 = Ex8 = 17 16 3x5 = 3x6 SWIe=1:87.4 15 axe = 45 = 2-60 _ 4e-e-o 2-0-0 1a1.11 1Ji0 22-0-0 31-0-0 33&p 3J-&p 43L 2-0a )-9-11 J-2-6 540 8-0O 2-0-0 4-0a &a-0 Plate Offsets (X,Y)-- 111:0-5-12 0-2-81 115:0-3-8 0-3-01 120:0-2-8 0-3-01 r22'0-5-8 0-4-01 LOADING'(psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.25 20-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) -0.49 20-21 >892 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Hors(CT) 0,06 15 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-MS Wind(LL) 0.1820-21 >999 240 Weight: 309 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except- 6-23,9-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 4-24: 2x6 SP No.2 REACTIONS. (lb/size) 24=2348/0-11-3, 26=-138/0-8-0, 15=1392/0-8-0 Max Horz 26=366(LC 11) Max Uplift 24=-1452(LC 12), 26= 340(LC 19), 15=-760(LC 12) Max Gmv 24=2348(LC 1). 26=97(LC 21), 15=1392(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 22-24, 4-22, 8-21 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-678/1167, 4-fi=-794/601, 6-7=-1091/905, 7-8=-1063/895, 8-9=-2409/1702, 9-10=-2342/1607, 10-11=-1990/1447,11-12— 1852/1268,13-14=-268/47 BOT CHORD 24-26=-873/507, 6-22=-804/608, 21-22=-208/778, 20-21=-700/1434, 17-18=-938/1620, 15-17=-880/1372,14-15=-20/264 WEBS 3-24=-441/408, 4-24— 1792/1220,22-24=-10931741,4-22=-1064/1793,6-21=-214/585, 7-21=-434/611, 8-21=-995(795, e-20=.794/1268, 18-20=-1180/2153, 10-20=-5/284, 10-18=-1219/757,11-18=-373/496,12-17=-111/347,3-26=-5557744,13-15=-135/278, 12-15=-1719/1421 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2psf; BCDL=3.OpsC h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-0-0 to 4-10-6, Interior(1) 4-10-6 to 22-4-0. Exterior(2) 22-4-0 to 27-2-6, Interior(1) 27-2-6 to 37-8-0, Extedor(2) 37-8-0 to 42-6-6, Intefior(1) 42-6-6 to 48-8-0 zone; cantilever left and fight exposed porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 lost 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 100lb uplift at joint(s) except 01=11b) 24=1452, 26=340, 15=760. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6984 Parke East Blvd. Tampa FL 3361D Date: August 15,2019 QwABNING-Verity design paremefen an,l BEAp NOTES ON THLSANDINCLUDED MREKHEFERANCEPAGEM74Ttrey. 10034sOISSEFONEUSE Deslgn valid for use only with MBek® connectors. This design Is based only upon parameters shown, and 8 for an Indlvldual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall building cleslgn. Bracing Indlcated U to prevent buckling of Individual truss web and/or chord members only. Addlaonal temporary and permanent brocing M!Tek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVrpB QUOBBryry om�m. DSB419 and aC31 Suldbp Component 6904 Parke East Blvd. Safety Nformatbrpvailoble from Truss Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 100 15968 i ruse I ,russ i ype nmmvnaMHimni T17861632 5x6 = 5.co 12 24 " 22 21 zu as lr d4 35 15 14 13 12 3x6 = 3x6 = 4x5 = 3x6 3x65jd10 = 3z4 4xe = 4x5 = 3z4 11 5z8 = 3x8 — SxB = 2iU 2Z 68-0 15-0-0 lr9 22-0-0 TV sse-0 War G&>3 z-ao aaa sao z-ao aao I s-0u 4e-o I eta "l.lee Scale = 1:86.9 P9 m r N d m N 1� Plate Offsets (X Y)— r8:0-3-0Edge] f9:0-5-12 0-2-8] r11:0-3-12 0-3-01 [16:0-2-12 0-2-121 rl9.0-2-8 0-0-0] LOADING (psf) SPACING- 2-" CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.23 16-18 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.44 16-18 >850 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.78 Horz(CT) 0.07 29 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.4921-22 >308 240 Weight: 300 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except* 8-15:2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3*Except* WEBS 11-12: 2x4 SP M 30, 5-21: 2x6 SP No.2 OTHERS 2xe SP 240OF 2.OE REACTIONS. (lb/size) 21=1324/0-8-0, 24=890/0-8-0, 29=1221/0-7-4 Max Horz 24=-282(LC 10) Max Uplift 21=-488(LC 12), 24=-1148(LC 12), 29=-810(LC 12) Max Grav 21=1544(LC 18), 24=961(LC 21), 29=1221(LC 1) FORCES. (lb) - Max. Comp✓Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1007/1737,3-5=-961/1851, 5-6=.1243/1566,6-7=-1201/1561, 7-8=-2468/2449, 8-9= 2271/2243,9-10=-1807/1676, 10-11=-1696/1497 BOT CHORD 22-24=-429/303, 21-22=-636/646, 18-19=-15221784, 16-18=-1602/1569, 8-16— 1154/1155, 13-14=-1527/1725 WEBS 3-22=-322/246, 19-21=-1485/585,5-19=-1303/147,5-18=0/1194,6-18— 908/625, 7-18=942/831,7-16=-871/1167,9-14=-202/311, 10-13=-851/909,.11-13=-1594/1793, 2-24=-816/1301,19-22=-2285/1381,2-22=-13011773,14-16=-1419/1625,9-16=-1005/962, 11-29=-1282/1087 Structural wood sheathing directly applied or 4-6-9 cc puriins, except end verticals. Rigid ceiling directly applied or 5-9-14 cc bracing. 1 Row at midpt 6-18, 7-18, 7-16, 11-13, 19-22, 2-2.2 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=3.Opsf; h=17f1; B=45ft; L=478; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-7-15, Intedor(1) 4-7-15 to 224-0, Extedor(2) 22-4-0 to 26.10-0, Intenor(1) 26-10-0 to 35-8-0, Extedor(2) 35-8-0 to 38-M, Intedor(1) 38-9-3 to 45-10-3 zone; cantilever left and right exposed ; porch left 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 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearing at joint(s) 29 considers parallel to grain value using ANSIrrPI 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 joint(s) except (]t=lb) 21=488, 24=1148, 29=810. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa R. 33610 Date: August 15,2019 I russ type I rMMur aofh WINIIVI T17861633 roe 75968 I russ G4 ROOF SPECIAL ts-0-0 I n-0-0 I zzr-0 � 3A5 2-0-0 5.0-0 Sx6 = 5.00 F12 6 25 44 23 22 21 32 4x10 0 133 3x5 = 3x5 = 14 a e = 3x4 11 45 = 3x4 II axe 3x65ih0 = 4xS = 2-0-0 3693 9 D2-01i -07A 1S2Na"' b7 4-0 Scale=1:85.8 Plate Offsets (X l)-- [8:0-5-4 0-2-4][13:0-2-8 0-2-8] [20:0-7-8 0-2-8] LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.32 12-13 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.6712-13 >564 240 BCLL 0.0 ' Rep Stress than YES WB 0.94 Horz(CT) 0.04 12 1 1 BCDL 10.0 Code FBC20177TP12014 Matrix -MS Wind(LL) 0.19 14 >999 240 Weight: 296 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP.M 30 WEBS 2x4 SP No.3 -Except- BOT CHORD 5-22: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 12=974/0-7-3, 22=2368/0-8-0, 25=156/0-8-0 Max Hort 25=274(LC 12) Max Uplift 12=-514(LC 12), 22=-15112), 25=352(LC 12) Max Grav 12=974(LC 1), 22=2368(LC 1), 25=380(LC 21) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-1061704, 3-5=-954/1265, 5-6=383/281, 6-7= 339/258, 7-8=-1138/789, 8-9=-2684/1837,9-10=-2344/1551 BOT CHORD 23-25— 339/259, 19-20=-1115/920, 17-19=-694/1112, 16-17= 757/1175, 12-13=-1094/1503 WEBS 3-23=-446/362,20-22=-2262/1923,5-20=-1957/1513,5.19=-1158/1685,7-19=-1123/840, 7-17=-61/307,8-16=-472/360,13-16=-817/1262,10-13=-540/982,10-12= 1630/1228, 2-25=-283/340, 2-23=-554/186, 20-23=-691/0, 3-20=-764/1048, 9-13=-1212/932, 8-13= 1311/1904 Structural wood sheathing directly applied or 4-5-2 oc puffins, except end verticals. Rigid ceiling directly applied or 6-0-0 ec bracing. 1 Row at micipt 5-22, 5-19, 6-19, 7-19 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2pst BCDL=3.Opsf; h=17ft; Bi L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-0 Exterior(2) 0-M to 4-7-15, Intedor(1) 4-7-15 to 22-4-0, Extedor(2) 22-4-0 to 26-11-15, Intedor(1) 26-11-15 to 33-8-0, Extedor(2) 33-8-0 to 36.9-3, Interior(1) 36-9-3 to 46-5-7 zone; cantilever left and right exposed;,pomh left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) • This truss has been designed for a live lead of 201 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except Ot=lb) 12=514, 22=1598, 25=352. Michael S. Magid PE No.53681 MTek USA, Inc FL Cart 6834 6904 Parke East Blvd Tampa FL 33810 Date: August 15,2019 Q WARNING- Verllydeslgnpommerers enCREAD NOTES ON TH45AND/NCLUDWRM kREFERANCEPAGEMM17473rev. 1otGo0150EF0RE USE Design valid for use only with MITsa connectors. The design Is timed only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate the design Into the overall building design. Siccing Indicated Is to prevent bucking of lntlWlduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 13 always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding the fobdeoeon. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Qua8M Criteria, DU49 and BCSI Wltlhg Component 690,1 Parke East Blvd. Safety Information v,diable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Al6xcmdric, VA 22314. Tampa. FL 33610 red Irws Iruse type 75968 GS ROOF SPECIAL 4 rly I IlmmuI WMAIIVIINI 1 T17861634 3x5 i 3 3x5 i 2 �30 d 1 26 25 24 45 = 3x4 11 3a6 axe = 5x6 = 5.00 12 6 3x6 4xB G 31 4 23 22 34 3x65i110 = 32 5x6'= 7x8MT18HS= 7 6x8 = 3x4 II 9 10 20 18 17 16 15 4.8 = 3x8 = 3x5 = 3x4 II 3x5 = 3x4 II 240 2O0 B-B-0 -2-0e 64-0 1e-0127-0 21 27-0 33 23-711-13 I 7 e-0-0& Is 313 0.40 Scale=1:85.8 Plate Offsets (X Y)- [8:0-5-4 0-2-41 [9:0-54 Edge], [14:0-2-12 Edge] [21:0-7-8 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (rod) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.54 Vert(LL) -0.32 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.5915-16 >640 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) -0.03 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.4515-16 >940 240 Weight: 3041b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-14 oc puffins, BOT CHORD 2x4 SP M 30 *Except' except end verticals. 10-15: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at mfdpt 5-23. 5-20, 6-20.7-20 5-23: 2x6 SP No.2 REACTIONS. (lb/size) 13=1036/0-7-3, 23=2114/0-8-0, 26=335/0-8-0 Max Horz 26=320(LC 12) Max Uplift 13=-559(LC 12). 23=-1473(LC 12), 26=437(LC 12) Max Grav 13=1036(LC 1). 23=2114(LC 1). 26=466(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-181/399,3-5=-679/818,5-6=-579/424, 6-7=-520/411, 7-8=-1034/770, 8-9- 1350/931,9-10=-1907/1289, 10-11=-1928/1294 BOT CHORD 24-26=-347/247, 20-21=-097/605, 18-20= 670/1011, 17-18=-856/1289, 16-17=849/1275, 14-15=-179/266,10-14=-335/299,13-14= 834/1145 WEBS 3-24=380/290, 21-23=-2007/1774, 5-21=-1710/1368, 5-20= 987/1408, 7-20=-9367735, 7-18=-165/345, 8-18- 524/363,8-17=-303/572,9-16=1181/880,14-16=-86611382, 9-14=-720/1063,11-14=-591/1013, 11-13= 139211035,2-26=-368/447, 2-24=-306/110; 21-24=463/119,3-21=-634/957 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=3.OpsF h=17ft; B=45ft; L=47ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 4-7-15, Interior(1) 4-7-15 to 224-0. Extedor(2) 224-0 to 26-11-15, Intedor(1) 26-11-15 to 31-8-0, Extedor(2) 31-8-0 to 34-9-3, Interior(1) 34-93 to 46-5-7 zone; cantilever left and right exposed; porch left 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (]t=1b) 13=559.23=1473,26=437. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced 0634 6904 Parke East Blvd. Tampa FL 33610 Dale: August 15,2019 O WARNING-Verl7ydestgn paramefem end READNOTES ON MIS AND WCLUDED A&MEKNEFENANCEPAGEM67473rev. 1tVDi2015 BEFORE USE Design valid for use only with MBek® connectors. This tleslgn Is based any upon parameters shown, and Is for an IndNldual building component, not a truss system. Before use, the building designer must verily the applicability of tleslgn parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated 6 to buckling of individual tear web arrd/or chord members only. Additional temporary and bracing MiTek' prevent Permanent Is always recurred for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery. erection and brocing of trusses and truss systems. seeANSI71PIl Cuppry Cmab, DSB49 and SCSI Buldkry Component Safety Informalbrgva0able from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Alexandre, VA 22314. 69W Parke East Blvd. Tampa, FL 33610 toil N5a 15968 GR2 I runs type Mpnopitch Girder x 1 I IMMVINOIMM114111I T17861635 Scale=1:17.2 3x4 II 3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Verr(LL) 0.02 4-5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Hom(CT) 0.00 n/a n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SPNo.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=533/Mechanical, 5=110910-8-0 Max Hoa 5=111(LC 8) Max Uplift 4=-330(LC 5), 5=-701(LC 8) 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=3.Opsf; h=17ft; B=45f ; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 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 beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=330, 5=701. 6) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent at 3-4-4 from the left end to connect Muss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) of back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (lb) Vert: 9=-1283(F) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 O WARNING-Vedfydesfgnparametersend REAONOTES ON TNISANDWCLUDEDM/TEKNEFFAANCEPAGEM&74M3 .. 1e211,2015BEFORE USE. Design void for use only WM Mirek® connectors. lhls design spaced only upon parameters shown. and Is for on Individual building component, not a Mas system. Before use. Me buading designer must verity the applicability of cinch parameters and property Incorporate this design Into the overall bulding design. Bracing indicated is to prevent budding of Individual huss web and/or chord members only. Additonal temporary and permanent bracing Is always required for stability and to prevent collapse with posslDle personal Injury and property damage. For general guldonce regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems seeANSUVII Qua Cmsdo, DSBA9 and SCSI Building Component atl Safety Infolmorlovoitable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, A231 lexantlrlo. VA 24, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 10. uss 75968 GR3 I cuss Iypa Isny Irry I IrmyUrvmMA'NI'm Monopitch Girder T17861636 3 Scale = 1:15.7 3x4 II 2-0-0 5-0-0 2-0-0 3.0-0. LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Hom(CT) 0.00 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=707/Mechanical, 5=90510-8-0 Max Horz 5=111(LC 8) Max Uplift 4=-433(LC 5), 5=-592(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4h; Cat. II; Exist C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 100lb uplift at joint(s) except (it=1b) -4=433, 5=592. 6) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent at 3-8-12 from the left end to connect truss(es) to back face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S). Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-6= 20 Concentrated Loads (lb) Vert: 9=-1253(B) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 AWARNING-Vedtydesignpe®mefSM dRE4DNOTES ONTRISANDINCLUDED M7EKREFERANCEPAGEW74T3rev.farDY0f5BEFORE USE. Design valkl for use only with MgekO connectors. This design 6 based only upon parameters shown, and Is for an IrstlMduol building component not �'' a thus system. Before use, Me building designer must verity the appllcabUlty, 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. Additional temporary and permanent bracing MiTek' k always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erect on and bracing of trusses and truss systems seeANSVIPII Qua Criteria. DS8419 and BCSI Building Component Safety krformatbrgvaliable from Truss Hate Institute, 218 N. Lee Sheet. Suite 312. Alexandria. 69U Parke East Btvd. Tampa, FL VA 22314. ` 33610 Joe truss ins rypa s.ny riy nmi"ViNomnnvnm 75968 GRA (kHalf Hip Girder s • 7 1 T17861637 2 2-40 47-9 9-0.0 14-0-9 16.6.0 24-0-0 2-4-0 2-3.9 i 4-47 SO-9 2-5-7 -0 Scale=1:40.7 46 = 3x6 It 6x8 = 3 14 15 16 4 17 18 19 20 5 3x4 = 3x6 11 5x6 = .. - 4x12 = 4x6 11 2.0.0 2r4-p 14-0.9 16-6-0 24.0-0 2.0.0 d-4� 3-0-0 I 5-0.9 I 2-5-7 I 7-fi-0 Plate Offsets (X h-- [3:0-5-4 0-2-0] [6:Edge 0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.97 Van(LL) -0.13 6-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ven(CT) -0.27 6-7 >950 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) -0.02 6 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 7-9 >999 240 Weight: 1241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 6=1742/0-4-0, 10=1502/0-8-0 Max Hom 10=207(LC 8) Max Uplift 6=-1412(LC 5), 10=-1242(LC 8) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2117/1714,3-4=-2091/1679,4-5=-2091/1679,5-6=-1585/1400 BOT CHORD 7-9=-1647/1917 WEBS 2-9=-1481/1834,3-9=-55/324, 3-7=-71/270,4-7=-883/931, 5-7=-1853/2303, 2-10=-1393/1230 Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-8-13 oc bracing: 7-9. 1 Row at midpt 5-6, 2-9, 5-7 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=11a) 6=1412, 10=1242. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 204 lb down and 351 Its up at 9-0-0, 137 lb down and 179 Ib up at 11-0-12. 137 lb down and 179 lb up at 13-0-12, 137 lb down and 179 Its up at 15-0-12, 145 lb down and 179 Ib up at 17-0-12, 145 Ile down and 179 lb up at 19-0-12, 145 lb down and 179 Ib up at 21-0-12, and 143 lb down and 195 Ib up at 23-0-12, and 145 Its down and 188 Its up at 23-10-4 on top chord, and 306lb down and 331 lb up at 9-0-0. 72 lb down and 20Ib up at 11-0-12, 72 Ib downand 20 Ib up at 13-0-12, 721b down and 20Ib up at 15-0-12, 72 Ib down and 20 Ib up at 17-0-12, 721b down and 201b up at 19-0-12, and 72 Ib down and 201b up at 21-0-12, and 921b down and 331b up at 23-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3= 54, 3-5=-54, 6-11=-20 Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parka East Bind. Tampa FL 33610 Date: August15,2019 O WANNWG- Vardyddslgaparemefenand HEADN07ES ON T MANDINCUIDEDMfrEKBEFENANCEPAGEMX74Mmre ra=WISBEFONEUSE Design volld for use only with MiTek® connectors. This all Is based only upon parameters shown, and Is for an Individual building component not a two system. Before use, the building designer must verity the opplicoblllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndwidual 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 seeANSVIPO Quality Cmnks, D5349 and 8051 Bulding Component 69N Parke East Blvd. Safety Informalbnwaaable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 JOB I truss I IMS type Ivry Irly I ummulvbrmAll iw 75968 T17861637 ID:mFpo_IdSYWNaboSR%bvAE3zLa54-NspU6c00Vc?KAhSNoBOBj5yZJ5gQIRda ZwW5ynyPC LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-146(B) 9=-165(B) 5=-145(B) 14=-97(B) 15— 97(B) 16= 97(B) 17= 97(B) 18=97(6) 19=-97(B) 20=-122(B) 21=43(B) 22=43(8) 23=43(B) 24= 43(B) 25=43(B)26=-43(B)27=-63(B) Q WARNING- Verity Eesign perdmeten antl READ NOTES ON THOMDOCLUDEDMREKREFERANCEPAGEM6747arev. IGIM lBEFORE USE Design valid for use only with M9ek6 connectors. lhd design Is based only upon parameters shown and Is for an Individual building component, not a huts system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wIM possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss system% seeANsVrPn QuarBdtyy CIBnb, DSB-69 and SCSI Buldel; Component Sdfirp Inforinntbnwolloble from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314, 69U Parke East Bind. Tampa, FL 33610 loo -5 truss Type 75968 GRB Roof Special Girder 1e I IMMUIVJ/MHIIVIIVI T1786163B 1 18 17 3x4 II 4x6.— 3z5 = 32 16 33 15 34 5x8 MT18HS= 3x4 = 14 3z4 II 13 12 3z6 _34 54 = 7 Scale = 1:64.9 3x4 It 9 10 6.8 = LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DC 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017ITP12014 CSI. TC 0.82 BC 0.98 WB 1.00 Matrix -MS DEFL Vert(LL) Ven(CT) Horz(CT) Wind(LL) in (roc) Well Ud -0.56 14-16 >752 360 -0.9514-16 >441 240 0.15 10 1 1 0.7614-16 >553 240 PLATES GRIP MT20 2441190 MT18HS 244/190 Weight: 200 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-10-1 oc pudins, BOTCHORD 2x4 SP M30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 4-0-6 oc bracing. WEBS 1 Row at midpt 4-17, 5-16, 5-13, 6-11, 8-10 REACTIONS. (lb/size) 10=1247/Mechanical, 18=1207/0-8-0 Max Horz 18=177(LC 31) Max Uplift 1 D=-755(LC 8), 18=-1091(LC 8) Max Gmv 10=1247(LC 1). 18=1556(LC 39) FORCES. fib) -Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 1-2=-1267/696, 2-3— 1540/915, 3-4=-1318/805, 4-5=-4610/2805, 5-6=-2713/1638, 6-7=-1336/878,7-8=-1323/888 BOT CHORD 1.18=-677/1253, 17-18=-845/1375, 16-17=-2866/4713,14-16=-3266/6489, 13-14=-3270/5481,11-13=-1513/2562, 10-11=-555/892 WEBS 3-17=-303/671,4-17= 3441/2091,4-16=-154/578,5-16=-1237/932, 5-13= 3150/1896, 6-13=-697/1286,6-11=-1722/1081,7-11=-482/791, 8-11=-197/573,2-18= 794/546, 8-10= 1372/869 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=3.Opsf; h=17ft; B=45ft; L=38ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=11g) 10=755, 18=1091. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138lb down and 134 lb up at 4-7-8, 88 lb down and 62lb up at 5-0-12, 88 lb down and 58 lb up at 7-0-12, 88 lb down and 58 lb up at 9-0-12, 88 lb down and 58 Ib up at 11-0-12, 88 Ib down and 58 Ib up at 13-0-12, and 881b down end 58 Ib up at 15-0-12, and 88 lb down and SS Ib up at 16-2-12 on top chord, and 168 lb down and 266 lb up at 4-7-8, 321b down and 34 Ib up at 5-0-12, 32 Ib down and 34 Ib up at 7-0-12, 32 Ib down and 34 Ib up at 9;0-12, 32 Ib down and 341b up at 11-0-12, 321b down and 34 Ib up at 13-0-12, and 32 lb down and 341b up at 15-0-12, and 32 Ib down and 341b up at 16-2-12 on bottom chord. The design/selection of such connection Michael S. Magid PE No.53681 device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 LOAD CASE(S) Standard Date: Continued on page 2 August 15,2019 Q WARNWG -Vedry Easlgn pvametersend READ NOTES ON THIS AND INCLUDED MUSK REFERANCE PAGE MIA74T3 rov. MIX&VO15 BEFORE USE Design valid for use only with Mi connectors. This design Is based only upon DOMMeters shown, and Is for an individual building component, not ��- a muss system. Before use, Me building designer must verity the applicoblllty, of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated k to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' 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 huss systems. seeANSV1PII Quality CMnln, DSB-89 and Bar Building Component Safety Nformaborovaaoble from Truss Plate ImsEVS. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. 6904 Perks East Blvd. Tampa, FL 33610 rob muss Irues I e ur rI ii atursoi m nvl T178fi1638 75968 Me Roof Special Girder r , Y 1 1 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, 10-19= 20 -Concentmted'Loads (lb) Vert: 3=53(F) 17=135(F) 22=18(F)23=18(F) 24=18(F)25=18(F) 26=18(F) 27=18(F) 28=18(F) AWARNWG-VedryEeefgnperemetemmdRE DNOMS ON MSMDWCLU0WMJMEKREFERA1NcEPAGi 1410YaV15BEFOREUSE Design valid for use only with MffeM connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use, the building designer must verify the oppllcabYlN of design parameters and properly Incorporate ins 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 Is always required for stabillty 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 seeANSUIPl1 Quality Cdi DS349 and SCSI Building Component 69U Parke East Blvd. Sai Informa8anc c lobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312 A oxcndrla, VA 22314, Tampa, FL 33610 Joe cuss truss Iypa ray ny IImmU1 DI.AIN1141 75968 GRE III r11 1 1 I T77861639 Scale < 1:26.6 4x4 = 4x4 = ax4 = 2.3 II zx3 II LOADING (ids() TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Inet NO Code FBC2017/TPI2014 CSI. TC 0.19 BC 0.11 WB 0.34 Matrix -MS DEFL. 0.0In Vert(LE) 4 Vert(CT) 0.03 Hom(CT) -0.00 (loc) Well L/d 9-10 >999 240 9-10 >999 180 7 n/a n/a PLATES MT20 Weight: 761b GRIP 244/190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing, Except: WEBS 2x4 SP No.3 8-8-14 oc bracing: 8-9. REACTIONS. (Ib/size) 10=544/0-8-0, 7=544/0-8-0 Max Hom 10=-95(LC 6) Max Uplift 10=-914(LC 8), 7= 782(LC 8) Max Grav 10=560(LC 39), 7=560(LC 38) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4521785, 3-4=-3711766, 4-5=-452/784 BOT CHORD e-9=-703/405 WEBS 2-9=-719/504, 5-8=-718/505, 2-10=-5481747, 5-7=-548/670 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=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and tight exposed; Lumber DOL=1.60 plate grid DOL=1.60 3) Provide adequate drainage to prevent waterponding. 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 (Jt=lb) 10=914,7=782. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 272 lb down and 298 Ib up at 7-4-0, and 2721b down and 298 lb up at 8-8-0 on top chord, and 120 lb down and 148lb up at 7-4-0. and 1201b down and 148 lb up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) 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 (plf) Vert: 1-3=-54, 3-4=-54, 4-6— 54, 11-14=-20 Concentrated Loads (lb) Vert: 3=13(F) 4=13(F) 9=35(F) 8=35(F) 6 Ib Michael S. Magid PE No.53681 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING -Vedty CeslSnparsmetera end NERD NOTES ON TNISAND INCLUDED MITEKNEFENANCEFAGEM674TJrcv. 10,1132015BEFORE USE Design valid for use only with Miter connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verity the oppllccblllly of design parameters and properly Incorporate mis design into the overall building design. Bracing Indicated is to prevent buckling of Individual hues web and/or chord members day. Additional temporary and permanent bracing 6 always required for stoblllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection antl brocing of trusses and truss systems. sseANSUTPII QualityCriteria. DS149 and BCSI Building Component Safety Infoenaliorm alable from Truss Plate Imtllute, 218 N. We Sheet. Suite 312. Alexandria. VA 22314. ��' MiTek' 6904 Parke East Blvd. Tampa, FL 33610 1oa 75968 r russ I russ type sny Iny 1Immut'lI/MNIIVIIVI T17861640 5.00 12 5xB = 3x4 11 6 33 7 5x8 = 8 Scale - 1:85.5 26 25 24 a' 22 uw 21 zu as 19 1B 11 16 eu 15 14 4x5 = 3x8 II 6x8 = 4x8 = 4x4 = 4x8 = 4z6'— 44 = 4x4 = axis — 4x5 = 4xe = 45 = 45 = HUS25 3x10 11 Special 2e-0 2OU JE-0 10.11-11 1"a 20.49 22i0 28-60 3480 10.11 355-0 4'JB-0 �,yp &BO 28B S2-0 3-5-11 W. 089 1-11.J 6W S-B-0 1-10.11 195 60a 2B-0 0.6A 13 d Plate Offsets (X Y)— [6:0-5-12 0-2-8] 18:0-5d2 0-2-8]111:0-5-12 0.2.81 rl5.0-3-8 0-2-0] [25:0-4-00-4-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(ILL) -0.18 18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.32 16-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Hom(CT) 0.06 14 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Wind(LL) 0.2416-18 >999 240 Weight: 326 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-25,12-14: 2x6 SP No.2 REACTIONS. (lb/size) 25=2494/0-8-0, 26=-36a/0-8-0, 14=1838/0-8-0 Max Horz 26=-268(LC 6) Max Uplift 25— 1522(LC 8), 26=-550(LC 38), 14=-1188(LC 8) Max Grav 25=2494(LC 1), 26=35(LC e), 14=1938(LC 37) BRACING - TOP CHORD Structural wood sheathing directlyapplied or3-8-3 oc puffins. BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. WEBS 1Row at midpt 8-21.9-19 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=133/253, 2-3=-713/1291, 3-5=410/305, 5-6=-1191/764, 6-7— 1658/1107, 7-8=-1658/1107,8-9=-2115/1276r 9-10=-2964/1705, 10-11=-3860/2275, 11-12=-2353/1433 BOT CHORD 25-26=-381/203, 24-25=-12967762, 22-24=-156/493, 21-22=-37311134, 19-21=-859/1851, 18-19=-1396/2664,16-18=-2196/3886,15-16=-1222/2100 WEBS 2-25=-1007/650, 3-25= 2108/1240, 5-24=-12571769, 5-22=-532/1131, 6-22=-555/369, 6-21=-548/1018, 7-21=369/310, e-21=422/195, 8-19=-397/849, 9-19=-1081/692, 9-18=-284/608, 10-18=-1312/859, 10-16=-999/668, 11-16=-1081/2020, 11-15=-599/441, 2-26=-129/535,12-14=-1865/1169,12-15— 1344/2239,3-24=-1009/1887 "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 others. This applies to all applicable truss designs in this job. 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=3.Opsf; h=17ft; B--45ft; L=49ft; eave=6ft; Cat. II; Eup C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding.. 4) This truss has been designed for a 10.0 pet 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) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 25=1522, 26=550, 14=1188. 7) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails into Truss) or equivalent at 42-8-12 from the left end to connect trusses) to back face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 233lb down and 181 Its up at 43-8-0 on top chord, and 1181b down and 175 It, up at 43-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). Continued on page 2 LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: August 15,2019 ,& WARNING -VvUY deal. Peremefersend BEAD NOTES ON THIS AND INCLUDED MITEKBEFEBANCE PAGEMIP74M rev. fmDYlD15 BEFORE USE DeAgn valid for use only with M6ek® connectors. This design Is based only upon parameters shown. and Is for an IndNldual building component, not a buss system. Before use, the building designer must verify the appllcablllty, of tleslgn parameters and properly Incorporate this design into the overall bulltling design. Bracing Indicated Is to prevent buckling of Individual truss; web and/or chord members or&, Additional temporary and pommonent bracng Is always required for stably 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 WeANSVIPII Quality Cmeda, DSB-09 and IICSI Building Component Safety Informal o ovaitabie from Truss Plate institute. 218 N. lee Sheet. Suite 312. Alexandria. VA 22314. ��• MiTek' 69M Parke East Blvd. Tampa, FL 33610 too muss Truss Type s y rry limm�riwar Iurium 75968 Il ROOF SPECIAL GIRDER s , 1 t T17861640 ID:mFpo_ dSV W NaboSRXbvAE3zLa54-80HVnLl1 LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-6=-54, 6-8=-54, 8-10=-54, 10-11=-54, 11-13=54, 27-30=-20 ,Concentrated Loads (lb) Vert: 11=71(B) 15=60(B) 36=-513je) QWARNING-Vedfydeledpammeterserd READNOTES ON THIS AND INCLUUEUMITEKREFERANCE PAGE MU7473mv. 10'1134015BEFORE USE Design valid for use only with MBe' connectors.lhd design Is based any upon parameters shown, and Is for an Individual building component not a truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndMltlual truss web and/or chord members only., Additional temporary and permanent bracing MiT®k' a always requited for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVfpll CuaIBI1Iyy CMMa, D511-09 antl lCSI euldhp Compon�nl 6904 Parke East Blvd. Safety Infotmallanovoiloble from Truss Flute Institute. 218 N. Lee Sheet, Suite312, Alexandria. VA 22314. Tampa, FL 33610 too truss Irusa Iype Lay rly ❑mm�rvymnirvuvl • 1T77861641 75968 GRK ROOF SPECIAL GIRDER I 1 ID:mFpo_IOSYWNaboSRXbvAE3zLa54-YueONKw?Om NoUxy6lgnvc XZpgPCV6Cj7PyynyPl 2i-0 5-]E ]-6-010.11-11 1&4-0 22<-0 26-&] 284-0 32-1-5 34-0-0 39-e-0 42-8-12 E 464-0 40-8-0 • 24-0 3-3-6 -10-1 3-5-11 54.5 6-0-8 i414 4-09 3-9-5 -1IN S-B-0 3-0-12 0-11-4 2-8-0 2-4.1 Scale = 1:85.5 5.00 F12 Sz8 = 3x4 II Sx8 = 1 d 26 25 24 22 21 CO J° 19 18 rl 16 °O 15 14 4x5 = 3x8 11 6x8 = 4x6 = 4x4 = 4x8 = 4x6 - 44 = 4.4 = 6x8 = 4x5 = Axe = 4x5 - 4x5 = HUS26 3.10 11 Special 24a 4e 0-0 280 J8a 1G11-11 184-0 224-0 2L 2B4a 32-1-5 34a-0 39-BO 42E-12 46-0-0 2-00 S2-0 3511 535 6e-0 1-11-] 489 &95 1-1LL11 5-0-0 3812 11 Boo aba Plate Offsets (X Y)- [6:0-5-12 0-2-8][8:0-5-12 0-2-81 [1 YO-5-12 0-2-81 115:0-3-8 0-2-01 [25.0-4-00-4-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL, in (roc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TIC 0.37 Vert(L-) -0.18 16-18 >999 360 MT20 2"/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.3316-18 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(CT) 0.06 14 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matdx-MS Wind(-L) 0.2616-18 >999 240 Weight: 326 lb FT=20/ LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 3-25,12-14: 2x6 SP No.2 REACTIONS. (Ib/size) 25=2541/0-8-0, 26=-395/0-8-0, 14=1992/0-" Max Horz 26=-268(LC6) Max Uplift 25=-1550(LC 8). 26- 574(LC 38), 14=-1281(LC 8) Max Grav 25=2541(LC 1), 26=51(LC 8), 14=2071(LC 37) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-3 cc bracing. WEBS 1Row at midpt 8-21,9-19,10-18 FORCES. (Ib) - Max. CompJMax. Ten. -All tortes 250 (lb) or less except when shown. TOP CHORD 1-2= 135/256,.2-3=-740/1337, 3-5=-417/316, 5-6=-1196767, 6-7=-1677/1120, 7-8=-1677/1120, 8-9= 2151/1301,9-10=-3042/1760, 10-11=-4058/2413, 11-12=-2549/1570 BOT CHORD 25-26=-384/205, 24-25=-1333f788, 22-24=-166/499, 21-22=-376/1138, 19-21=-883/1890, 18-19= 1446/2736, 16-18= 2333/4083, 15-16=-1351/2285 WEBS 3-25= 2145/1262, 5-24=-1283/785, 5-22=549/1154, 6-22=-572/379, 6-21=-564/1040, 7-21=-369/310, 8-21= 445/211, 8-19=-419/880, 9-19=-1130/727, 9-18= 316/655, 10-18=-1445/951,10-16=-1008/682,11-15=-6321493,11-16=-1091/2037, 2-26=-144/560,, 2-25- 1040/673,3-24=-1030/1924,12-14=-2011/1271,12-15=-1475/2429 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=3.Opst h=17ft; B=45ft; L=49ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left 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 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, with BCDL=10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at=lb) 25=1550, 26=574, 14=1281. 7) Use USP HUS26 (With 14-16d nails Into Girder & 6-16tl nails into Truss) or equivalent at 42-8-12 from the left end to Connect truss(es) to front face of bottom chord. 8) Fill all nail holes where hanger is in contact with lumber. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 233 lb down and 181 lb up at 43-8-0 on top chord, and 118 It, down and 175111 up at 43-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F)or back (B). Continued on page 2 LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 69B4 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING- Verlrydesign paramefere sdREAD NOTES ON TNLSAND INCLUDED MREKNEFENANOEPAGEsill ree 109N1a158EFONE USE Design valid for use only with, MTektp connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the building designer must verify the oppllcabiilty of c1 lgn parameters and properly Incorporate thls design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and parmonent bracing Is always required for stabary and to prevent collapse with possible personal Injury and properly damage. For generol guidance regarding the fobrlcaflon storage. delivery, erection and bracing of trusses antl truss systems, seeANSg1P11 Quality CrBeda, D31149 and BCSI Building Component Safety Infcrmafbn.Tvoiloble from Truss Plate Institute, 218 N. Lee Sheet. Sufte 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 roe truss truss type my riy nmmur+armRnvnvi 75968 1GRK ROOF SPECIAL GIRDER �I1 1 T77861641 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-8=-54, 8-10=-54, 10-11=-54, 11A3=-54, 27-30=-20 .Concentrated Leads (lb) Vert: 11=71(F)15=80(F) 36=687(F) O WARNING-VedrydeW,S a2metersend READND7 S ON TNISANDWCLUDEDMf7EKREFERANCEPAGEMM174m.r .. IGM34015BEFOREUSE Design valid for use only with Mired& connectors. This design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building dedgnor must verify the applicability of d"gn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Indlvlduol truss web and/or chord members only.. Additional temporary antl permanent bracing MiTek' isalways required for stability and to prevent collapse v4th possible personol Injury and property damage. For general guidance, regarding the fabrication, storage, delivery. erection and bracing of busses and hums systems seeANSVTPII CuaUty Criteria, 03549 and SCSI Building Component 69" Parke East Bind. Safety Informalbtmoilabie from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 loD IrLL55 Iruas lype 75968 GRL IHIP GIRDER I Immu" /MHIryIIVI 1 T17861642 d 25 A 3x5 = 3x4 11 3x4 = 5.00 F12 6XS � 5.6 = 4x6 = 4x8 = 5x8 MTi8H5= 3x4 = 5x6 = 3 4 33 34 35 5 36 37 386 39 7 40 8 41 42 439 44 45 46 10 Scale = 1:76.0 — VAINE, 1101h ON M—wqq 0 MR M, 24 23 47 48 2249 21 50 5120 52 53 11 55 56 18 5777 58 59 16 15 6xB = 7xB = 5x8 MT18HS= 3x4 II 3x4 = 3x4 = 3x8 = axlo = 4x4 = 5x8 MT18HS= THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 13 o e Ib assail 14 ax6 11 3x5 = 4ae u 24,13� 21% I 9n I 145-1 I 1986 I 2FI1-1I 322.15 k I39U I 42-0-0 44eb ter„ N i Plate Offsets (X Y)— [3:0-3-00-2-4] [4:0-3-00-2-4] [7:0-4-0 Edger [10:0-3-00-2-4][15:0-3-8 0-1-8] [23:0-4-0 0-2-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Onto DOL 1.25 TC 0.65 Ven(LL) -0.34 19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(CT) -0.63 19-20 >661 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress [nor NO WB 0.93 Horz(OT) 0.18 14 n/a i BCDL 10.0 Cade FBC20177TPI2014 Matdz-MS Wind(L-) 0.50 19 >836 240 Weight: 251 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No,3'Except* WEBS 3-24,12-14: 2x6 SP No.2, 12-15: 2x4 SP M 30 REACTIONS. (lb/size) 24=3067/0-8-0, 25=0/0-8-0, 14=2438/0-8-0 Max Hoa 25=-144(LC 6) Max Uplift 24=-3723(LC 8), 25=REL, 14=-1705(LC 8) Max Grav 24=3067(LC 1), 25=1106(LC 5), 14=2470(LC 18) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2315/670, 3-4=-1062/0, 4-5=-994/0, 5-6=-3466/1356, 6-8=-5639/3564, 8-9=-5093/3476,9-10=-3547/2622,10-11=-3807/2775,11-12=-3059/2167 BOT CHORD 23-24=-567/2235, 22-23=-1149/3466, 20-22=-2629/5074, 19-20=-2629/5074, 17-19=-3357/5639, 16-17=-3268/5093,15-16=-1897/2764 WEBS 2-24=-501/2126, 3-24— 2859/3024, 4-23=-651719, 5-23=-3400/2843,.5-22=-1105/1458, 6-22=-2062/1851, 6-20=0/416, 6-19=-9091759, 8-19=-212/549, 8-17=-682/129, 91 9-16=-1994/1067, 10-16=-589/1057, 11-16= 704/954, 11-15=-966f723, 2-25=1160/172, 12-14=-2339/1677,12-15=-2032/2932,3-23=-2557/2449 Structural mod sheathing directly applied or2-7-13 oc pudins. Rigid ceiling directly applied or 4-0-3 oc bracing. 1 Row at nrl 5-23, 6-22, 9-16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=171t; B=45ft; L=45ff; eavei Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5)'This truss has been designed fora 10.0 psf bottom chord live load norrooncurrent 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 Ito uplift at joint(s) except Gt=lb) 24=3723, 14=1705. 8) "A" indicates Released bearing: allow for upward movement at jolnt(s) 25. Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 ,&WARNING- VedfydaVSRPammetms.dREAD NOTES ON TNISANDWCLUDED MREKREFERANCEPAGEMD-74mmv.]IDaZ015BEFORE USE Design valid for use only with MBeMconnectors. this design a bond only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify me appicoloilty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckliDg of individual truss 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 guldanoe regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems seeANSUIPII Cuppry CMMo, D5549 and BCSI BuldlOD Component Safely Inlormo8omvollpble from Truss Rate Institute, 218 N. Lee Street Suite 312. NexVA 22314, 69N Parke East Blvd.ontldo. Tampa, FL 33610 roD buss inz type 'ay My ummurvaAVlNuvlm 75968 GRL HIP GIRDER r s 1 1 l T77861642 NOTES- 9) 15anger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 270 lb down and 278 lb up at 9-0-0, 137 Ib down and 179 Ib up at 11-0-12, 137 lb dawn and 179 lb up at 13-0-12, 1371b down and 179 lb up at 15-0-12, 137 lb down and 179 lb up at 17-0-12, 137 Its down and 179 lb up at 19-0-12, 137 lb down and 179 lb up at 21-0-12, 137lb down and 179 lb up at 23-0-12, 137 Its down and 179 Ib up at 23-7-4, 137 Ib down and 179 It, up at 25-7-4, 137 Ib down and 179 lb up at 27-7-4, 137 Its down and 179 Ile up at 29-7-4, 1371b do= and 1791b up at 31-7-4. and 137 lb down and 179 It, up at 33-7-4, and 204 lb down and 359 lb up at a35-8-0 on top chord, and 126 lb down and 62lb up at 9-0-0, 72 Ito down and 20 lb up at 11-0-12, 72 lb down and 20 Ib up at 13-0-12, 72 Up down and 20 lb up at 15-0-12, 72 Ib down and 20 Its up at 17-0-12, 72 lb down and 20 lb up at 19-0-12, 72 It, down and 20 lb up at 21-0-12, 721b down and 20 It, up at 23-0-12, 72 lb down and 20 lb up at 23-7-4. 72 Its down and 20 lb up at 25-7-4, 72 lb down and 201b up at 27-7-4, 72 lb down and 20 lb up at 29-7-4, 72 lb dawn and 20 lb up at 31-7-4, and 72 Ib down and 20 lb up at 33-7-4, and 306 lb down and 331 Ib up at 35-7-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10), In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F),or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 4-10=-54, 10-13=-54, 26-29= 20 Concentrated Loads (Ib) Vert: 4=-67(F) 7=-91 1 0=-146(F) 23=-5(F) 16=-165(F) 34=-97(F) 35=-97(F) 36=-97(F) 37=-97(F) 38=-91 39=-97(F) 40=-9141=-97(F) 42=-97(F) 43=-97(F) 44=-97(F) 45=-97(F) 47=-43(F) 48=-43(F) 49=-03(F) 50=-43(F) 51=-43(F) 52=-43(F) 53=-43(F) 54=-43(F) 55=-43(F) 56=-43(F) 57=-43(F) 58=-43(F) 59=-43(F) Q WARNNG-Verllydesign parameters andNEAONOTES ON TN/SAND NCLUDED AIMEKNEFENANCEPAGEM/N473 rev. iGrtAi¢OISBEFONEUSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and Is for an IndNiduol building component, not a puss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall binding all Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabliity and to prevent collapse wth possible personal Injury and property damage. For general guldonceregordli the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSUIPII Qual1tltlyy Cdedu, DSB-09 and BCSI Building Component Safety InformoBorevallobie from Two Plate Institute. 218 N. We Street. Suite 312. Alexandria, VA 22314. MOW 69N Parke East Blvd. Tampa, FL 33610 )ao Truss INSa type 75968 GRR Common d uay rly IIMMUIVJ/MNIIVIIVI 1 2 Job Reference apti< 8.310 a Jun 112019 MiTek Indust ID:mFpo_IdSV W NaboSRXbvAE3TLa54-rJuHuml 25-0-13 30.9.3 5.8-5 5-8-5 5x6 = 5.00 12 T17861643 Scale: 3/16•=1' 3xB II 5x6 = 4XB 4x4 = 4xB = 7x10 = HUS26 300 II HUS26 7x8 MT18HS= 4x5 HUS26 HUS26 HUS26 HUS26 �2-0a zo-0 B0.83 5&&5 159-8-0--38 25 .8-3 I 5-08--513 I 3-3 53fi 5-B5 -19--103 Plate Offsets(X1)-- 19:0-3-100-2-01 [11:0-3-00-4-8] [13:0-1-120-5-01 [14:0-0-00-2-121 LOADING (psQ SPACING- 2-" GSL DEFL. in (lox) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) -0.19 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Verl -0.35 12-13 >999 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.08 11 Na Na BCDL 10.0 Code FBC2017/TP12014 Malrix-M$ Wind(LL) 0.2712-13 >999 240 Weight: 490 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x6 SP 240OF 2.0E *Except* 14-17:24 SP No.2 BOT CHORD WEBS 2x4 SP No.3•Except• WEBS 2-19,10-11: 2x6 SP No.2, 9-11: 2x4 SP M 30 REACTIONS. (lb/size) 19=2657/0-8-0; 11=7653/0i Max Horz 19=275(LC7) Max Uplift 19=-15918), 11=-4359(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 1-2— 359/159, 2-3=-4032/2273, 3-5=-4426/2590, 5-6=-4216/2552, 6-7=-4217/2552, 7-9=-7126/4178,9-10=-1723/1032, 10-11=-826/539 BOT CHORD 1-19=-143/347, 18-19— 323/542, 16-18=2020/3663, 15-16=-2186/4033, 13-15=3655/6542, 12-13=-5291/9321,11-12=-5309/9355 WEBS. 2-19=2325/1446,2-18=-1899/3381, 3-18=-668/480, 3-16=-445/528, 5-16=-129/312, 5-15=-634/464, 6-15=-1711/2907, 7-15= 3907/2343, 7-13=-2014/3583, 9-13= 3314/1916, 9-12=-2207/4043,9-11=-9121/5166 Structural wood sheathing directly applied or 5-8-15 oc purilns, except end verticals. Rigid ceiling directly applied or 8-1-12 oc bracing. 1 Row at micipt 7-15 NOTES- 1) 2-ply truss to be connected together with IOld (0.131"x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 2x6 - 2 rows staggered at D-9-0 oc, 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front(F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F)or (B), unless otherwise indicated. 3) 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=3.0psf; h=1711; B=45ft; L=37ft; eave=5111; Cat. II; Exp C; Encl., GCpIi 8; MWFRS (directional): cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 19=1596, 11=4359. 9) Use USP HUS26 (With 14-16d nails into Girder 8 6-16d nails Into Truss) or equivalent spaced at 2-0-0 oc max. starting at 26-0-4 from the left end to 36-0-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33810 Date: August 15,2019 Q WARMING- VedtydoergnpMattemmand READNOTES ON THSANDWCLUDEDMmEXREF6WNCEPAGEN674T3mv. 10/03MUfSBEFORE USE Design volid for use only win MRek® connectors. this design Is based any upon parameters shown, and Is tar an IndNltlual building component, not a hum system. Before use, the building designer must verity Me oppllcablllty, of design parameters and properly Incorporate finis design Into the overall building d ign.BracingIndicatedistopreventbucNingofindividualhusswebantl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabillly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of humes and hum systems seeANSVIPII Gua19y, Critelli DS114I9 and SCSI Building Component 6904 Parka East BN4. Safety Infama6argvoiioble from Truss Plate Inst"e, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 lop Iruss truss lype wry T77861643 rry Joh nmmvrvormnnvirvi 1 1 75968 GRR Common Girder 1 n G Refer n (optional) fhamhers Trott. Inc.. Fnd Pia.na PI o....., n ID:mFpo IdSYWNaboSRXbvAE3zLa54-rJuHumPIFBGnKSggswkMSFijcLwAxZt%jnwtB2ynyOw LOAD CASE(5) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-10=-54, 11-20=-20 •Concentrated Loads (Ib) Vert: 23=-1 227(B) 24=-1270(8) 25=-1270(B) 26=-1270(8) 27=-1283(B)28=-1288(B) ,&WARNING-Vedtydesignpammelamand READNOTES ON TN/SANDWCLUDEOMREKBEFENANCEPAGEMM174Mmn ]hAi¢015aEFONE USE Design valid for use only with MRek®connectors. This design h based only upon parameters shown, and Is for on Individual bulldIng component, not a muss system. Before use, the building designer must verify the oppllcablllty, of design parameters and properly Incorporate this design Into the overall bustling 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 posslbie personal Injury and property damage. For general guidance regarding the fobrlcaflan. storage, delivery, erecmon and bracing of Masai; and trtas Systems seeANSUIPII Cua�y�. Cri D3349 and SCSI Building Component Safety Informatbrravailobie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314, WOW 6904 Parke East BNO. Tampa, FL 33610 JOD 75968 i runs buss type GRS IHip Girder riy I IIMMVIVJI.Alnu VI T17861644 �3 6x8 = 5x6 = 5x8 MT18HS= 6.8 = 5.00 12 4 26 27 2B 5 6 2930 31 7 32 5x6 = 33 34 8 Scale=1:65.9 6x8 4 6x8 J 3 9 3x4 II 3x4 II 2 10 M ¢9DEC 18 35 36 17 37 16 38 3940 41 75 42 14 43 44 13 12 6x8 = 6x= 3x5 =. UIO — 5.8 MT18HS= 3x4 II 3x10 = 3,5 = 3.4 11 5xB MT18HS= 2d0 2AA 5-&10 I 9pQ 1511-0i 22-1D0 299-0 .if'-06 365-0 3aaO369U rein Plate Offsets (X,1)-- [4:0-3-12 0-2-8] [5:0-0-8 0-3-0] [6:0-4-0 Edgel [7:0-3-8 0,3-01 [8:0-3-12 0-2-8] [12:0-0-8 0-3-01 [19:0-3-e 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loci) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(LL) 0.59 15-16 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.67 15-16 >608 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.19 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MS Weight: 1881to FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 •Except* 14-17: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (Ihlai ) 19=2444/0-8-0, 12=2443/0-8-0 Max Horz 19=-138(LC 23) Max Uplift 19=2019(LC 8), 12= 1920(LC 8) Max Grav 19=2501(LC 29), 12=2500(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or2-3-13 oc puffins. BOT CHORD Rigid ceiling directly applied or 3-6-15 oc bracing. WEBS 1 Row at midpt 5-18, 7-13, 3-19, 9-12 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-3966/3149, 4-5=-3703/2980, 5-7=-5660/4367, 7-8=-3702/2997, 8-9=-3966/3167 BOT CHORD 18-19=-2141/2945, 16-18=-4160/5696,15-16=-4160/5696, 13-15=-4160/5696, 12-13=-2174/2842 WEBS 3-18=-817/1047, 4-18=-649/1034, 5-18=-2378/1607, 5-16=-6/562, 7-15=-7/562, 7-13=-2379/1587,8-13=655/1035,9-13=-817/1047,2-19= 274/281,10-12=-274/263, 3-19=-3501/2804, 9-12=-3501/2751 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=3.Opsf; h=171t; B=45ft; L=391t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent Water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live Iliad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001to uplift at Joints) except Qt=1b) 19=2019, 12=1920. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 204111 down and 3571b up at 9-0-0, 1371b down and 179 Its up at 11-0-12, 137 lb down and 179 lb up at 13-0-12, 1371b down and 179 lb up at 15-0-12, 1371b down and 179 Ib up at 17-0-12, 137 to down and 179 Ib up at 19-0-12,137 lb down and 179 Ito up at 19-8-4, 1371b down and 179 Ito up at 21-8-4, 137lb down and 179 Ito up at 23-84, 137 lb down and 179 lb up at 25-84, and 137lb do= and 179 Ib up at 27-84, and 2041b down and 357 lb up at 29-9-0 on top chord, and 3061b down and 331 Its up at 9-0-0, 72 lb down and 20 Its up at 11-0-12, 721b down and 20 Ib up at 13-0-12, 721b down and 20 Ib up at 15-0-12, 721b down and 20Ib up at 17-0-12; 721b down and 20 [b up at 19-0-12, 721b down and 20 Ib up at 19-8-4, 721b down and 201b up at 21-8-4, 721b down end 201b up at 23-84, 72 lb down and 20111 up at 25-84, and 72 lb down and 20111 up at 27.84, and 306 lb down and 331 lb up at 29-8-4 on bottom chord. The designtselection 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). Continued on page 2 LOAD CASE(S) Standard Michael S. Magid PE No.53681 MiTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 ,&WARNING - Veritydesign paramefersand READNOTES ON TNISAND INCLUDED MREKNEFERANCEPAGEM➢-74A rev. landamISBEFOREUSE Design valid for use only with Mnelsts connectors. This design Is based only upon parameters shown, and Is for an IndrAdual building component not �� a truss system, Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Wading Indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with posvble personal Flury and property damage. For general guidance regarding Me fabrication: storage. delivery, erection and bracing of tN4es, and truss systems seeANSV1P11 Quality Cm.rb. DSO49 and BC51 tlmdng Component 6904 Parke East 61vtl. Safety nfnana0oruvallable from Russ Plate Institute. 218 N. Lee Sheet. Suite 312 Atexandrla, VA 22314. Tampa, FL 33610 lop buss truss type V y rry umrn�nmmHrrviru 75968 GRE Hip Girder , sl1 I 1 T77861644 LOAD CASE(S) Standard 1) Dead+ Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 8-11=54, 20-23=-20 -Concentrated Loads (lb) Vert: 4=-146(F) 6=-97(F) 8=-146(F) 18=-165(F) 13=-165(F) 26= 97(F) 27=-97(F) 28=-97(F) 29=-97(F) 30=-97(F) 31=-97(F) 32=-97(F) 33=-97(F)34=-97(F) 35=-43(F) 36=-43(F) 37=-43(F) 38= 43(F) 39=-43(F) 40=43(F) 41=-43(F) 42= 43(F) 43=-43(F) 44=-43(F) AWARNING-VWfydeslgnperametemendREADNOTE50NTMSANDWCLUDEDMI KREF RANCEPAGEM 74MJ V..IBTY1p15BEFOREUSE Design valid for use ony Wlb MreM connectors. Ws tleslgn N based only upon parameters shown, and Is for an IndNlduol building component, not �� a truss system. Before use, the building designer must verify the appllccallN of design parameters and property Incorporate this tleslgn Into the overall building design, Bracing Indicated N to prevent bucking of Individual truss web and/or chord members only, Additional temporary and permanent bacing N always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fabricatlon, storage, delivery. erection and bracing of fusses and fuss systems, seeANSVTPII QualityCriteria. DSM9 and 1101 Building Component Safety informatio avolloble from Truss Plate Institute, 218 N. Lee Sheet. Sufe 312, Alexandria, VA 22314. M!Tek' 8994 Padre Easl6Nd. Tampa, FL 33610 Inc cuss rmss rypa say rly nmm�Nalmhuvim 75968 J1 (Jack -Open , t116 I t T77861645 Scale = 1:11.6 n 2-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(L-) 0.00 5 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Horz(CT) 0.04 3 We n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: ll lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=-146/Mechanlcel, 4=-165/Mechanical, 5=528/0-8-0 Max Hoe 5=67(LC 12) Max Uplift 3= 146(LC 1), 4=-165(LC 1). 5=471(LC 12) Max Great 3=116(LC 12), 4=144(LC 12), 5=528(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=277/592 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and fight exposed ;.porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 2) This truss has been designed for a 10.0 get 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 100111 uplift at jolm(s) except (jt=lb) 3=146, 4=165, 5=471. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced 6034 69D4 Parke East Blvd. Tampa FL 33610 Date: August15,2019 AWARNING -VoBydesrgnP.Vehrandf?EAV NOTES ON TASAND INCLUDED MIREICREFERANCEPAGEMIP71731 heir. IGIM14URSSEFORE USE Design voila for use any with Mnek® connectors. Ink; design Is based only upon parameters shown, and Is for on Individual building component not a buss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent bucWing of individual truss web and/or chord members only.. Additional temporary and permanent bracing Met( Is aiwoys required for stability and to prevent collapse wih passbl9 personal Injury and property damage. For general guidance regarding fire fabrication, storage, delivery. erection and bracing of trusses and truss systems. saaARSVrPl1 QualMy CMnlo. DS549 and BCSI Balloting Component 6904 Parke East Blvd. Safety mformbruuss atyallable from TrPlate Institute, 218 N. tee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 r00 buss trtype uny rry umnsuni mr nvl t T77861646 75968 J3 Juss ack-Open v 12 1 a 2x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Veri(LL) 0.00 4-5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Ved(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horil(CT) 0.04 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-5 >999 240 LUMBER- BRACING - Scale = 1:15.7 PLATES GRIP MT20 244/190 Weight: 17lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 5-0-0 oc puffins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 0o bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=29/Mechanical, 4=-10/Mechanical, 5=346/0-8-0 Max Horz 5=113(LC 12) Max Uplift 3=-50(LC 9), 4=-47(LC 13), 5=322(LC 12) Max Grav 3=44(LC 17), 4=20(LC 3), 5=346(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-217/406 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opsf; h=17f1; B=45tt; L=24ft; eave--4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-M, Interior(1) 3-0-0 to 4-11-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 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, 4 except Qt=lb) 5=322. Michael S. Magid PE NV.636B7 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 O WARNING-Vnrydesignparzmetemend READ NOTES ON THIS AND INCLUDEDM/7EKREFEBANCEPAGEMIN473mv. la=015BEFONEUSE Design valid for use only with MReldD connectors. Tnls 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. Boeing Indicated is to prevent bucuing of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requled for stability and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection antl bracing of trusses antl huss systemz aeeANSVRII Quality CMerla, DSI -89 and SCSI luldbD Component Safety Infoenatbryrvalloble from Truss Plate Institute. 218 N. We Sheet. Sulte 312 Alexandria. VA 22314. 69M Parise East Blvd. Tampa, FL 33610 Joe buss buss type uny rry IIMMUIVJ/ rAlivilvi a s T77861647 75968 J5 Jack -Dien to 1 Scale - 1:20.6 2.3 It 2-0.0 0-4-D 4.8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.84 Vert(LL) 0.09 4-5 >644 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.08 4-5 >668 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.07 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MP Weight: 23 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=95/tvlechanical, 4=31/Mechanical, 5=387/0-8-0 Max Harz 5=159(LC 12) Max Uplift 3=-118(LC 12), 4=-85(LC 9), 5=363(LC 12) Max Grav 3=101(LC 17), 4=70(LC 3), 5=387(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-266/119 GOT CHORD 1-5=-107/252 WEBS 2-5=277/395 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-14 no 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=124ni TCDL=4.2psh BCDL=3.Opsf; h=17N; B=45ft; L=24D; save=off; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exferior(2) 0-0-0 to 3-0-0, Interior(1) 3-M to 6-11-4 zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shovm; Lumber DOL=1.60 plate grip IDOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for miss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 4 except 01=11r) 3=118, 5=363. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33810 Date: August 15,2019 O WARNING-VeNfYdsegnpexemeteraenCNEAONOMS ON TMSANDWCLUDEDMl7EKNEFERANOEPAGEM1474M.x .. 1111Y1015BEFORE USE Design valid for use only with Mier connectors. This design Is hosed oNy upon parameters shown, and Is for an Individual burding component, not �1 a truss system. Before use, the building designer must verity the applicability of design parameters end properly Incorporate this dedgn Into Me overall building design, Bracing Indicated is to prevent bucking of lndMduai muss web antl/or chord members any. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim possible personal Nlury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and muss systems seeANSl/IPII Qualhy Cil PS049 msd BCSI Building Component 69" Parke East Blvd. Safety Infom allorevoiloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 IOD 75968 I Fuss 'fuss type sny Fry IIMMUNWAr rvINI lack -Open ' s 34 I 1 T17861648 B.310 s Jun 11 2019 MITek Industries, Inc. Wed Aug 14 10:56:59 2019 Pagel ID:mFpo IdSYWNaboSR%bvAE3zLa54-osNJZVVJNcHeHhRNJctEnxl BbapgrM9iZlsIQaynyOu g (E Scale = 1:25.3 2-0-0 0-4-0 6-0-0 ' LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (Joe) Vile" L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.06 4-5 -999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.12 4-5 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(CT) -0.09 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.07 4-5 >999 240 Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puains. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=151/Mechanical, 4=63/Mechanical, 5=448/0-8-0 Max Horz 5=205(LC 12) Max Uplift 3=-164(LC 12), 4=-2(LC 9), 5=-291(LC 12) Max Grav 3=161(LC 17), 4=112(LC 3), 5=448(LC 1) FORCES. (Ib) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=355/149 BOTCHORD 1-5=-129/290 WEBS, 2-5=360/560 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psF BCDL=3.Opst Ill B--45ft; L=24N; eavelff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Eztenor(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 8-11-4 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live loadnonconcurrem with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 except at=lb) 3=164, 5=291. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 QWARNING- Verity deslgO Paremetem end READ NOTES ON MIS AND INCLUDED MNTEK REFERANCE PAGE M&747a V. 1Ma2015 BEFORE USE Design valid for use only with Mirek® connectors. fits design Is based only upon parameters mown, and Is for an IndMdual building compononf, not a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated S to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent braoing WOW Is always required for stability and to prevent collapse with pos4b1e personal injury and property damage. For general guidance regarding fie fabrication, storage; delivery, erection and bracing of trusses and fuss systems. s0aANSVIPI1 Quallly Crl DSB49 and BCSI Buill Component 69p Pella East Blvd, Safety Info'matbmvolloble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria, VA 2231A. Tampa, FL 33610 lap 75968 I runs Ilnlss type urty rly 1 IIMMU WMMIMaVI 2 T17861649 ID:mFpo_IdSVWNaboSRXbvAE3zLa54-52#InrWyBvPVvgOZtJPTJ9ZHy_5xar sohbsyOynyOn 3.1 Sx8 MT18HS II Scale = 1:25.5 LOADING (PSI SPACING-2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.08 3-4 199 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BIC 0.42 Vert(CT) -0.18 3-4 >453 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr VES WD 0.00 Horz(CT) -0.15 2 Na n/a BCDL 10.0 Col e FBC2017RPI2014 Matrix -MR Wind(LL) 0.15 3-4 >531 240 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=251/0-8-0, 2=171/Mechanical, 3=81/Mechanical Max Hoa 4=156(LC 12) Max Uplift 4=-81(LC 12), 2=-181(LC 12), 3=-15(LC 12) Max Gmv 4=251(LC 1), 2=174(LC 17), 3=128(LC 3) FORCES. (Ib).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-196/253 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1;. BCDL=3.OpsG h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 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) All plates are MT20 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 4, 3 except Qt=lb) 2=181. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: August 15,2019 OWARNING- Ver/lydeslgn parameren and READ NOTES ON THLSAND wCLUDED MmEKNEFENANCEPAGEMLL)Om.. 141MAVI5BEFORE USE. Design valid for use only with MrIekW connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a buss system. Before use, the building designer must verify the appllaabllity of design parameters and properly Incorporate this design Into the overall bulidingdedgn. Bracing indicated Is to prevent buckling ofIndividual hussweeand/or chord members any.. Addlflonoltemporaryandpennonentbrccing MiTek' Is olwoys required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcation, storage, delNery, erection and bracing of misses and truss systems, seeANSVIPI1 CUUMy CrdMo, 115549 and BC31 Balding Component 6904 Parke East Blvd. Safety Informa8mwollable from Truss Plots institute. 218 N. We Street, Sure 312, Alexandria VA 22314. Tampa, FL 33610 aoD truss truss Hype wiy rry nmMUNWMAININI r T77861650 75968 JA3 Jack -Open 7 1 Job Reference (optonap Clambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Wed Aug Y410:57:02 2019 Page 1 LOADING lost) SPACING- 2-0-0 CSI. OEFL. in goc) Vdetl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) 0.00 4-5 0999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.05 3 n/a nla BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.01 4-5 >999 240 LUMBER- BRACING - Scale = 1:14.9 PLATES GRIP MT20 244/190 Weight: 16 lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=13/Mechanical, 4=-21/Mechanlcal, 5=34610-8-0 Max Ho¢ 5=105(LC 12) Max Uplift 3=-38(LC 9). 4= 21(LC 1), 5=-277(LC 12) Max Grav 3=34(LC 17), 4=29(LC 12), 5=346(LC 1) FORCES. (Ib) - Max. Comp/Max. Ten. -All farces 250 gb) or less except when shown. WEBS 2-5=-211/445 NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opst h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 4-6-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 Imes to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 5=277. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 laa T5968 I Fuss IIruse type 1 IMMun,tuMAIINIINI T17861651 r Scale = 1:12.3 3-0-0 0-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl. Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Veri(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress ]net YES WB 0.22 Horz(CT) 0.06 3 n1a n/a . BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Wind(LL) -0.00 4-5 >999 240 Weight: 12 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (I a'size) 3=-197/Mechanica1, 4=-216/Mechanir 1, 5=655/0-8-0 Max Harz 5=75(LC 12) Max Uplift 3= 197(LC 1), 4= 216(LC 1), 5=-590(LC 12) Max Gray 3=161(LC 12), 4=190(LC 12), 5=655(LC 1) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-343/737 NOTES- 1) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft;B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces& MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 (jt=lb) 3=197, 4=216, 5=590. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 O WARNING- Vedtydesl9n pararfersesd READ NOTES ON TIDSAND INCLUDED A01EKREFERANCEPAGEMh)4]3ree 1DDY2015BEFORE USE Design valid for use onlywith MiTeki0connectors. 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 ved y the appllcability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing �' MiTek' Is always letuiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery. electron and bracing of husses and truss systems, seeANSVfPIf Cuglay CrBede. D3049 and SCSI Building Component Safofy Informatiofmailable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 69N Parke East Blvd. Tampa. FL 33610 Joe 75968 truss Truss type y rry 1.14101V1`11WMNaVI1Vl JE3 (JACK -OPEN x r4 la1 T17861652 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 C 2x3 II ID:mFpo IdSYWNaboSRXbvAE3zla54.vClyl SPACING- 2-0-0 CST. DEFL. in (too) Vdefl Ud Plate Gdp DOL 1.25 TC 0.68 Vert(LL) 0.01 4-5 >999 360 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.01 4-5 >999 240 Rep Stress Incr YES W B 0.13 Horz(CT) 0.08 3 n/a n/a Code FBC2017frP12014 Matrix -MP Wind(LL) -0.01 4-5 >999 240 REACTIONS. (lb/size) 3=17/Mechanical, 4=-22/Mechanical, 5=395/0-" Max Horz 5=121(LC 12) Max Uplift 3=-48(LC 9), 4=-52(LC 20), 5= 368(LC 12) Max Grav 3=37(LC 17), 4=10(LC 3), 5=395(LC 1) FORCES. (lb).- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS, 2-5=-243/445 BRACING- Scale = 1:16.9 PLATES GRIP MT20 244/190 Weight: 18lb FT=20% TOP CHORD Structural woad sheathing directly applied or 5-4-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-3-4 zone; cantilever left and right exposed ; porch left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 01=I1h) 5=368. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 3361D Bale: August 15,2019 QWARNING-Vedty design P4ramefors and READ NOTES ON THIS AND INCLUDED MITENREFERANCE PAGE MI474Yd nee fNOa¢0f5 BEFORE USE Design valid for use only with Mirk connectors. AB 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 oppllcobility of design parameters and properly Incorporate this design into me overall building design, Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing 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 brocing of trusses and truss systems seeANSURII Quality Cdl@6o. DSB-89 and BCSI Building Component 69N Parke East Blvd. Safely Warmatbnavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 muss mry nw uss Iype cny rmmurrmmNim JE5 (JACK -OPEN e r 2 1 a 2x3 II T17861653 1dxXHEZynyOf Scale = 1:21.3 2-4-0 0-4-0 4-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate GFip DOL 1.25 TC 0.77 Ved(LL) 0.07 4-5 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) 0.07 4-5 >762 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(CT) -0.08 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Maill Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=89/Mechanical, 4=24/Mechanical, 5=425/0-8-0 Max Horz 5=167(LC 12) Max Uplift 3=-113(LC 12), 4=-85(LC 9), 5=-399(LC 12) Max Gray 3=98(LC 17), 4=65(LC 3), 5=425(LC 1) FORCES. (lb).- Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-272/121 BOTCHORD 1-5=-111/259 WEBS 2-5=-294/419 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE-7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.0ps1; h=17ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 7-3-4 zone; cantilever left and Fight exposed ; porch 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 except at=1b) 3=113, 5=399. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 3361D Date: August 15,2019 AWARNING- werilydeslgnpawerstersandREADNOTES ONTHISANDINCLUDED MREKREFERANCEPAGEM/N473rev. 1Np12015BEFOREUSE Design valid for use only with MRek®Connectors. This design Is based only upon parameters shown, and Is for an Individual building Component not a firss system. Before use, the bulltling designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses antl truss systems. seeANSI/IPII Quality Citt do, PS049 and SCSI Building Component 6904 Parke East BNd. Safety Informationavaliable from Truss Plate Instilute. 218 N. We Street Suite 31Z Alexandria, VA 22314. Tampa. FL 33610 roe 75968 i toss Iiruss type ury ny ummur+alivi i 16 I1 T17861654 0 3x4 = 1 -0-g -0-0 i 3 Scale = 1:7.4 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX. HORZ. REACTIONS SPECIFIED BELOW. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) 1/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ve I(CL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017frPI2014 Matrix -MP LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: a lb _ FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 2=73/Mechanical, 3=O/Mechanical Mar Harz 2=59(LC 1), 3=72(LC 12) Max Uplift 2=-79(LC 12) Max Grav 2=73(LC 1) 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=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposei 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 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 3-6-0 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) 2. Michael S. Magid PE No.53661 Mil USA Inc. FL Carl 6634 6904 Parke East Bind. Tampa FL 33610 Date: August 15,2019 Q WARNING -VisdoEesrgn Ps2merers and READNOTES ON WISAIR)MCLUDED MBEKREFERANCE PAGE NII-7a3rex. 1011312015BEFORE USE Design valid for use only with Mirek®connectors. This design is based only upon parameters shi and is for an Individual building component not a hues system. Before use. Me building designer must verily Me applicability of design parameters and properly incorporate this design into me overall building design. Bracing indicated is to prevent buckling or Individual truss web and/or chord members only. Additional temporary anti permanent bracing is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding me fabrication. storage, doWery, erection and bracing of trusses and muss system£ seeANSVTPII Quality Criteria, DSB-89 and BCSI Buldirp Component Safely Informatlonavarable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria VA 22314. ��• MiTek' 6904 Parke East Blvd. Tampa, FL M610 Joe 75968 I russ IIruss type r llny cry IIMMUIVJ/MMIIVIIVI 4 1 T17861655 1 3x4 = 3 Scale a 1:8.1 PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX. HORZ. REACTIONS SPECIFIED BELOW. LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) -0.00 6 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.00 3 n1r 120 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 4lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structure] wood sheathing directly applied or 1-4-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=96/Mechanical, 3=0/Mechanical Max Horz 2=86(LC 1), 3=105(LC 12) Max Uplift 2= 106(LC 12) Max Grev 2=98(LC 1) FORCES. (lb) - Max Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 1-2=-276/115 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=451t; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;,porch left and right exposed;C-C for members and farces & 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 1001b uplift at joint(s) except ()t=lb) 2=106. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: August 15,2019 ,&WARNING-yedfydeslgn Parsmefersend REAONOTES ON MWANOMCLUDWMmEKREFERANCEPAGEMb7473rev. 1GA,Yl115BEFORE USE Design valid for use only with MnekO connectors. This design Is basetl only upon parameters shown, and Is for an mtlividual building component, not ��• a truss system, Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability, and to prevent collapse with, possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVIPIl Cual1ryCriteria.Cr, DSM9 and SCSI Ituldhp Component 6904 Parke East Blvd. Sabh m/armatbrtwollabie Mom Truss Rote Institute, 218 N. Lee street. Suite 31Z Alexondrlm VA 22314. Tampa, FL 33610 soo 75968 truss K Iruss Iype ROOF SPECIAL uny 1 rly ummurvarmesuvuvr T77861656 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Wed Aug 1410:57:13 2019 Page 1 ID:mFpo_IdSYW NaboSRXbvAE3zLa54-CYDbVHg54v2fzgW 38YBWLUCX5DUz7XImnCF2vmyny0a 1 240 6-3-6 6-6­0 12.3-11 15-PO 184-0 26: 0 32-0-0 37-8.0 41-8-0 464-0 48-8.0 • 24-0 3-11-6 24-10 3-]-11 1 2-83 34-a I 60-0 5-8-0 5-a-0 4.0-0 4-8-0 Scale = 1:85.9 • 5A MT18HS = 5.00 12 Sxfi = 6' b 12 Ia 0 24 23 44 21 20 37 is 18 17 16 15 14 13 45 = 3x6 II 4x5 = 3x6 = 6xB = 5x6 = 4x8 = 3x5 = 3x4 II 45 = 3,06 II 46 3,6 = 46 = 240 z-0-0 tsoa te4o 2s4o azoo 37.eo 4t-e-o 4s-ba a&e z-0-0 sa-0 ss-o a4a eoa sao se-0 auo 4a-0 040 2aa Plate Offsets (X Y)-- [6:0-5-12 0-2-81 [7:0-3-0 0-2Y)-- [6:0-5 0-2 [7:0 0-2-4][10:0-3-0 0-2-41-3-0 0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Ved(LL) -0.31 15-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Van(CT) -0.5815-17 >645 240 MT18HS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.02 13 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0.40 15-17 >937 240 Weight: 284 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-" oc purins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. WEBS 2x4 SP No.3 *Except' WEBS 1 Row at midpt 5-21, 5-20, 6-20, 6-18, 8-18, 2-23 5-21: 2x6 SP No.2 REACTIONS. (lb/size) 21=3077/0-", 24=-390/0-", 13=91510-8-0 Max Harz 24--301(LC 11) Max Uplift 21=-1957(LC 12), 24=-739(LC 18), 13-496(LC 12) Max Grav 21=3077(LC 1), 24=38(LC 21), 13=919(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-596/1730, 3-5=-1390/2256, 5-6=-555/1132, 6-7=-97/281, 8-9=-716/549, 9-10— 1039/763,10-11=-1135f750,11-12=-273/214 BOT CHORD 23-24=-401/272, 21-23=-1736/724, 20-21=-2119/1624,18-20-1100/998, 17-18=-236/590, 15-17=-559/1002, 14-15=-550/995, 13-14=-159/258, 12-13=-159/258 WEBS 3-23=-509/446,5-21=-2547/1776,5-20=1370/2211,6-20=-1763/1294, 6-18=-1058/1486, 7-18=-362/350, 8-18= 862/657, 8-17=-207/456, 9-17=477/383, 2-24=-75/803, 3-21=-848/1051,11-13=-965/863,11-14-767/1176, 2-23=-1452/630 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=4.2psp BCDL=3.Opsf; h=17ft; B=45ft; L=49ff; eave=6ft; Cat. II; Este C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-10-6, Interior(1) 4-10-6 to 18-4-0, Extenor(2) 18-4-0 to 23-2-6, Intedor(1) 23-2-6 to 26-4-0, Extedar(2) 26-4-0 to 31-2-6, Intedor(1) 31-2-6 to 41-8-0, Extedor(2)41-8-0 to 46-4-0, Interior(7) 46-4-0 to 48-8-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable at withstanding 100 1la uplift at joint(s) except ()t=lb) 21=1957, 24=739, 13=496. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Data: August 15,2019 ,&WARNING- VedlydedenpareroefersdRd REAONOTES ON THISANOINCLUDED MITEKREFERANCEPAGEM67473rev. laTYv015 BEFORE USE Design void for use only with MiTek s connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate the design Into the overall building design, Bracing indicated is to prevent bucking 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 blury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANS9rPll Quality CArrM. DSB-09 and SCSI Building Component Safety InfommtbMvorable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Aiexanddo, VA 22314. ��• M!Tek* 6904 Parke East Blvd. Tampa, FL 33610 roe 75968 truss K1 cuss type ROOF SPECIAL ury rly 1 1 Chambers Truss, Inc., Fart Pierce, FL 8.310 s Jur ID:mFpo IdSYWNaboSRxbv 2.4-0 5-11-6 a-8 0 114-11 15-0-0 17-4­0 2D-0-0 24-0.0 31-0-0 &]E 2-8-10 2-11-11 { 3-0-5 2.4-e &0-0 40. 7-0-0 ~ • 5.00 12 5x8 = Sxe = 6 7 3x6 G 4x8 G 536 4 d 1 I IMMU14WMAIN1141 5x6 = 5x8 = 9 3x4 i \ 3x5 It 12 T17861657 scale - 1:87.4 28 27 26 25 24 3x5 = 21118 17 16 15 14 45 = 3x4 II 3x6 = 3xIO = 3= 3x4 11 6xe = 3x6 = 3x6 II 45 = 3.4 II ass = 3x8 _ 3x5 = 2-0-0 ded-0 2-0-0 &aa 169-0 17-40 2a4a 24+0 31-0-0 3Se-0 39-0-0 468a 44B-0 z-0-0 H sa-0 i. eba 1 2+-0 aoa I 4-0-0 1 71 . a-0o 6ao 06�1 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) -0.36 16-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ved(CT) -0.65 16-17 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 H0rz(CT) 0.12 14 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.5716-17 >654 240 Weight: 2821b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30'Excepr TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc puffins. 10-13: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 SP M 30 *Except' WEBS 1 Row at midpt 5-25, 8-20 8-18: 2x4 SP No.3 WEBS 2x4 SP No.3*Except* 5-25: 2x6 SP No.2 REACTIONS. (Ib/size) 25=203110-8-0, 28=386/0-8-0,14=1231/0-8-0 Max Horz 28=-333(LC 10) Max Uplift 25=-1347(LC 12), 28=-545(LC 12), 14=-667(LC 12) Max Grav 25=2031(LC 1), 28=446(LC 21), 14=1245(LC 22) FORCES. (lb) - Max CompJMax. Ten. -All tomes 250 (Its) or less except when shown. TOP CHORD 2-3=-141/331, 3-5=-357/602, 5-6=-511/393, 6-7=-768/682, 7-8=-883/643, 8-9=-1924/1309,9-10=-1731/1176, 10-11=-1460/997,11-12= 1313/886,12-13=-969/546 BOT CHORD 26-28=-446/202, 25-26=-446/202, 22-23=-585/798, 20-22=0/427, 19-20=-900/1703, 8-19=-286/598,16-17=-751/1342,14-16=-599/1016, 13-14=-599/1016 WEBS 3-26=-403/265, 23-25=-1639/1225, 5-23— 1593(1240, 5-22=-881/1286, 6-22=-806/637, 6-20= 641/832, 8-20=-1242/945, 17-19=-1139/1918, 9-17=-761/525, 10-17=248/508, 10-16=-251/214,11-16=-238/452,3-25=-555/865,2-28=.320/487, 12-14=-983/897 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=3.Opsh h=17ft; 8=45ft; L=49ft; eave=61t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 4-10-6, Intedor(1) 4-10-6 to 20-4-0. Exterior(2) 20-4-0 to 29-2-6, Intedor(1) 29-2-6 to 39-8-0, Exterior(2) 39-8-0 to 44-0-0, Interior(l) 44-6-6 to 48-8-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pad bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 25=1347, 28=545, 14=667. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 QWARNING- Verlfydesign paramereraend READ NOTES ON TN/SAND MCLUDED MMEKREFERANCEPAGEMIF7473 rev. 100112DISREFORE USE. Design valid for use only with MOekO connectors. 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 verify the appllcoblllty, of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WeK Is always required for stability and to prevent collapse Win possible personal lnlury and property tlamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeANSVIPII Dually Cdbde, DSB419 and SCSI guiding Component 6904 Parke East Bald. Salery Infomratbmvoiloble from Truss Plate Institute. 218 N. We Street. Suite 312 Alexandra VA 22314. Tampa, FL 33610 lop IrUSS buss type Uly rly my.u14ol.Alli • ' T17861658 r5968 K2 ROOF SPECIAL 1 1 J b Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Wed Aug 14 10:57:19 2019 Page 1 ID:mFpo_IOSY W NaboSRXbvAE3zLa54-11almYJsfloohlzDUpEwb9sROeUXXCOf98iM70ynyOU 2-0-0 5416 8-8-0 11-]-11 15-00 1]4-0 224-0 26-10-0 31-0-0 33-8-0 3]-80 41-e-0 46-0-0 48-8.0 2-4-0 3-]-8 2-8-10 2-11-11 3-4.5 5-0-p 46.0 46-0 2: - 4-0-0 4-P4 4J-02 Scale v 1:87.6 5x6 = 5.00 F12 6 3x5 2 Q d 27 4x5 = 3x4 11 26 25 3.6 = 05 = 3x6 i 4x8 i 35 4 243x10 23 40 6x8 = 20 41 3x6 = 4xB = 3x5 C 736 3x4 II 8 5x6 = 5x8 = 9 3x4 i 1138 3x5 11 2 42 18 17 16 15 3x4 11 4x6 = 3x5 = 3x6 = LOADING (psQ SPACING- 2-0-0 CSL DEFL in floc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) -0.32 19-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.6019-21 >628 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.09 14 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.44 16-17 >861 240 Weight: 285 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-18: 20 SP No.3 WEBS 1 Row at midpt 5-24, 5-21, 6-21, 7-21 WEBS 2x4 SP No.3'Except* 5-24; 2x6 SP No.2 REACTIONS. (Ib/size) 24=2266/0-8-0; 27=219/0-8-0, 14=1163/0-8-0 Max Hom 27=-366(LC 10) Max Uplift 24=-1391(LC 12). 27=-514(LC 12), 14=-654(LC 12) Max Gray 24=2266(LC 1), 27=426(LC 21). 14=1163(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-109/591, 3-5=-404/949, 5-6=-512J472, 6-7=-451/474, 7-8=-1720/1272, 8-9=-1657/1169, 9-10� 1487/1076,10-11=-1358/952,11-12=-1374/946,12-13_ 1072/623 GOT CHORD 25-27=433/357, 24-25=-737/41, 21-22=-1026/828,19-2t=3001781, 8-19=-211/306, 16-17=660/1205,.14-16=-676/1107,13-14=-676/1107 WEBS 3-25=-410/299,22-24=-1854/1207,5-22=-1802/1222,5-21=-879/1588, 7-21=-947/752, 7-19=-786/1183, 17-19=-911/1611, 9-17= 750/491,10-17=-216/341, 2-27=-329/528, 2-25=-519/44, 3-24=-592/880; 12-14=-867/867 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; BCOL=3.Opsf; h=17tt; B=45tt; L=49ft; eave=6tt; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteriar(2) 0-0-0 to 4-10-6. Intedor(1) 4-10-6 to 22-4-0, Fxterior(2) 22-4-0 to 27-2-6, Intenor(1) 27-2-6 to 37-8-0, Exterior(2) 37-8-0 to 42-6-6, Intedorfl) 42-6-6 to 48-8-0 zone; cantilever left and right exposed ; porch lefTexposeci for members and tomes 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 fast bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 24=1391, 27=514, 14=654. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: August 15,2019 ,&WARNING - Valfydeafgn Parameters antl HEAD NOTES ON THIS AND INCLUDED MmEKREFERANCEPAGEMLL74nni 1pT312015SEFORE USE Design valid for use only with MneMID connectors. this design k 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 properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lndNldual truss web and/or chord members only.. Additional temporary and permanent bracing Is always rerouted for stability and to prevent collapse with posy ie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and broil of trusses and fruss systems, seeMlairlPII Quality CdMrb, DSB49 and BC51 Suldhp Component Safety Infomlalbrnvolable from Truss Plate Institute. 218 N. Lee Street, Sulte 31Z Alexandria, VA 22314. MOW 6904 Parke East Blvd. Tampa, 1 33610 lea Ir1155 Irllss typB Vy Yly 1Imsul"o/MXIN11,11 75968 KJ3 Diagonal Hip Girder r 12 1 I T77861659 3-3.4 &6.4 7-0-2 3.3.4 3- 3.5.14 2.3 II LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 7.0 Lumber DOL 1.25 BC 0.57 BCLL 0.0 ' Rep Stress Incr NO WB 0.09 BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=31/Mechanical, 4=-94/Mechanical, 5=346/0-11-5 Max Holz 5=113(LC 8) Max Uplift 3=-87(LC 17), 4=-130(LC 17), 5=-638(LC 8) Max Gmv 3=83(LC 22), 4=115(LC 24). 5=703(LC 31) FORCES. (lb) - Max. Comp./Mau. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=,378/315 Scale: 3/4'=1' 4-2-9 DEFL. in (loc) Vita" Vd PLATES GRIP Vert(L-) -0.08 4.5 >527 240 MT20 244/190 Vert(CT) 0.08 4-5 >527 240 Hom(CT) -0.15 3 rVa n/a Weight: 231b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffin. 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=3.Opsf; h=17ft; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom 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. 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 (I1=11b) 4=130, 5=638. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1821b down and.223 1b up at 4-4-0, and 1821b doom and 223 Its up at 4-4-0 on top chord, and 451b down and 93 Ib up at 1-6-1, 45 It, down and 93.Its up at 1-6-1 , and 1421Is down and 193lb up at 4-4-0, and 142 lb down and 193 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (Ib) Vert: 9=171(F=86, B=86) 10=-90(F=-45, B=-45) 1 1=21 1 (F=105, B=105) Michael S. Magid PE No.53681 IdiTek USA, Inc. FL Cad 6034 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 AWARNING-VeKtydesignParametersandREADNOTESONMISANDINCLUDEDMREKREFERANCEPAGEMIP74Mmv.70032UfsBEFOREUSE Design volid for use only with Mnek@ connectors. This design 4 based only upon parameters shown. and Is for an Individual building component not a buss system. Before use, the building designer must verify the applicability of design parameters and propeay Incorporate this design Into he overall bulldIngdeslgn, BrccinglndicatedIstopfoventbuclhngoflnalvdaaltruss web end/or Chord members only. Additional temporary and permanentbradng Is always requited for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fobricotion, storage, delivery, erection and bracing of }loses and inussystems weANSVWII Dual Cdl pilland BCSI Building Component Safety Infomusfbrxrvolloble from Truss Plate Institute, 218 N. Lee Sheet. SuBe312. Alexandria, VA22314. Welk' 69N Parke East Blvd. Tampa, FL 33610 rod ury rly ilmmurvarmnnwrvr � ' T77861660 4 1 Job Reference (opfona0 8.310 s Jun 11 2019 MiTek Industries, Inc. Wed Aug 14 10:57:23 2019 Page 1 in...,e..., ue,nuni.,r...covw..nva.r buss truss type 75968 KJ7 Diagonal Hip Girder Chambers Truss, Inc., Fort Pierce, FL Scale =1:23.2 7-9-14 i 12-8-0 4.640 4-10.2 LOADING last) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.34 Vert(ILL) 0.08 6-7 ,999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 6-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) -0.01 4 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 MaInx-MS Weight: 57 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. fib/size) 4=125/Mechanical, 5=151/Mechanical, 8=410/0-11-5 Max Horz 8=204(LC 24) Max Uplift 4--137(LC 8), 5=-309(LC 8), 8=-825(LC 8) Max Gray 4=125(LC 1). 5=266(LC 28). 8=901(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-372/504, 2-3=-583/446 BOT CHORD 1-8=-467/385, 7-8=-467/180, 6-7=-499/435 WEBS 2-7=-630/637, 2-8=-636/571, 3-6=-497/569 BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0oc purins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl-0.18; MW FRS (directional); cantilever left and fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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) except 01=11b) 4=137, 5=309, 8=825. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 182 lb down and 223 It, up at 4-4-0, 182 lb down and 223 It, up at 4-4-0, 107lb down and 58 lb up at 7-1-15, 107 lb down and 58 lb up at 7-1-15, and 121 to down and 1361b up at 9-11-14, and 121 Ib down and 1361b up at 9-11-14 on top chord, and 45 Ito down and 93 lb up at 1-0-1, 45 Ib down and 93 lb up at 1-6-1, 142 lb down and 193 It, up at 4-4-0, 142lb down and 193 Ib up at 4-4-C, 48 lb up at 7-1-15, 48 lb up at 7-1-15, and 26 lb down and 95 Ib up at 9-11-14, and 26 lb dawn and 95 lb up at 9-11-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-9=-20 Concentrated Loads (lb) Vert: 12=171(F=86, B=86) 14=-38(F=-19, B=-19) 15=-90(F=-45, B=.-45) 16=21 1 (F=1 05, B=105) 18=-8(F=-4, B=-4) Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 AWARNWO- verify desl9nParametorseadREAD NOTES ONTHIS MDWCLUDEDMITEKREFERANCEPAGE M67473rev.iDaYle15BEFORE USE Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown and Is for an Individual building component. not �' a truss verify th system. Before use, the building designer must vee applicability of design parameters and properly Incorporate this design Into me overall buliding design. Brocing Indicated is to prevent budding 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 In1ury and property damage. For general guidance regarding the fab,cotiom storage: delivery, erection and bracing of masses and truss systems seeANSUD'll Quality Cdedo. D3049 and 6CS1 Building Component. 6904 Parke East Blvd. Sobp mlormatbrpvo0oble ham Tnss Plate Insltute. 218 N. Lee Street Suite 312, Alexandria, VA22314. Tampa. FL 33610 AND cuss truss type fay MYnMMulownIMnvnxl 75968 KJA7 (DIAGONAL HIP GIRDER , s 1 1 T17861661 2a3 I Scale. 1:23.7 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate CHIPDOL 1.25 Lumber DOL 1.25 Rep Stress Inor NO Code FBC2017RPI2014 CSI, TC 0.43 BC 0.37 WB 0.11 Matrix -MS DEFL. in Vert(LL) 0.06 Vert(CT) -0.06 Horz(CT) -0.05 (too) (/dell Ud 7-8 >999 240 7-8 >999 240 5 Na Na PLATES MT20 Weight: 531b GRIP 244/190 FT=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oo puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing, Except: WEBS 2x4 SP No.3 10-0-0oc bracing: 6-7. REACTIONS. All bearings. Mechanical except (It=length) 7=0-11-5, 9-0-11-5. fib) - Max Horz 9=204(LC 8) Max Uplift All uplift 1001b or less at joint(s) 5,6 except 7= 688(LC 8), 9=684(LC 8) Max Grav All reactions 2501b or less at joint(s) 5,6 except 7=420(LC 1), 9=751(LC 31) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-368/296, 2-3=-389/330 BOT CHORD 1-9=-255/380, 8-9= 255/176, 7-8=-255/176 WEBS 3-7=-206/299, 4-7=-322/357, 2-9=-386/331 NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live loadnonconcurrent 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 100lb uplift at joints) 5, 6 except Ot=lb) 7=688, 9=684. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1821b down and 2231b up at 4-4-0, 182Ib down and 223 lb up at 4-4-0, 107 lb down and 58lb up at 7-1-15, 107 lb down and 58lb up at 7-1-15, and 121 Ib down and 1361b up at 9-11-14. and 121 lb down and 136 lb up at 9-11-14 on top chord, and 45 Ib down and 93 Ito up at 1-6-1, 45 It, down and 93 lb up at 1-6-1, 191 Ito down and 193 Ib up at 4-4-0, 191 lb down and 1931b up at 4-4-0. 171b up at 7-1-15, 17 lb up at 7-1-15, and 261b down and 56 It, up at 9-11-14, and 26 lb down and 56 lb up at 9-11-14 on bottom chord. The designtselection of such connection device(s).is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 6-10=-20 Concentrated Loads (Ib) Michael S. Magid PE No.53681 Vert: 13=171(F=86, B=86) 14=-38(F=-19, B=19) 15=-90(F=45, B=-45) 16=21 1 (F=1 05, B=105) 17=-B(F— 4, B=-4) MiTek USA, Ina FL Cert 6634 6934 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 AWARNING. VedlydeslgnpammeteraendREADNOTESONMSANDINCLUDEDMR KREFERANCEPAGEMX74Mmv.10,13:12015REFOREUSE Design valid for use onlyWit, Mllelt®connectors. This design Is bosed only upon parameters shown, and Is for on IndMdacl building component, not a truss system, Before use, the building designer must verity the oppilcobllry of design parameters and properly Incorporate the design Into Me overall bulldingdeslgn. Bracing indicated is to prevent buckling of IndNldual hussweb and/or chord members only. Additional temporary and permanent bracing MiTeK Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the fabamtlon, storage, delNery, erection and bracing of trusses and fuss systems. seeANSUIPIt Quaply Cmeda, DSB 49 and SCSI Balding Component 69N Parke East Blvd. Safety Infonnaf onovoilable from Truss Rote ImPoure. 218 N. Lee Sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 loD Uss 75968 KJB I Mae type Diagonal Hip Girder rly I I IMMUIV.wMNIN1,41 T17861662 ME Scale =1:15.3 2-94 0-5-10 3-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(L-) -0.04 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) 0.04 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 25lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bmcing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=8/Mechanical, 4=-196/Mechanical, 6=37110-11-5 Max Horz 6=104(LC 8) Max Uplift 3=-58(LC 17), 4=-238(LC 17), 6=643(LC 8) Max Grav 3=82(LC 28). 4=177(LC 24), 6=693(LC 31) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=,326/458 BOT CHORD 16=-412/338, 5-6=-4121234 WEBS 26=-448/390, 2-5=-252/444 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); 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 girders) 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) 4=238, 6=643. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 223 lb up at 4-4-0, and 182 Ib down and 223 lb up at 4-4-0 on top chord, and 45 lb doom and 93 Ib up at 1-6-1, 45 Ito down and 93 Ito up at 1-6-1 , and 142lb down and 193 lb up at 4-4-0, and 142 lb down and 193 lb up at 4-4-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 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): Lumberincrease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4-7= 20 .Concentrated Loads (lb) Vert:10=171(F=86, B=86) 11=9O(F=45, B=-45) 12=211(F=105, B=105) Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6034 $904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 ®WARNWG-Ved1Ydesl1n1ardmefersend READ NOTES ON MSANDWCLUDEOMRKREFERANCEPAGEM/F74Tm%, 1aRtYM15BEFORE USE. Oesign valid for use only Mrnnect-ra iha tlesign a based only upon parameters shown. ontl Is for on Intlivitlual build) g component, not a fruss system. Before use, me bulltling tleslgner must verlM1/ me appllcablllN of tleslgn parameters antl propetly Inmrporote Mis tlesign Info me overall bulltling tleslgn. Bradng lhdicotetl lstopreventbuckling of Intlivitlual mess web antl/orohortl membersanly. AtltlHlonal temporary and pelmonenibmcing b always reaulretl for stay., ontl to prevent collapse wlih pos4ble personal injury antl properly damage. 'r general gultlance regprtling me fpbticotlon, storage, tlelbery, erection ontl broclnl g of mca. and huss systems seeANSVIPiI Du cm�dp, Deal. end SCSI Widhp Camper...'' Se/�ly m/atmetbrwpapble ham iluss Plate InstlMe. 216 N, Lee 6free1, Suite 312 Alexontlrla, VA 2231 d. MiTek' 69M Parke East Blvd. Tampa, FL 33610 too truss Irusa typo t,ny rry Iwlmurvb/irs rrvl 75968 KJE5 DIAGONAL HIP GIRDER s ,2 1 T77861663 Scale=1:19.7 84 1 6-10-9 I- 352-10-3-11 3-5-2 T LOADING (psf) 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 NO BCDL 10.0 1 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.52 Vert(LL) -0.25 6-7 >307 240 MT20 2441190 BC 0.49 Vert(CT) 0.24 6-7 >320 240 WB 0.24 Horz(CT) 0.11 4 NB Na Malrix-MS Weight: 40 lb FT=20 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. REACTIONS. (Ib/sBe) 4=28/Mechanical, 5=-10/Mechanical, 7=357/0-11-5 Max Hoa 7=166(LC 8) Max Uplift 4=-136(LC 8), 5=-117(LC 16), 7=-925(LC 8) Max Grav 4=120(LC 28). 5=37(LC 26), 7=9.62(LC 31) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-450/627 SOT CHORD 1-7=-583/464,.6-7=-583/298 WEBS 2-6= 323/632, 2-7=-552/496 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=3.Ops1; h=171t; B=45ft; L=24ft; eave=41t; Cat. II; Exp C; Encl., GCpl=o.18; MWFRS (directional); cantilever left and light exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pal 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 1001b uplift at joint(s) except Qt=lb) 4=136,5=117,7=925. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2271b down and 274 lb up at 4-9-10, 2271b down and 274 Ib up at 4-9-10, and 112lb down and 76lb up at 7-7-9, and 112 lb down and 76 lb up at 7-7-9 on top chord, and 69 It, down and 125 lb up at 1-11-11, 69 lb down and 1251b up at 1-11-11, 238 It, down and 244lb up at 4-9-10, 238 Ito .down and 2441b up at 4-9-10, and 44 Us up at 7-7-9, and 441b up at 7-7-9 on bottom chord. The desigNselection of such connection device(s) Is the responsibility Of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=20 Concentrated Loads (lb) Vert: 11 =214(F=1 07. B=107) 12=46(F=23, B=23) 13=-139(F--69, B=-69).14=261(F=131, B=131) Michael S. Magid PE No.53601 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Data: August 15,2019 Q WARNING-Verlfydeslgnn4remefemand READNOTES ON MIS AND WCLUDEDumar REFERANCEPAGEM67473mv 1111r0.4¢0159EFORE USE Design volld for use only with Mlrek® connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must veafy me applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal lryury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bradng of trusses and truss systems seeANSU1Pll Cuall CMnlu, DSB49 and SCSI Building Component Safety Infan atbrrvo3cble from Truss Plate Institute, 218 N. Lee street Suite 312 Alexandria, VA 22314. MiTek- 6904 Parke East Blvd. Tampa. FL 33610 Joe 75968 i russ Iiruse type 01ury Irry ' I lmmullb'MAINIIW T17861664 5.8 = 5.00 ri2 4 3.4 II 3x6 = 3x8 = Sx6 = 28 529 6 7 30 31 8 Scale = 1:76.0 axe i 44 C 3 9 3x411 27 32 3x4 II 2 10 n 20 19 18 17 16 15 14 13 12 3x5 = 3.4 11 3.6 II 3x5 = 3.6 = 4x6 = 3x4 11 3z6 _ 3x8 = 6x8 = 3x5 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 48A 4-0 :fi.... I Plate Offsets(X,Y)-- [4:0-5-12,0-2-81 [8:0-3-00-2-0] [9:0-1-70-1-121. 12:0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ved(LL) -0.13 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.2715-16 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.07 12 We n/a BCDL 10.0 Code FBC2017,rrP12014 MaInx-MS Wind(L-) 0.18 15 >999 240 Weight: 2331b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 3-19: 2x6 SP No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 19=1610/0-8-0, 20=250/0-8-0, 12=1445/0-8-0 Max Horz 20=-176(LC 10) Max Uplift 19=-951(LC 12), 20- 367(LC 12), 12=-796(LC 12) Max Grav 19=1610(LC 1), 20=258(LC 21), 12=1445(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 1 Row at midpt 4-16, 7-16, 7-13, 9-12 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-54/263, 3-4=-857/707, 4-5=-1986/1559, 5-7= 1986/1559, 7-8=-1737/1385, 8-9=-1907/1425 BOT CHORD 19-20=-300/214; 18-19=-300/214,16-18= 374l756,15-16=-1447/2305,13-15=-1447/2305, 12-13=-1080/1562 WEBS 3-19=-1493/1094,3-18=-777/1249,4-18=-741/600,4-16=-1055/1489,5-16= 431/472, 7-16=-388/275, 7-15=0/284, 7-13= 754/520, 8-13=-209/452, 9-13=-85/310, 2-20=-245/338,10-12=-253/401,9-12=-1833/1489 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=3:Opsf; h=17ft; B=45ft; L=45ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 4-5-10, Intermit) 4-5-10 to 11-0-0, Extedor(2) 11-0-0 to 17-3-13, Intedor(1) 17-3-13 to 33-8-0, Exterior(2) 33-8-0 to 39-11-13, Interior(i) 39-11-13 to 44-8-0 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provitle 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 tmss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 19=951, 20=367. 12=796. Michael S. Magid PE No.53601 MiTek USA, Inc. FL Cert 6634 6634 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 IOD 75968 I runs I russ type e Wry YIy IMMU14dJMA1141NI T17861665 1 1 i 'd 5.00 F,2 Sx6 = 4 3x6 = 26 5 6 5x6 = 7 8 scale - 1:72.7 3.5 axis 11 Salo = 4x6 = 4x6 = 3x8 = 5x6 = 3x6 II = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) Vdef1 Vd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.56 van(LL) -0.42 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.7713-15 >549 240 BCLL 0.0 Rep Stress Incr YES WB 0.74 Hom(CT) 0.07 11 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.5413-15 >774 240 Weight: 2231b IFT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purilns, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. WEBS 1 Row at midpt 5-18.7-13 REACTIONS. (lb/size) 19=1390/0-8-0, 11=1303/0-8-0, 20=453/0-8-0 Max Harz 20=189fLC 11) Max Uplift 19=-835(LC 12), ll=-718(LC 12),E0=-472(LC 12) Max Grav 19=1390(LC 1), 11=1330(LC 18), 20=453(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1283/1000, 4-5=-1133/1002, 5-7=-2026/1592, 7-8=-1843/1489, 8-9=2016/1524, 9-10=-2063/1483,10-11= 1266/954 BOT CHORD 16-18=-1282/1989, 15-16=-1282/1989, 13-15=-1282/1989, 12-13=-1303/1849 WEBS 3-19=-1326/1025, 3-18=-721/1171, 4-18=105/323,5-18=-1282/845, 5-16=-87/408, 7-13=-445/195, 8-13=-229/424, 9-12=263/306, 10-12=1242/1744, 2-20=303/378 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=3.Opsh h=17ft; B=45tt; L=43ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-3-3, Interior(1) 4-3-3 to 13-0-0, Exterior(2) 13-0-0 to 19-2-11, Interior(1) 19-2-11 to 31-8-0, Exterior(2) 31-8-0 to 37-8-7, Interior(1) 37-8-7 to 42.6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) All plates are 3x4 MT20 unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 19=835, 11=718. 20=472. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: August 15,2019 QWARN/NG-VerltytleslSnparametersanOBEADNOTES ON TNISAND INCLUDED AUEKREFERANCEFAGEMtr74Mre1 10113,20ISBEFONE USE Design valid for use only with MBe& connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the bu lding designer must verity 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.. 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 seeANSVrplt Quality Cdferb, DS5419 and SCSI Building Component Safety rnfomrationwolobie from Truss Plate Institute, 218 M Lee Street, Suite 312, Noxandrim VA 22314, �t• MiTek' 69M Parka East Blvd. Tampa, FL 33610 roo truss ,ruas type ary ' r,y l.UlVWMnavnn r5968 L2 IHIP 4 11 1 1 I T17861666 b 2-0.0 ]E-b 7-7-9 15-0.0 22-4-0 29-8-0 36-0-4 42-8-0 5-2-0 0. -9 7-04 ]-0-0 74-0 644 5.00 12 5x8 = 4 23 3x4 II 5x8 = 24 5 25 26 6 27 Scale = 1:74.0 17 16 15 14 ze 13 3u 12 11 10 9 3x5 = 30 II 3x6 II 3x6 = 3x8 = 3x4 = 5x6 = 3x6 II 3x5 = 3.6 = 2-002 0 ]-6-0 15-0-0 22-0-0 29A-0 36-0-0 42-8-0 2-o-a. s-z-0 ]-e-0 71.n Plate Offsets ((Y)- [3:0-3-00-3-4] [4:0-5-12 0-2-e][69-5-12 0-2-8] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.11 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(CT) -0.2211-13 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.99 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.1311-13 >999 240 Weight: 2301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (]blaze) 16=1625/0-8-0, 9=1273/Mechanical, 17=248/0-8-0 Max Horz 17=220(LC 11) Max Uplift 16=-960(LC 12). 9=-702(LC 12), 17=-364(LC 12) Max Grav 16=1625(LC 1), 9=1300(LC 18), 17=257(LC 21) FORCES. (lb) - Mac. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1307/1012, 4-5=-1702/1442, 5-6=-1702/1442, 6-7= 1845/1413, 7-8=-2074/1479, 8-9=-1232J933 BOT CHORD 16-17= 301/139, 15-16=-275/169, 13-15=-674/1216, 11-13=-1029/1618, 10-11=-1290/1852 WEBS 3-16=-1475/1185, 3-15=-794/1353, 4-15=395/390, 4-13=-595/823, 5-13=-455/476, 6.13=.122/265, 6-11=-117/371, 7-11=-305/305, 7-10= 168/252, 8-10=-1211/1709, 2-17=-212/290 Structural wood sheathing directly applied or 4-10-6 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-15, 4-13 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=3.Opsf; h=17ft; B=45f ; L=43N; eave=5ft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-3-3, Interior(1) 4-3-3 to 15-0-0, Extedor(2) 15-0-0 to 21-0-7. Interior(l) 21-0-7 to 29-8-0, Exterior(2) 29-8-0 to 35-8-7, Intenor(1) 35-8-7 to 42-6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcurrem with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.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 lb uplift at joint(s) except at=lb) 16=960, 9=702, 17=364. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: August 15,2019 lea 75968 I russ IIruse type 3x4 i Ley rly IIMMUNWMMININI 2 1 Job Reference (optic 8.310 s Jun 11 2019 MiTek Indust ID:mFpo_IdSYW NaboSRXbvAE3zLa54-OxvBNsOgUW1 2-0.0 2-0-0 5.00 Fi—p 2 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ve it I( n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) n/a - Na 999 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-P LUMBER- BRACING - T17861667 Scale = 1:6.9 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 2-0-0 oc pudins. GOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=47/2-0-0, 2=34/2-0-0, 3=13/2-0-0 Max Horz 1=29(LC 12) Max Uplift 1=-20(LC 12), 2=-36(LC 12) Max Gmv 1-47(LC 1).2=35(LC 17), 3=25(LC 3) FORCES. (lb) - Max. Comp✓Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=3.Opsf; h=17ft; B=45ft; L=24ft; eave=4ft; Cal II; Exp C; Encl., GCpi=0.1&, MWFRS (directional) and G-C Exterior(2) zone; cantilever left and right exposed ;GC for members and tomes & 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 pat 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) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 1, 2. Michael S. Magid PE No,63681 MiTek USA Inc. FL Ced 6634 6904 Parke East Bind. Tampa FL 33B10 Date: August 15,2019 A WABNNG-VedNdesignparsmeteraend PE DNOIES ON TNISANO INCLUDED NNEx NEFENANCEPAGEN&747amV 10DY1a15BEFONE USE. Design valid for use only with MiTek® connectors, rhls design Is based only upon parameters shown, and Is for an Individual building component, not a huss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall binding design. among Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mail( Is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fobrication. storage, delivery, erection and bracing of inases antl truss systems. seeANSVIPII Qualify Cmnkr, DSB49 and 801 Building Component 6904 Parke East Blvd. Safety Infomratoncr iabie from Truss Plate Institute.218 N. Lee Street, Suite 312 Alexcndea, VA 22314. Tampa, FL 33610 roq muss truss Type ury my umMUNWRIA11i ' T17861668 75968 MV4 Valley , 2 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MiTek Industries, Inc. Wed Aug 14 10:57:44 2019 Page 1 A 3 3x4 i 3x4 II Scale = 1:11.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.19 Vert(CT) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 131b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=116/4-M,3=116/4-0-0 Max Horz 1=72(LC 12) Max Uplift 1=49(LC 12), 3=-78(LC 12) Max Grav 1=116(LC 1), 3=116(LC 17) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCOL=3.Opsf; h=17ft; B=45ft; L=24ft; eave-4h; Cat. II; Exp C; Encl.,, GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;, cantilever left and right exposed ;C-C for members and forces & MWF,RS for reactions shown; Lumber DOL=1.60 plate gdp 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 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 100lb uplift at joints) 1, 3. Michael S. Magid PE No.63661 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Bate: August 15,2019 AWARN/NG-VerftyCesfgnPaavrsI rsendREADMOMSONMISAND/NCLUOEDMREKREFERANCEPAGEWI74"3r ..1WD32015BEFOREUSE Design ,ollcl for use only with MBecli connectors. Tris design Is based only upon parameters shown, and h for on Individual building component, not a Muss system. Before use, the building designer must verlN the applicability of design parameters end properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual hussweb 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 Ines systems, seeANSVIP111 Quality Criteria. US549 and SCSI guiding Component Safety Infomratbrwaaable from Truss Plate InstlMe, 218 N. Lee Sheet Sure312. Alaxontlrla, VA 22314. MiTek' 6904 Palle East Blvd. Tampa, FL 33510 too use 75966 MV$ Imes type "Ay rry IlmmurvarmHnvlm f r T17861669 Valley 1 Job Reference (optionaq 8.310 s Jun 112019 MiTek Industries. Inc. Wed Am 14 10:57:45 2019 Pace 1 2 3 3x4 i 3.4 II Scale = 1:13.1 LOADING (psi) SPACING- 2-0-0 CST. DEFL in (roc)/dell Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.79 Vert(LL) Na - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) n/a - n/a 999 SCULL. 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17lb FT=20% LUMBER- BRACING - 'TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins, BOT CHORD 20 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sfze) 1=153/5-0-0,3=153/5-M Max Horz 1=95(LC 12) Max Uplift 1= 64(LC 12), 3=-104(LC 12) Max Grsv 1=153(LC 1), 3=153(LC 17) 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=3.Opsf•, h=17ft; B=45ft; L=24f; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extefior(2) (1-8-12 to 3-8-12, Interior(1) 3-8-12 to 4-10-4 zone; cantilever left and fight exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This Muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001la uplift at joint(s) 1 except Ijt=lb) 3=104. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: August 15,2019 ,&WARNING - Verily Ceslgnpex4meMrsend READNOTES ON MIS AND INCLUDED MrrEKREFERANCEPAGEM674nnn,.. 164X32afSBEFOREUSE Design valid for use only with MRea connectors. III design Is based only upon parameters shown, and Is for on Individual building component, not a truss system, Before use, Me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek' s always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobcadon, storage, delivery, erection and bracing of hullos and has systems. seeANSURII Quality CMrrM, DS549 and I101 SUSdhD Component 6904 Parke East Blvd. Safety Mformatbuwciloble from Muse Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 too buss truss type s y rly nmmurvolmr.nvnvi ]5968 S Hip ,I1un1 T77861670 ID:mFpo_IdSYWNaboSRXbvAE3zla54.9TOC3b6hbmYHMG_F6nzpU5kSkgEYoE33pzyBhyny00 2]-9-0 32-1-0 36-5-0 1 38 so , 2A-0 4-0-a 4-4-05-]-9 4A-0 4-0-0 24-0 5x6 = 3x4 = 3x6 = 30 — 516 = Scale = 1:65.9 3x5 = 6x3 3x8 = 3x6 3x4 II SA 11 31 = 3x8 = 6.8 = 3.5 = 2 11-00 16.7-e a2-t-] 7-'9 aF5-0 Sad ;8 -0 Plate Offsets (X Y)-- 14:0-3-00-2-4] [8:0-3-00-2-4] [12:0-3-8 0-0-0]119:0-3-8 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.31 Veri(LL) -0.17 13-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ved(CT) -0.26 15-16 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.08 12 n/a n/a BCDL 10.0 Code FBC2017/FP12014 Malrtx-MS Wind(LL) 0.16 15 >999 240 Weight: 198 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 19=1434/0-8-0, 12=1434/0-8-0 Max Hom 19=169(LC 11) Max Uplift 19=883(LC 12), 12=-883(LC 12) FORCES. (lb) -Max. Comp./Max Ten. -All forces 250 (to) or less except when shown. TOP CHORD 3-4=-1881/1384, 4-5=-1722/1349, 5-7= 218S/1670, 7-8=-1722(1349, 8-9=-1881/1384 ROT CHORD 18-19=-1055/1642,16-18— 1370/2233,15-16=-1370/2233,13-15=-1370/2233, 12-13= 1039/1521 WEBS 2-19=-226/356, 3-19= 1811/1482, 3-18=-77/306, 4-18= 237/485, 5.18=-786/502, 7-13=-786/502,8-13=-237/484, 9-13=-77/306, 9-12=-1811/1482, 10-12=-225/356 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=4.2psg BCDL=3.Opsf; h=17ft; B=45ft; L=39111; eavei Cat. 11; Exp C; Encl., GCpl=0i MWFRS (directional) and C-C Extedar(2) 0-0-0 to 3-10-8, Interior(1) 3-10-8 to 1 T-O-0, Extenor(2) 11-0-0 to 16-7-9, Intedor(1) 16-7-9 to 27-9-0, Exledor(2) 27-9-0 to 33-2-12, Intenor(1) 33-2-12 to 38-9-0 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.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except Qt=lb) 19=883,12=785. Michael S. Magid PE No.53661 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING -Verity desl90parameters end READ NOTES ON INS AND INCLUDED MREKREFERANCEPAGEM6]4]3 rev. INAL2p15BEFOREUSE Design valid for use only with MBei connectors. Mia 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 properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of indivlducl muss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability end to prevent collapse with possible personal Injury and property damage. For general guidance regprdbtg the fobeca600, storage, delivery, erection and bracing of trusses and muss systems, seeANSVrPII Quality Criteria, DSB49 and SCSI Building Component Safety ktfaenalbrxrvolable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Mexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 roo vrsss I= Iypa snarmnnvnvl y my ,reraulv r5968 51 IHIP t , 1 I1 1 T77861671 r. 0 d 5x8 - 3x4 11 5x8 = Scale = 1:65.9 3x5 = 3x6 11 SX6 = 4.6 — 3x8 = 3x4 II 5a6 = 3.5 11 3.5 = 3.4 II 4x6 = LOADING (last SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Veff(LL) 0.16 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veff(CT) -0.25 14-16 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Wind(LL) 0.22 11 >999 240 Weight: 1941b F7=20% LUMBER- BRACING- - TOP CHORD 2x4 SP M 30 TOP CHORD StructuMI wood sheathing directly applied or 5-0-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 18=1434/0-8-0, 10=1434/0-8-0 Max Ho¢ 18=-199(LC 10) Max Uplift 18=-883(LC 12), 10=-785(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-1885/1229,3-4=-1888/1386,4-5=-1920/1518,5-6=-1920/1518,6-7=-1888/1386, 7-8=-1885/1229 BOT CHORD 17-18=-244/337, 16-17=1017/1809, 14-16=-1018/1816, 12-14=-1004/1673, 11-12=-1003/1666 WEBS 2-18— 1304/1087, 2-17=-1123/1694, 3-17=-284/361, 4-16=-33/282, 414=-301/532, 5-14=-401/405,6-14=-301/532,6-12=-33/282,7-11=-284/361, 8-11=-1124/1696, 8-10=-1303/1087 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=3.Opsf; h=17ft; B=45ft; L=39111; eave=5f ; Cat. 11; Exto C; Encl., GCpl=0.18; MWFRS (directional) antl C-C Exterior(2) 0-0-0 to 3-10-8, Interior(1) 3-10-8 to 13-0-0, Exterior(2)13-0-0 to 18-5-12, Intedor(1) 18-5-12 to 25-9-0, Exterior(2) 25-9-0 to 31-1-0, Intedor(1) 31-1-0 to 38-9-0 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 porting. 4) This truss has been designed for a 10.0 lost 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 wlll,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 100 Ib uplift at joint(s) except Qt=1b) 18=883, 10=785. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6834 6904 Padre East Blvd. Tampa FL 33810 Date: August 15,2019 Q WARNiwr17ydas/Snpammefers.dREAD NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM&7473mv, iaT32sI5BEFORE USE. Deslgn volid for use only with fvlpeWconnectors. This design Is based any upon parameters Mova% and Is for an Individual bullding component, not a truss system. Before use, the building designer most verity the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of IndNldual loss web cnd/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for Docility and to prevent collapse with Possible personal Injury and property damage. For general guidance regarding the fabrlcatIon, storoge, delivery, erection and bracing of trusses and truss systems seeANSUIPII Quality cdMM, DS549 and 5=1 Building Component 6906 Parke East Blvd. Safety Infermotionovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexondi VA 22314. Tampa, FL 33610 too buss s type 75968 S2 Ibuss t 1 1 5 1 1IMMUrvJ/MXIN11"a T17861672 5.00 12 Sx6 = 3.6 II 3x4 = 3x8 = 5 33 34 6 35 36 7 8 3x4 i 3x4 3x6 % 32 937 3.6 4 3 10 4x5 3x5 i 31 1138 3x10 2 12 B 18 0 5x8 = 17 6x10 = 24 23 22 21 20 19 4x4 = 15 14 Scale = 1:68.2 13 o 3x5 = 3x6 11 5.6 = 4x6 = 4x4 = 3.4 it 3x4 11 3x6 11 3x5 = 3x4 3e-9d LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Veri -0.31 19-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.5219-20 >793 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 HOrz(CT) 0.12 14 n/a n/a BCDL 10.0 Code FBC201717PI2014 Matrix-M5 Wind(ILL) 0.3319-20 >999 240 Weight: 217 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing diremiy applied or 4-5-2 oc pudins. GOT CHORD 2x4 SP M 30'ExcepV BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-19,11-15: 2x4 SP No.3 WEBS 2x4 SP No.3 _ REACTIONS. (Ib/size) 24=1434/0-8-0, 14=1434/0-8-0 Max Horz 24=-230(LC 10) Max Uplift 24=-883(LC 12), 14=-883(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or lessexcept when shown. TOP CHORD 2-4=-1907/1324, 4-5=-1781/1344, 5-6=-1589/1334, 6-7=-1815/1460, 7-8=.1797/1455, 8-9=-1993/1491, 9-11= 2463/1715,11-12= 2543/1645 BOT CHORD 23-24=-180/315, 21-23=-1104/1844, 20-21=-939/1645, 7-18=-271/521, 17-18=-1411/2225, 16-17=-1450/2435 WEBS 4-23=-228/307, 4-21=-270/196, 5-21-163/366, 6-20=-524/417, 18-20=-915/1647, 6-18-288/507, 9-18=-549/419, 9-174/264, 11-17=-290t190, 2-24-1289/1091, 2-23= 1214/1665,12-14=-1268/945,12-16=-1501/2308 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=4.2psC BCDL=3.Opsf; h=17ft; B=45ft; L=39ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) 0-0-0 to 3-10-8, Intedor(1) 3-10-8 to 15-0-0, Exterior(2) 15-0-0 to 20-5-12, Intedor(1) 20-5-12 to 23-9-0, Extedor(2)23-9-0to 29-2-12, Interior(1) 29-2-12 to 38-9-0 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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Gt=lb) 24=883,14=785. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cert 6034 6904 Parke East Blvd. Tampa FL 33610 Date: August 15,2019 Q WARNING- VeritydesigAPeranetemand READ NOTES ON INISANOWCLUDWMREKREFERANCEPAGEM67473rev. le'VEiiVISBEFORE USE Design valid for use only with Miss® connectors, This design is based only upon parameters shown, and is for an Individual building component, not a hurt system. Before use, the building designer must verity the appllcobilN of design parameters and properly Incorporate this design Into me overall mildIngdesign. Bracing Indicated is to prevent buckling of Individual host web and/or chord members only. Additional temporary and permanent bracing MtTeW 3 always required for stablilty, and to prevent collapse will, possible personal injury and property damage. For general guidance regarding are fabrication, storage, delNery, erection and bracing of trusses and hum systems. seeANSVrRI QuaIIM Criteria. DS549 and BCSI Building Component 6904 Parke East Bhd. Truss Pl Safety Informaharavallabie from ate IreStum, 218 N. Lee greet Suite 312, Alexondrlo. VA 22 14. Tampa, FL 33610 Top Truss cuss type ' r I uny rry Iwrourarmrmvu 75968 S3 Hip 1 1 T17861673 'r 5.00 72 5x6 = 5x8 = 9x4 I 5 6 7 3x4 4 4x6 O 31 >L�i7 34 3x5 i 3p 2 1 17 15 5x8 = 16 6xIO = tiEd 23 22 21 20 19 18 4x4 = 14 13 3x6 II 3x5 = 5x6 = 3x6 = 3xB = 3.4 II 4x4 = Scale = 1:6&2 3.4 II 3x6 II 3.5 = 38-9-0 LOADING (psi) SPACING- 2-0-0 CST. DEFL. In (lac) Vdefl Ud I PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ved(LL) -0.14 16-17 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.2716-17 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.13 13 n1a rda BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.19 16-17 >999 240 Weight: 2331to FT=.20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2x4 SP M 30'Except* SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 7-18,10-14: 2x4 SP No.3 WEBS 1 Row at midpt 2-22, 4-20, 6-20 WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 23=1434/0-8-0, 13=1434/0-8-0 Max Horz 23=-260(LC 10) Max Uplift 23=-883(LC 12), 13=-883(LC 12) FORCES. (Ib) - Max. Comp✓Max. Ten. -Alf forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1974/1338, 4-5=.1635/1245, 545=-1438/1246, 6-7=-1879/1564, 7-8=-1963/1456, e-10=-2462/1663, 10-11=-2541/1599 BOT CHORD 22-23= 218/407, 20-22=-1099/1777, 19-20=-785/1436, 7-17=-176/315, 16-17= 1361/2227, 15-16=-140712429 WEBS 2-22= 1161/1648, 4-20=-468/349, 5-20=-160/361, 6-19=-912/520, 17-19_ 875(1680, 6-17= 1042/1486.8-17=-613/413,8-16=0/262,10-16=-305/193,2-23=1299/1132, 11-13=-1270/935, 11-15=-1460/2305 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=3.Opst h=17tt; B--45ft; L=39ft; eave--5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-10-8, Interior(1) 3-10-8 to 17-0-0, Extedor(2)17-0-0 to 27-2-12, Intedor(1) 27-2-12 to 38-9-0 zone; cantilever left and Tight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 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 (jt=lb) 23=883, 13=785. Michael S. Magid PE No.53881 MTek USA, Inc. FL Cent 6834 0904 Parka East Blvd. Tampa FL 33610 Date: August 15,2019 O WARNWG-VcdJy Cea/Sapammeferaend RFAD NOTES ON THISANDINCLUDEDMWEKNEFERANCEPAGEMXIMmv.. 101012015BEFOREUSE Design valid for use only with MlrekQ connectors, ibis design is based only upon parameters shown, and is for an Individual building component, not ��' a huss system. Before use, the building designer must verify Me oppllcablllty, of design parameters and popery Incorporate The design Into me overall building design. Bracing Indicated If to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of muses and truss systems seeANSVWII Quality CdHdn. DS8419 and SCSI Suidbp Component 6904 Parke East Blvd. Safety Informatbrworoble from Truss More Institute, 218 N. Lee Sheep Suite 312 Alexandria. VA 22314. Tampa, FL W610 IOU Truss Truss type luny My IMMUNWmnnvuvi ( � r r T77861674 75968 S4 Hip 1 1 Job R feanca (optional) Chambers Truss, Inc., Fort Pierce, FL 8.310 s Jun 112019 MTek Industries, Inc. Wed Aug 14 10:58:03 2019 Page 1 1 D:mFpo_IdSY W NaboSRXbVAE3zLa54.kAFV?NHTIGLZzW Kg321 FNRg3yNbCget7H_MhftynyNo 19 9-0 •k 2-0-0 651 11' 129-1 1940 1 23A-0 20-7-0 34A-0 3a5-0 30-90 2-0-0 42-1 41-05 2-41 0 0 31-0 56a 5E-0 2-0-0 2-4-0 0-48 Scale = 1:68.4 5.00 12 5.8 MT18HS= 5 d 6- 3x6 II 5.6 = 3,6 = 3x1D = 3.4 II 3.4 II 3x6 11 3x5 = 3X5 = 19-8-0 3a9-0 2-0O 2.aA 10.0-0 19-00 10'ug 2 1-0 341-0 3650 3G9-0 2-0a 9-0-0 8d 4Tr 3 %7-0 5-ea 2-00�0 9 2-0.0 e4 8 LOADING (psf) SPACING- 2-0-0 CST. DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Verl(LL) -0.13 18-20 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.3118-20 >999 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.88 Horz(CT) 0.12 12 n/a n/a BCDL 10.0 Code FBC20171rP12014 Matrix -MS Wind(LL) 0.1715-16 >999 240 Weight 221 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puffins. BOT CHORD 2x4 SP M 30 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-17,9-13: 2x4 SP No.3 WEBS 1 Row at midpt 2-20, 3-18, 5-18 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 12=1434/0-8-0, 21=143410-8-0 Max Horz 21=293(LC 11) Max Uplift 12=-883(LC 12), 21=-883(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-2000/1262, 3-5=-1523/1109, 5-6- 1901/1461, 6-8= 1968/1347, 8-9=-2460/1529, 9-10= 2540/1490 BOT CHORD 20-21=-244/456, 18-20=-1022/1802. 6-16=-222/301, 15-16=-1235/2224, 14-15=-1309/2430 WEBS 2-20=-1076/1642, 3-18=-625/458, 16-18=-587/1318. 5-16=701/966, 8-16=-602/374, 8-15=0/259,9-15=-312/194,10-12=-1270/905,10-14=-1365/2305; 2-21=-1293/1108 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=3.Opsf; h=17ft; B=451t; L=39ft; eave=5ff; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) 0-" to 3-10-8, Interior(1) 3-10-8 to 19-4-8, Exterior(2) 19-4-8 to 24-10-4, Interior(1) 24-10-4 to 38-9-0 zone; cantilever left and right exposed ;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 12=785, 21=883. Michael S. Magid PE No.53601 MTek USA, Inc. FL Cert 6034 SIM Parke East Blvd. Tampa FL 33610 Date: August 15,2019 QWARNING-Vedlydeslgnperemelenend REAUNOTES ON THISAND INCLUDED MITEKREFERANCEPAGEaf674"Un, IDD,a/ROISBEFORE USE valld for use only with Mgek® connectors. Thus design Is based only upon parameters shown and Is for an Individual building component, not Nit a muss system. Before use, the building designer must verify the appllcobllity of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MTek' Is always required for stability and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding the fobticotlon, storage, delivery erection and bracing of musses and trusssystems seeAN51/1Pi1 CualpSyy Cdfeda, DSB49 and BC51 ku4dklp Component 6904 Parke East Blvd. Safety mformationavaiiabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 )ace 75968 I rues buss I ype f r r T Lry 55 Roof Special I my I IIMMVIi.,yi IVIIVI T17861675 Side = 5.00 FI2 6 Scale = 1:62.7 arks _ 3x6 II 5x6 = 3.6 = 300 = 3x4 11 3x4 11 6.8 3x4 = 2-0.0240 1-fi-7 9.3.0 13-3-3 1E2-0 79-4-8 23-1-0 28-7-0 34-I 36-.M ,n cov I, a l i I Plate Offsets(XY)-- ]140-0-80-2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell Lid PLATES GRIP TOLL 20.0 Plate Gdp DOL 1.25 TO 0.32 Ven(LL) -0.14 15-16 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.53 Veri -0.26 15-16 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.14 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.1915-16 >999 240 Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 *Except' 7-17,10-13: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 22=1447/0-8-0, 12=126210-8-0 Max Hoe 22=275(LC 11) Max Uplift 22=889(LC 12), 12=-691(LC 12) FORCES. (lb) - Max. ComplMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1859/1115, 3-5=-1861/1232, 5-6=-1497/1104, 6-7=-1976/1473, 7.9=-2018/1378, 9-10— 2567/1643,.10-11=-2784/1844,11-12— 1190/B19 BOT CHORD 21-22=-258/330, 20-21=-954/1710, 18-20=-939/1668, 7-16=.264/311, 15-16=-1356/2323, 14-15=-1805/2753 WEBS 3-21=-281/285, 5-18=-559/399,6-16=-749/1077, 9-16= 647/457, 9-15=-37/299, 10-15=-484/456,11-14=-1613/2466,16-18=-618/1303,2-22=-1328/1041, 2-21=-1073/1708 Structural wood sheathing directly applied or 4-4-0 oc pudins, except end verticals. Rigid ceiling directly applied or 5-5-13 oc bracing. 1 Row at micipt 5-18, 6-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=3.Opsf; h=17ft; B=45ft; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-8-2, Interior(1) 3-8-2 to 19-4-8, Extedor(2)19-4-8 to 22-11-15, Interior(1) 22-11-15 to 36-7-4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrentwith 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-M vide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except 01=11b) 22=889, 12=691. Michael S. Magid PE No.53631 MiTek USA, Inc. FL Ced 6634 6904 Padre East Blvd. Tampa FL 33610 Date: August 15,2019 A WARN/NO- Verily design paramerenend READ NOTES ON TN/3AND INCLUDED MREKREFERANCE PAGE sli re¢ 14'rui BEFORE USE Design valid for use only with MOek® connectors. This design is based only upon parameters shown and Is for an Indivlduol building component, not a hues system. Before use, the bulldIng designer must verify the applicability of design Parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated 6 to prevent buckling of hdNlduai Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablllN and to prevent collapse with possible personal injury and property damage. For general guidance regarding Ore fobdcofiom storage, delivery, erection and bracing of trusses and truce systems. seeANSVIPlt Quality Criteria. DS549 and IICSI Building Component Sobly Nlormotiononaaable from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Nexandtlo, VA 22314, MtTek- 6904 Parke East Blvd Tampa, FL 33610 1oD buss miss type cny rry IIMMuna/mAlnur I 75968 S6 Common f s d 91 1 T77881 W6 5x6 = 4 5.00 12 5 a 3x5 = 3x6 II Safi = 3.6 = 3x8 = 3x6 = 5%6 = . 2.0.0 24,0 10-10.6 19-4.8 27-10.10 36-9-0 Scale - 1:612 2-0.0 0-40 8-6-6 18-6-2 8-6-2 &10-6 Plate Offsets (X Y)-- [6:0-3-0 Edge]f8:0-3-0 0-1-12] [9:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.13 9-10 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.27 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.05 9 Na rita BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(L-) 0.1410-12 >999 240 Weight: 1951b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc puffins, BOT CHORD 2x4 SP M 30 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or7-0-10 oc bracing. WEBS 1 Row at midpt ' 2-14, 3-12, 7-12, 8-10 REACTIONS. (Ib/size) 9=126210-8-0, 15=1447/0-8-0 Max Hom 15=275(LC 11) Max Uplift 9=-691(LC 12), 15=-889(LC 12) FORCES. (lb).- Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2020/1244,3-5=-1546/1094, 5-7=-1547/1112, 7-8-2078/1320, 8-9-1178/867 BOT CHORD 14-15=-218/449, 12-14=-1036/1789, 10-12= 1083/1843 WEBS 2-14-103111632, 3-12=-625/431, 5-12=-4017710, 7-12= 677/490, 8-10=-925/1612, 2-15=-1302/1108 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=3.Opsf; h=17tt; B=45tt; L=37ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-8-2. Interior(1) 3-8-2 to 19-4-8. Extedor(2) 19-4-8 to 23-0-10, Intedor(1) 23-0-10 to 36-7-4 zone; Cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fare 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except (jt=lb) 9=691, 15=889. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Ced 6634 Stilt Parke East Blvd. Tampa FL 33610 Date: August 15,2019 QWARNING- Venrydes/gnperamefen end READ NOTES ON THISAND/NCLUDED 1181EKREFERANCEPAGEM67413rev. laNM01SBEFORE USE Design valid for use only with MBek® connectors. iris design is based only upon parameters shown, and Is for an Individual building component. nol a muss system. Before use, me buiding designer must verify the applicabity, of design parameters and properly Incorporate fires design Into the overall building design. Bracing Indicated is to prevent buckling of Individual inns web and/or chord members only. Addiflonai temporary and permanent bracing MiTek' Is always required for stablily and to prevent collapse with possible personal Injury and property damage, For general guidance regarding ire fabrication, storage, delNery, erection and bracing of musses and truss systems seeANSVrPII Quality CMnb, DS1,49 and SCSI Building Component Safety Informatlmlavalioble from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexantlda. VA 22314. 69N Page East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of Truss and fully embed teeth. 0 �/Idr For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is The plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel To slots. LATERAL BRACING LOCATION 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/iPll: 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 in scale) sca (Drawings not To le) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, 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 ANSIfnal 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITelc® All Rights Reserved MITek Engineering Reference Sheet: Mll-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 orX-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or attemative 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/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no telling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after 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.