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HomeMy WebLinkAboutTRUSS PAPERWORKIIIIIIIII01111111Wa MiTek RE: M11439 MiTek USA, Inc. MANOR 71 6004 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer: WYNNE DEVELOPMENT Project Name: M11439 Lot/Block: Model: MANOR 71 Address: UNKNOWN Subdivision: City: ST LUCIE COUNTY State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf 84VNF This package includes 16 individual, dated Truss Design Drawings and 0 Additional Drawings. sty eY Q With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet UC/� conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules, COU/]f No. Seal# Truss Name Date Y 1 T15168861 a 9/25/18 2 T15168862 al 9/25/18 3 T15168863 a2 9/25/18 4 T15168864 a3 9/25/18 5 T15168865 a4 9/25/18 6 T15168866 a5 9/25/18 7 T15168867 a6 9/25/18 8 T15168868 a7 9/25/18 9 T15168869 b 9/25/18 10 T15168870 bha 9/25/18 11 T15168871 grb 9/25/18 12 T15168872 11 9/25/18 13 T15168873 13 9/25/18 14 T15168874 15 9/P5/18 15 T15168875 7 9/25/18 16 T15168876 V17 9/25/18 FILE COPY NOV 97�^018 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision „t a tf ons arameters rovided by Chambers Truss ,OPO IN �� � Debased gnpEngineer'spName: Velez, J aquinTruss. My license renewal date for the state of Florida is February 28, 2019. FloridaCOA:6634 No 8182 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 : : lZ shown (e.g., loads, supports, dimensions, shapes and design codes), which were ST E O F :4u given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation these designs. MiTek has independently —�� 0. of ���T •• Q P' •���-Z, �i FS •' O 1. C not verified the applicability of the design the designs for ���i 5' • •L parameters or any particular building. Before use, the building designer O N EN���� should verify applicability of design parameters and properly incorporate these designs �� �0 , i�tt� #filJoaquin into the overall building design per ANSIfTPl 1, Chapter 2. Ve PE No. e142 MiTek USA, Inc. FL Ce 0434 6904 Parke East Blvd. a01Pa FL 33610 1 of 1 Velez. Joe uin 25,2018 Job Truss Truss Type Oty 71T15168861 M11439 A Common 1 7PlyMANOR Referent?. o tional Chambers: Truss, Inc., Fart Pierce, EL 4.00 F12 44 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:36:56 2018 Scale = 1:59.3 3z4 6z4 — US = 6z8 = 2x3 II 3x4 = = 3x4 = 3x6 = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.33 Vert(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(CT) -0.25 14-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.52 HOrz(CT) 0.02 14 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.10 17-20 >999 240 Weight: 166 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5.8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (Ib) - Max Horz 2= 179(LC 10) Max Uplift All uplift 1001b or less at joints) 12 except 2=-470(LC 12), 14=-904(LC 12), 10=-186(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=731(LC 1), 14=1562(LC 1),12=342(LC 22), 10=261 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1461/958, 3-5=-1282/878, 5-6=-639/551, 6-7=-261/745, 7-9=-379/723, 9-10=-96/254 BOT CHORD 2-17=-797/1413, 15-17=410/878 WEBS 3-17=-316/317, 5-17=-333/545, 5-15=-572/515, 6-15=-508/854, 6-14=-1202/797, 7-14=-269/324, 9-14=-529/449 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=71ft; L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.fi0 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 tit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 12 except Qt=lb) 2=470, 14=904, 10=186. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cert 0634 6904 Parke East Blvd. Tampa FL 33610 Date; September 25,2018 A WARNING-VSTl1Ydeal9AParcmM»sand READ NOTES ON THIS AND OCLUDEUMITEKREFERANCEPAGEMa-7473mv. f0/0.12015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual Icomponent, not a truss system, Before use, the adding designer must verify the applicability of design parameters and properly Incorporate his design Into the overall �� building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addklonal temporary and permanent togging Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the MiTek' fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANO/1PII Quality Cd arks, DSB49 and all Building Component Ill brforma inav,ollcble from Truss Plate Institute; 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T15168882 M11439 Al Common 7 1 Job Reference (oliflonal unamoere I runs, mc., ran tierce, rL. 4.00 12 4x5 = 6 a.rsu s nl Cr r l ZVI. NIII nR innW,,,oe. me. ,ua ­M n.. vv_v _ao.v Scale = 1:59.5 1 � 1� b 17 - 15 -- -' 14 '- 18 3z8 _ 2x3 11 46 = ax8 = 24 11 3x6 = 3x8 = 4x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 21.25 Plata Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inch NO Code FBC2017ITP12014 CSI. TC 0.72 BC 0.76 We 0.68 Matrix -MS V art Vart(LL) Vert(CT) Horz(CT) Wind(LL) i1 (lac) 999 60 -0.31 14-15 >999 360 -0.6514-15 >646 240 0.13 10 n/e n/a 0.3514-15 >999 240 PLATES GRIP MT20 244/190 Weight: 1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc putting. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1424/0-8-0, 10=1424/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3481/2332, 3-5=-2886/2019, 5-6=-2886/2123, 6-7=-2886/2123, 7-9=-2886/2019, 9-10=-3481/2332 BOT CHORD 2-17=-2073/3261, 15-17=-2073/3261, 14-15=-1280/2118, 12-14=-2088/3261, 10-12=-2088/3261 WEBS 6-14=-644/984, 7-14=-252/310, 9-14=-677/504, 6-15=-644/984, 5-15=-252/310, 3-15=-677/504 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCD_=3.0psf; h=15ft; B=71 ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, 1nterior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;C-C for members and forces 8 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 20.0ti on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCD = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=1b) 2=868, 10=868. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 75 lb down and 70 Ito up at 15-0-0, and 75 to down and 701b up at 20-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Inerease=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (Ib) Vert: 26=-75 27=-75 Joaquin Velez PE No:88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 A WARNING- VwBy desfan Pemmefers end READ NOTES ON THIS AND WCLUUED MREK REFERANCE PAGE MIF7475 rev. lMlY207a BEFORE USE. Design vol Id for use only with Mliek® connectors, This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the appllbabl lty of design parameters and properly incorporate this design Into tine overall building design Bratlng Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent brooing MOW 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, seeAN$VIPII Quality CMedo, D$149 and SCSI Building Component 6904 Parke East Blvd. Safety InformaBonevellable from Truss %ate Institute, 218 N. Lee Street. Butte 312. Alexandria, VA 22314, Tampa, FL 33610 Jab Thee Truss Type (Xy M11439 A2 Roof Specialoptionaq rj_�T15168863 Chambers Trams, Irx:., Fort Pierce, FL 4.00 12 4x6 = 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Scale. 1:60.3 15 14 axlz 3x5 = 2Y3 11 Sx8 = 3x12 c 2.00 12 7-7-15 1&7-8 1]$-0 %1-12 26 9 35-0A i 7-7.15 5.11.9 j 3-10.8 8-542 9-R.t.a Plate Offsets(XY)-- (2:0-1-0Edge] (8:0-3-0,Ecioe] (10:0-1-15Edae] I14:0.2-40-2.8] LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.72 Vert(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber COIL 1.25 BC 0.97 Ven(CT) -1.0712-21 >393 240 MT78H5 244/190 BOLL 0.0 Rep Stress Iron YES WB 0.93 HordCT) 0.39 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.80 12 >527 240 Weight: 1821b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 7-13 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Mex Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. CompdMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3317/2151, 3-5— 2562/1755, 5fe=-2355/1675, 6-7=-2377/1650, 7.9=-5276/3414, 9-10=-5681/3671 BOT CHORD 2-15= 1911/3110, 14-15=-1911/3110, 13-14=-1428/2418, 12-13=-3088/5062, 10-12=-3410/5408 WEBS 3-15=0/302, 3.14=-804/562, 5-13-357/270, 6-13=-73W7177, 7-13=-3077/1999, 7-12=1105/1963, 9-12=-403/372 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15fY B=71@; L=35tt; save=5f ; Cat. II; Exp C; End., GCpi=-0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(l) 2-6-0 to 17-8-0, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & MW FRS 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 psf bottom chord live bad nonconcurrem 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) Bearing at joint(s) 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beaming surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 10=825. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: September 25,2018 O WARMING-Wift0helgnpsnms(vssad READNOTES ON THIS AND MCLUDEDADTEK11F 110EPAGE411F74nnev. ideYM15 BEFORE USE ��� Design valid for use only with Mlrek® connectors. fie design Is based only upon parameters shown, and Is for an Indivici building component, not a truss system. Retire use, fie building designer must verify the applicability of design Parameters and properly incorporate this design Into Me overall building di Bracing Indicated Is to prevent buckling of Individual teas web and/or chord members only. Additional temporary and permanent broc0p Is always required for stability and to prevent collapse with possible personal Injury and property damage. For regarding the MiTek general guidance fabrication, storage, calvary. creation and brocN of trusses and mass systems. seeANByryll QU My Crbtq, DOW and BCS BuildingComponant SOrety l ill allicre vasobie from Two Plate Institute. 218 N. Shoe.. 6904 Parke East Blvd. Temps, FL Lea "a 312. Nexandrla, VA 22374, W610 Job JobMi Truss Tr Truss Type I]Oty: Hip �MANORT15168864 al 4.00 12 4x4 4xe = 8 7 o. iou slv,ar r r emn MI l eK magsm=a nF. !ue ony ea uo:sr:uu euiu Scale =1:82.3 17 16 3x4 = 2x6 11 5x8 = 3x6 = 3.12 = 3x5 — 2.00 F12 -/-15 13.7.8 1Y0.0 8-0- 23-01-12 26-9-9 35.0.0 7-7-75 5-11.9 3.4.8 -0- 5-17-02 2-9d3 8.2.7 Plate Offsets (X Y)-- [2:0-1-6 Edge] [9:0-3-0 Edge] [11:0-1-15 Edge] [16:0-2-12 0-3-0] LOADING (Psi SPACING- 2-0-0 CSL DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.58 13-14 >721 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0613-14 >395 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Horz(CT) 0.39 11 Ma n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.8013-14 >526 240 Weight: 169 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Hom 2=175(LC 11) Max Uplift 2=-825(LC 12), 11=-825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 Do bracing. WEBS 1 Row at midpt 8.14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3318/2236, 3-5=-2558/1847, 5-6=-2401/1788, 6-7=-2265/1737, 7-8=-2422/1761, 8-10=-5275/3598, 10-11=-5687/3847 BOT CHORD 2-17=-2010/3111, 1647=-2010/3111, 15-16=-1531/2419, 14-15=-1319/2240, 13-14=-3269/5065,11-13=-3578/5413 WEBS 3-17=0/304, 3-16= 807/565, 5AS=-320/270, 6-15=-489/605, 7-14=-352/592, 8-14=-3047/2096,8-13=-1175/1985,10-13=-408/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Ops1; h=15ff; B=71f ; L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-0-0, Exterior(2) 17-0-0 to 18-0-0, Interior(1) 22-11-6 to 36-0-0 zone;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 panting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 part bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TP1 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Qt=lb) 2=825,11=825. Joaquin Velez PE No.88182 MiTsk USA, Inc. FL Cart 6834 6904 Parke East Sli Tampa FL 33610 Date: September 25,2018 Q WARNING. Verlydadgn paremerareard READ NOTES ON TNISANDWCLUDEDMREKREFERANCEPAGEMg747arev.1a MIS BEFORE USE. Design valid for use only with M6ekair connectors, Ilre design Is based only upon parameters shown, and Is for an Individual building component, not building tlesgBefore Bracing lnticofed Is topevent buckling otndfine Wtlual truss web anof tl/or chord memberarameters and s only, Adalationorate this al temporary anInto permanentt brocing MiTek' Is always required for stablltty, and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, Simi and bracing of trusses and truss systems, seeANWRII GualXv Criteria. DSM9 and fiC616a6derp Component Safe Infulmatbste pavallable from Truss Plate Inuts, 218 N. use Street Suite 312. Alexandria, VA 22914, aea4 Parke East Blvtl. Tampa, FL 33610 Job Truss Truss Type jT15 668865M11439 A4 Hip �Qtypiy]MANOIfl.�71 oDt' n '^"••"-. "••• ���. � d, 1 JD. Men l Zul d MI l ex lnaasmes, Inc. lus Sep LS ui 2ula rage ID:AJiomcsggFaOsPzA?N?xeHyeil I.2zNFMIL1b9PaIZV6NNXJln72dcd88jHgAZMUbyaBW 0 7-745 13.7-8 7111120-0.0 23-11-12 26.9-9 35-0.0 6-0. 7.7.15 5-17-9 1-4-8 5.0.0 3-11-12 2-9-13 &2.7 .0- Scale = 1:82.3 4.00 12 4x8 = 3x4 5 4z6 = 5 6 7 Sx6 2.3 5z8 BOB MT18HS a 4 25 B 28 3, 9 10 24 27 n�11 2 3 11 12 a+ m 14 7x8 MT18HS= d e 15 4x8 = 6 17 18 3z4 = 3.5 = 2x3 If 5xB = 2.00 F12 3z12 = 7.7.15 13-7.8 15.0-0 20.0.0 23-11-72 2fi-9-9 35-bn ]-]-15 5.11-9 1.4.8 5.0.0 3-11-02 2.9-73 8-2-] Plate Offsets(XY)-. 12:0-1-6Edae1 [3:0-1-40-3-0]f3:0-0-00-1-121 [6:0-5-40-2-01 [10%-4-OEdgel 01D-1-15 Edae] [160-2-40-2• ] LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lord PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.53 13 >792 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.99 13-23 >423 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.36 11 n/a Iva BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.73 13 >575 240 Weight: 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP Ni WEBS 1 Row at mil 8-14 REACTIONS. (lb/size) 2=134910-8.0, 11=1349/0-8.0 Max Harz 2=155(LC 11) Max Uplift 2=-825(LC 12), 11- 825(LC 12) FORCES. (Ib) -Max, Comp./Max: Ten. -All forces 260 (Ib) or less except when shown. TOP CHORD 2-4=-3316/2376, 4-5=-2563/1968, 5-6=-2462/1977, 6-7=-2800/2203, 7-8=-2948/2252, 8-9=-5229/3788, 9-11 =-5692/41 00 BOT CHORD 2-17=-2144/3109, 16-17= 2144/3109, 15-16=-163512413, 14-15i1547/2362, 13-14=-3431/5004,11-13=-3821/5419 WEBS 4-17=01301, 4-16=-806/577, 5-15=-225/264, 6-15=-239/292, 6-14=-476/880, 7-14=-406/661, 8-14=-2564/1843, 8-13=-1246/1955, 9-13=-463/433 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; hint 5ft; B=71 ft; L=35ft; eavei Cat. 11; Exp C; Encl., GCpi=0, 18; MWFRS (directional) and. C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 15-0-0, Exnmor(2) 15-0-0 to 20-0-0, Interior(1) 24-11-6 to 36-0-0 zone;C-C for members and forces & MI for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=825, 11=825. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6634 6904 Parke East BNd. Tampa FL 33610 Date: September 25,2018 A WARNING-VedNdealga Paramefms and READ NOTES ON TNISAND INCLUDED MITEKREFERANCE PAGEMB-7473 na. RVPaa015eEFOREUSE. Design valid for use only with Mirada connectors, this design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ��- building tlesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bidi Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the MiTek fabrication, storage, delivery, erection and bracing of ill and truss systems, seeANBVIPIt Gaaldy Cdlera, DSB419 and ICSI Bull Component Safety arbUnationa Noble from huss Plate Institute, 278 NLee Street Suite 312, Alexandria, VA 22314, 6904 Parke. East Blvd. Tampa, FL 33610 Job Truss Truss Type City T1M11439 A5 Hip 1 7PyMANOR Chambers Trues, Inc., Fort Pierce, FL 6 4.00 12 8.130 s Mar 11 2018 MiTek Ifipustries, Inc. Tue Sep 25 08 3i 2018 zFaOsPzA7N7xeHvei11-WAX07SMfMSXRv44Jx42Yg9fC80 htArMyglwl 3x6 II 3x6 = 3x4 = 4z5 — 4x6 4 5 24 625 26 27 7 8 Scale=1:61.3 15 14 ....... 3x5 = 2x3 11 5x12 = 3x12 = 2:00 12 77-77-155 Altil 2824 23.11-12 22-6g--9A 32 0..70 Plate Offsets (X Y)-- 12:0-1-8 Edgel 14:0-3-0 0-2-81 [10,0-1-15 Edael LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.99 12-21 >426 240 MT18HS 244/190 BCLL 0.0 Rep Stress Inch YES WS 0.72 Horz(CT) 0.35 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.72 12 >580 240 Weight: 160 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8.0, 10=1349/0-8-0 Max Horz 2=-136(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3302/2424, 3-4=-2589/1988, 4-5=-2410/1948, 5-6=-2430/1959, 6-7= 3580/2713, 7-8=-3728/2795,8-9=-5216/3822, 9-10=-5695/4205 BOT CHORD 2-15=2188/3094, 14.15=-2188/3094, 13-14=-2124/3102, 12-13=-3448/4977, 10-12=-3922/5422 WEBS 3-15=0/288, 3-14=-756/612, 6-14=-953/755, 6-13=-373/685, 7-13=-697/994, 8-13=-2051/1540,8-12=-1293/1901,9-12=-474/482, 5-14=-381/608 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MI (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 13-0-0, Exterior(2) 13-0-0 to 27-0-9, Interior(1) 27-0-9 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=825, 10=825. Joaquin Velez PE No.68187 MfTek USA, Inc. FL Cart a634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 AWARN/NG-Varlry tlesgn pim me msanC READ NOTES ON THIS AND PICLUOED MITEKREFERANCEPAGEMN)4T9 re. I W WIS BEFORE USE. " Design valid for use only with Iv Il connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not emus system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate I design Into the overall hullding tleslgn, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent ora@Irig WOW salways rea lretl 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, seeANSUIPII QualMSyy Criteria. DSB49 and SCSI 6u101ng Component So" Masmp6pWvallable from Truss Plate Institute, SiSParke East Blvd. Tampa, FL 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, 33610 Job Truss Truss Type Dty Ply MANOR71 T15168867 M11439 AS .Hip 1 1 Job Reference fD®tionall 6 ---+-^ •"••••-••'•'+•� 7-7-2 11-0.0 73.7-8 18-10+8 o.rou5mar -IILul a Ml l eH m9Lauro5, Inc. r us sap Lb ua:W:UJ LuT B Yagel ID:AJiomcsggFaOsPzA?N?mHyelI 1-_MVohMNH7mflYtf VvnZnNCCNdOJOcfi V BU2TZTya8W _ 24.0-0 26-e-1 35-0-0 6-0- 7-7-2 3-4-14 2-7-8 5-3-1 5-1-8 2-8-1 8.3.15 7-0- Scale = 1:61.3 5xe 34 = 3z4 = 51 MT18HS= 4.00 12 4 5 24 25 6 26 7 o.,n 3z6 = 2x3 II 3x4'= 5xB = 2.00 12 3x12 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) III L/d PLATES GRIP TCLL 20.0 Plate I DOL 1.25 TC 0.73 Ven(LL) -0.56 11-12 >748 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven(CT) -1.0311-21 >408 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.36 9 n/a File BCDL 10.0 Code FBC2017/TPI2014 Matmems Wind(ILL) 0.78 11-12 >542 240 Weight 162 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORE BOT CHORD 2x4 SP M 30 BOT CHORE WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=3312/2471, 3-4=-2801/2173, 4-5=-2937/2307, 5-6=-4027/3051, 6-7=4954/3675, 7-8=-5236/3830, 8-9=-5685/4263 BOT CHORD 2-15=-2231/3105, 14-15=2231/3105, 13-14=-1815/2626, 12-13=-2030/2953, 11-12=-2817/4091, 9-11=-3974/5411 WEBS 3-15=-1/266, 3-14= 613/527, 4-14=-282/373, 4-13=-455/612, 543=-833(718, 5-12=-896/1276, 6-12=-675/575, 6-11=-670/1004, 8-11=-440/553, 7-11=-997/1469 Structural wood sheathing directly applied or 2-3-13 op puffins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; Irl B=71ft; 1I eave=5ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 11-0-0, Exterior(2) 11-0-0 to 28-11-6, Interior(1) 28-11-6 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.01 bottom chord live load nonconcurrem with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=825,9=825. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cart$634 6004 Parke East Blvd. Tampa FL 33610 Date; September 25,2018 Q WARNING - VeHryrhslan Perereeterssna READ NOTES ON THISANDMCLUDEDMREKREFERANCEPAGEMI74TSrev. fe/aa+Rate BEFORE USE. ■� peslgn val Id for use only with MlTea connectors, This design Is based only upon parameters shown, and a for an individual building component, not a truss system. Before use, the building designer must verBy the 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 permanentbraclfig MiTek- s always required for stabllly 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, seeANSVTPII OualMMyy Cate4a, B8S�9 and SCSI Building Companust 6904 Parke East Blvd. Safety IMareratbrrovallable from Truss Plot. Institute, 218 N, Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T15168888 Ml 1439 A7 Hip 1 1 Job Reference (opti. al unamoers I rues, mc., ron nerCB, rL 4.00 F12 4x8 2x3 II 2x3 \\ 4 526 mar I l Lu I e mn ex maueln==. IIw. ,oe oeP°°'/oa..w cv a reye 3x6:= 3x4 — 4x8 = 2x3 6 7 27 8 9 Scale=1:60.5 10 14 ax4 = 3x4 = 3,6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.30 BC 0.41 W B 0.53 Matrix -MS DEFL. Vert(LL) Vert(CT) Hofz(CT) Wind(LL) in (loc) I/dell Ud -0.13 12-23 >999 360 -0.2912-23 >884 240 0.03 10 We n/a OA312-23 >999 240 PLATES GRIP MT20 244/190 Weight: 161 Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing dlfectly applied or 5-8-3 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-15 REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Hom 2=97(LC 11) Max Uplift 2=-256(LC 12), 15=-933(LC 12), 10=-460(LC 12) Max Gmv 2=390(LC 21), 15=1620(LC 1), 10=731(LC 22) FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/278, 4-5=-521/823, 5-7=-521/823, 7-8=-646/514, 8-9=1155/896, 9-10=-1409/1091 BOT CHORD 2-17=-160/325, 14-15=280/646, 12-14=-638/1078, 10-12=938/1311 WEBS 3-17— 396/473, 4-17= 310/444, 4-15=-942/713, 5-15=-326/367, 7-15=-1554/1143, 744=-128/406, 8-14=-516/399, 8-12=-283/444, 9-12=-355/436 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71 ft;. L=35ft; eave=5ftl Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extehor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 30-11-6, Interior(l) 30-11-6 to 36-0-0 zone;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 hasbeen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding. 100 lb uplift at joint(s) except at --lb) 2=256,15=933,10=460. ,&WARNING- VaNry helgn parameter antl READ NOTES ON THIS AND INCLUDED MR K REFERANCE PAOEMB-7473 rev. IGAISZ015 BEFORE USE. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Coil 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 MiTek 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type OtY 71T15168869 M11439 B Roof Special 7 JFlyFMANROR erendf?fppiionap UnamDers I ruse, Inc., heft Ylerce, FL 4.00 12 5,10 = 3x4 I 6 7 8.130 s Mar 11 2018 MiTek Industries, Inc. Tue Sep 25 08:37:05 2018 16 15 al axe 3= 4x6 = 010 = 3x4 I 2.00 12 = 3,12 Scale=1:60.3 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.55 13 >764 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.97 Vert(CT)-1.0213-24 >412 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.80 Horz(CT) 0.38 11 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.76 13 >556 240 Weight: 173 lb FT=20% LUMBER- SPACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 no purlins. BOT CHORD 2x4 SP M 30'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 7-15: 2x4 SP No.3 WEBS 1 Row at midpt 8-14 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8.0, 11=1349/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-825(LC 12), 11=825(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3345/2225,3-5=-2959/1946, 5-6=-2099/1519, 6-7= 2745/1985, 7-8=-2791/1918, 8-10=-5241/3361, 10-11=-5691/3687 BOT CHORD 2-18=-1995/3150, 16-18=-1479/2456, 7-14= 206/271, 13-14=-3019/5016, 11-13=-3425/5418 WEBS 3-18=-474/463, 5-18=-238/563, 5-16=-705/569, 6-16=413/224, 10-13=463/431, 8-13=-1109/1943,8-14=-2684/1670,14-16=-1136/2094, 6-14=-1261/1888 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst; BCDL=3.Opsf; h=1511 B=71 fC L=35ft;.eave=SN; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6.0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zoni for members and forces & MW FRS 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 psi 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 tal I by 2-0-0 wide will tit between the bottom chord and any other members. 6) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 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 Ito uplift at joints) except (jt=lb) 2=825,11=825. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cad 0634 6904 Parke East Elvd. Tampa FL 33610 Date: September 25,2018 AWARNWG-VeMtytl ignperamebrasndREADNOTESONTHISANDWCLUDEDMmEKREFERANCEPAGEM&74mrev.1Weaf1015sillUSE. Design valid for use only with Mnek0 connectors. This design is based only upon parameters shown, and is for on Individual building component, not a truss system, Before use, the building designer must verify the appllcobilHy of design parameters and properly incorporate this design into the overall building design, Bracing Indicated In to prevent buckling of Individual truss web and/or members only. Additional temporary and permanent broong Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the p�a�Qk�• MII fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSVTPII WallByCaado, DSB-W and I1CBI Buill Component 7alatY hfoenakomvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. 6904 Parke East 9IIvtl. Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T15168870 M11439 BHA Hip Girder 1 1 Job Reference o "atath ns I russ, Inc., I-ort Plell FL 13E-D 3-10-14 ]A-0 9-B0 11-60 12-3-0 16-60 8.130 s Mar 11 2018 MiTek Industries, Inc. Too Sep 25 08:37:07 2018 Page 1 ID:AJiomcaggFaOsPzA?N?xeHyei 11-17kW waoH?9kOUyGkdejX2N?n1 I RXRb556OhhEya8Vw 2290 1}60 19.60 21-60 2a-6p 25.6-0 28iT0 31-1-2360-0 1--01-0- 3-10-14 312 2EA 20-0 H&d 1S0 N RT 2-60 20-0 0-6b-69�20Pt 2-. 3-12 3-16-14 10. 0 9-0 Scale = 1:64.8 TOP CHORD MUST BE BRAC€® BY END JACKS, 4.co 12 4x4 -_ ROOF DIAPHRAGM, OR PROP €PLY CONNECTED PURLINS AS SPECIFIED. 12 46 14 47 16 NAILED NAILED NAILED 45 4B NAILED NAILED 3x6 44 10 19 3x6 Z' Special 43B NAIL 49 21 NAILED 4xB - 42 4 6 5 = s B = ILE 230 4S9 = 3 9 NAIL I5 ILE 20 25 61 41 52 IIIn' 2 27 .28 6 irh+w 0 53 54 55 56 57 58 59 Bb C 30 80 81 34 33 32 31 29 Special NAILED 7x8 = NAILED 3x5 = NAILED 3x6 = NAILED 3x4 = 3x6 - NAILED NAILED NAILED 6x10 =NAILED NAILED @d=P o 3g014 ]-00 ] -9 193-0 1A6-0 22-00 25-0-0 24-4--0-00 2 -t 31-12 3F0--0 3-10-14 3-12 5-30 46-0231-2 3-1094 nor) Plate Offsets(X,Y)- [2:0-0-2Edge1 f3:0-2-40-2-0] [15:0-2-120-3-81 [26:0-7-40-2-0] LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in floc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress ]net NO WE 0.76 Horz(CT) 0.08 31 n/a Ma BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2X4 SP M 30 Except: WEBS 2x4 SP No.3 *Except* 1 Row at midpt 3.9 20-31,26-29: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 0o bracing. WEBS 1Row at midpt 9.32,15-31, 26-31 JOINTS 1 Brace at Jt(s): 9, 15, 20, 13 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 Ito or less at joint(s) except 2=-1087(LC 8), 27=279(LC 25), 31=-2164(LC 8), 29=-245(LC 8) Max Grav All reactions 2501b or less at joint(s) except 2=1443(LC 1),. 27=323(LC 14), 31=3029(LC 1), 29=550(LC 30) FORCES. (Ito) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3649/2731, 3-4=-363/201, 4-8=-294/149, 8-10=-312/196, 10-12=-312/244 12-14=-274/247,3-5=3015/2291,5-7=-3016/2292,7-9=-3016/2292, 9-11=-861/637, 11-13=-861/637,13-15=-861/637,15-17=-1507/2247,17-18=-1507/2247, 18-20=-1507/2247,20-22=-1507/2247,22-24=-1507/2247, 24-26=-1513/2254, 14-16=-282/256, 16-19=-321/248, 19-21=-288/178, 21-25=-296/145, 25-26=-322/143, 26-27=-472/701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121, 29-31=-593/476, 27-29=-599/492 WEBS 9-33=-142/449,9-32=•2348/1799,15-32=-756/1254,15-31=-3513/2423,20-31=-519/518, 3-34=-470/647, 26-29=-310/237, 26-31=-1576/1233, 3-33=-114/270, 18-19=-323/320, 7-8=-352/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eaveri Cat. II; Eke C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) Provide adequate drainage to prevent water pending. 5) All plates are 2x3 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 oc. Joaquin Velez PE No.98182 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. fill risk USA, Inc. FL Can 6634 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6904 Parke East Blvd Tampa FL 33610 will fit between the bottom chord and any other members. Date: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1087 lb uplift at joint 2, 279 Ito uplift at gantamhar 96 9M R joint 27, 2164 to uplift at joint 31 and 245 lb uplift at joint 29 A WARNING- Verltytleslgnpaemetarsamd READ NOTES ON TNISANDMICLUDED MREKREFERANCEPAGEMIF74"mi 10stUVD1a BEFOREUSE. Design volltl for use only with MFek0 connectors. ihls design Is based only upon parameters shown, and Is for on Individual building component, not �� a truss system, Before use, the building designer musfverify the applicability of tleslgn parameters and properly Incorporate this design Into the Overall bulltlingdesign, Bracing Indicated Is to buckl Ing of Individual truss web and/or chord members Additional temporary bracing M[Tek prevent only, and permanent Isalways required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems, seeANSVIPII GualMMyy Cdhda, 0049 and SCSI SWUSrO C9rnponerd 6904 Parke East Blvd. Solely lnlormeNmpvallable from Truss Plate Institute, 218 N, Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 ------ --- - '�- - T15168870 M11439 BHA Hip Girder 08:37:07 2018 NOTES- 11) "NAILED" indicates 3-1 Od (0.148'x3') or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 242 lb down and 328 Ito up at j,Q-0 on top chord, and 402 lb down and 5041b up at 7-0-0 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-14=-54, 14-26=-54, 26-28=-54, 35-38= 20 Concentrated Loads lb) Vert: 34=-402(F)41=-146(F) 42=-111(F)43=-111(F) 44= 111(F)45=-111(F) 46=-111(F) 47=-111(F) 48=-111(F)49=-111(F) 50=-111(F) 51=-111(F) 52=-T 11(F) 53=-68(F) 54=-68(F) 55=-68(F) 56=-68(F) 57=-68(F) 58=-68(F) 59=-68(F) 60=-68(F) 61=-68(F) OWARNING- VeNIVtleslgnpenmeteraend READ NOTES ON THIS AND HICLUDEDMITEKIiEFE11ANCEPAGEMI-T4Taree. raV3/2015BEFORE USE. Design volld for use only with WOO connectors This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system, Before use, Me building designer must yell 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 bidding. MiTek permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrica cru storage, delivery, erection and bracing of fusses and truss systems, 8e9ANSVTPI I GualBv Cmnlo. DSB49 antl II I Building Component from Truss sect Parke Ent Blvd. Tampa, FL 33610' Sal Intonational Plate Institute. 218 N, Lee Street Suite 312, Alexandria, VA 22 14 Job Truss Truss Type Qty M11439 GRS HIP GIRDER 1 �7:EMAN71T15168671 rence (aDElp e0 4.00 12 �•• •� o.icu a if rl 2ula MlleKmeuPrrros, is, ivaoepeovo:er:uezula rage ID:AJiomcsggFaOsPzA?N?xeHyeil l-pWsH1 US2icPSGo6fr2gBcTSLVrMI?INOZQVn17ya6Vu 7-0-0 10+4.0 13-8-0 18-5-15 23-2-0 28-0-0 31-0.2 35-0-0 6-0- $1.23-4.0 4-9-15 4.8.3 4-9-15 3-1-2 3.10.14 1-0- Scale = 1:BO.3 NAILED 5.12 MT18HS = NAILED NAILED NAILED NAILED NAILED Special Special NAILED NAILED 2x3 II 3x6 = 3x8 = NAILED 3.4 = NAILED 5x6 3 23 24 25426 27 5 28 296 30 31 32 7 33 34 8 9 0o uo ,v ui uo oe qo ql 42 12 43 44 3x4 = 2x3 11 NAILED 3.1 = Sx12 = NAILED 3x5 = 5x81,i = NAILED III 4x5 = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Special 3-1044 7-0-0 70.4-D 13-8-0 18-5-15 23-2-1 28.0-0 37-7-2 350.0 3-1614 3-1-2 3.40 3-4-0 4-9-iF 4-aa cr-o rr Plate Offsets (X Y)-- [3:0-9-00-2-81 [6:0-3-8 0-1-81 [11:0-3-8 0-3-01 [14:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.90 Vert(LL) -0.34 11-13 >751 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Van(CT) -0.7611-13 >339 240 MT18HS 244/190 BCLL 0.0 Rep Stress [nor NO W B 0.93 Horz(CT) 0.08 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS WIOd(LL) 0.37 11-13 >696 240 Weight: 155 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-14: 2x6 SP No.2 REACTIONS. (lb/size) 2=504/0-8-0, 14=3752/0-8-0, 9=1326/0-8-0 Max Horz 2=78(LC 7) Max Uplift 2=-652(LC 8), 14=-2840(LC 8), 9=-1012(LC 8) Max Grav 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS 1 Row at Indict 6-14, 3-14 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-778/990, 3-4=-1513/2146, 4-6=-1513/2146, 6-7=-1267/775, 7-8=-3171/2427, 8-9=-3362/2486 BOT CHORD 2-16=-836l/04, 14-16=-876/744, 13-14=-612/1267, 11-13=-1937/2770, 9-11=-2245/3137 WEBS 3-16=-6461742, 4.14- 772/685,6-14=-3794/2549,6-13=-671/1191, 7-13=-1685/1485, 7-11=-370/570, 8-11=-323/635, 3-14=-3037/2708 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=1651 (3-second gust) Vasd=128rl TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; Mill (directional); 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 for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 Ib uplift at joint 2, 2840 lb uplift at joint 14 and 1012 lb uplift at joint 9. 8) "NAILED" indicates 3-1 Did (0.148"x3") or 3-12d (0. 1 48"x3.25") toe -nails per NDS guidlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 lb down and 316 Ib up at 7-0-0, and 193 Ib down and 316 lb up at 28-0-0 on top chord, and 402 Ito down and 419 lb up at 7-0-0, and 402 lb down and 5041b up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-54, B-1 0=-54,17-20=-20 Joaquin Velez PE No.68182 MITI USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: September 25,2018 O WANNMG-Verify design parameter. end READ NOTES ON THISAND INCLUDED MrlEKREFERANCE PAGEMIN4Ta rev. 10,1XY2015 BEFORE USE. Design valid for use only with Well connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component not ��- a truss system. Before use, the building peril must verily the applicobility 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° s always required for stablllty 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, seeANSViP11 tauolllyy CdhM, DSB4 9 and BCSI Bull Camraanant brm Safety lnalonavollabie from Toss Plate institute, 218 N� Lee Street Suite 312, VA 6904 Parke East Bled. Tampa, FL A)exontlrlo, 22314. 33610 T15168871 GRB IHIP GIRDER 8.130 a Mar 11 2018 IN ID:AJiomcsggFaOsPzA7N7zeHyei1 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-146(B)8=446(6) 16=402(B)11=-402(B)23=-111(13) 24=-111(B)25=-111(B) 27=-111(12111(B)2111(B)30=-111(B)32=-111(1 33=-111(B) 34=-111(B)35=-68(B)36=-68(B)37=-68(B)38=-68(B)39=-68(B)40=-68(B)41=-68(B)42=-68(B) 43=-68(B) 44=-68(B) O WARNING- Vedrytleage p.rimitars apd READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF)effirev. 1003s2015 BEFORE USE. G Design valid for use only with Mpelt®connectors. This design is based only upon parameters shown, and is for on individual bull ding component, not ■■ a truss system, Before use, the building designer must verify the oicalcablllN of design parameters and properly Incorporate this design into the overall bullding design. Bracing Indicated Is to buckling Individual Iweb Additional temporary and bracini WOW prevent of and/or chord members only, permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 69N Parke ECM Blvd. fabrication, storage, delivery, erection and bracing of trusses and I systems, seeANS M11 fill CNOM, DS049 and SCSI Building Component Tempe. FL 33870 Safely MOenOtbRavallpble from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria, VA 22 14, 1439 J1 1 T15168872 LOADING (Pat) TCLL 20.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip COL 1.25 TC 0.18 Lumber COL 1.25 BC. 0.02 Rep Stress Incr YES WB 0.00 Code FBC2017/TPI2014 Matrix -MP LUMBER• TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP N0.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mechanical Max Harz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Grav 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (Ild) - Max. Comp./Max. Ten. - All forces 250 (Ill or less except when shown 3x4 = DEFL. in (too) I/deft Ltd Ven(LL) -0.00 5 >999 360 Ven(CT) -0.00 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(I-Q -0.00 5 >999 240 SPACING - Scale = 1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- 1) Wind: ASCE 7-10; Vull65mph (3-second gust) Vasd=128mph; TCDL=4.2psQ BCDL=3.Opsf; hl5ft; B=74ip L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCil18; MW FRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing platecapable of withstanding 4lb uplift at joint 3 and 140 lb uplift at joint 2. Joaquin Velez PENo.88182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING-VerlrVaeargnpeiameremana READ NOTES ON THIS AND rNCLUDEOM?EKREFERANCEPAGEMq- 73.,. 1"i✓20168EFORE USE. Design valid for use only with MITeM connectors. This design Is based only upon parameters shown. and Is for an Individual buliding component, not a truss system. Before use, the building designer must verify the applicability of design ppromoters and properly Incorporate This design Into the overall building design. Bracing indicated b to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s always repulred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance. regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU19II Ouall CModn, D$049 and BCSI Bolding Component Safety Infeenationa Noble from Truss Plate Institute, 218 IN Lee Street Suite 312, Alexandria, VA 2231 A 6904 Parke East Blvd. Tampa, FL 33610 Job. Truss Truss Type Oty Ply MANOR 71 T15168873 Mit439 J3 JACK -OPEN 8 1 Job Refer (o IDnaO rues, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 11 2018 Mil Industries, Inc. Tue Sep 25 08:37:10 2018 Page 1 ID:AJiomcsggFaOsPZA?N?xeHyei1I.HiOfFgS9TWXJtyhrPmBOgh7goF17kz7Xo3FLIZya8V1 Scale in 1:9.4 3.0.0 —� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(L-) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TP12014 Matti Weight: ll Ito 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. REACTIONS. (Ib/size) 3=63/Mechanical, 2=172/0-8-0, 4=36/Mechanical Max Horns 2=85(LC 12) Max Uplift 3=-67(LC 12), 2= 207(LC 12), 4=-51(LC 12) Max Grav 3=63(LC 1), 2=172(LC 1), 4=50(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-4 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3, 2071b uplift at joint 2 and 51 lb uplift at joint 4. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: September 25,2018 Q WARNING-Vil l/y design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGE MIP747arev. 10092015BEFOREUSE. Design valid for use only with Mlfes® connectors, This design is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, The building designer must verify the 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. Adtlklonal temporary and permanent pi �(��� Is always required forstabllity 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, se9ANSVIPl1 Gual6ayy CMarlo, D3649 and 6C616uMlng Component Sal tnfpanaeoroyallable from Truss Plate 69N Pete East Blvd. di218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL W610 M11439 J5 (JACK -OPEN B 1 T15168874 8.130 a Mar 11 Sx4 - Scale =1:12.7 Ig 1 5-0-0 Plate Offsets (X Y)-- [2:0-1-6 Edge] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(L-) 0.11 4-7 >522 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.32 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Hoa CT) -0.00 3 r✓a Ma BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 17 to PT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 op pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IWsize) 3=115/Mechanical, 2=242/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3=-122(LC 12), 2=-278(LC 12), 4=-92(LC 12) Max Grav 3=115(LC 1), 2=242(LC 1), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15tt; B=71tt; L=35tt; eavoi Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 4-11-4 zone; porch left and night exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 278 lb uplift at joint 2 and 92 lb uplift at joint 4. Joaquin Velez PE No:@11i62 MTek USA, Inc. FL deR 6634 6904 Parke East Blvd: Pampa FL 33810 Date: September 25,2018 AWARNING- NOTESONTHISANDINCLUUEDMOEKREFERANCEPAGEMRl4Tarev.IWM15BEFOREUSE. Design valid for use only with MRela8connectom. This design Is based only upon parameters shown, and is for an Individual bull ding component, not a truss system. Before use, the building designer must veil the applicability, of design parameters and properly Incorporate Ins design into the overall bulltling design Bracing indicated is to prevent buckling of Individual hum wed and/or chord members only. Addltlanal temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldanceregarding the 6904 Parke East Blvd, fal storage, delivery, erection and bracing of trusses and truss systems; seeANSNNI Quality CMelli D5549 and SCSI BuldND Component Tampa, FL 33610 Solely Informatiorgvollable from Truss Plate Institute. 218 N, Lee Street, Sulte 312. Alexondrla, VA 22314 Job Truss Truss Type City Ply MANOR 71 M11439 J7 JACK -OPEN 24 1 T15168875 Jab Reference (optional) lnamoers. Inuas, Inc., hon rlerce, hL 3x4 = 8.130 s Mar it 2018 MiTek Industries, Inc. Tue Sep 25 99:3/A l 2Ulu Page 1 ID:AJiomcsggFaOsPzA?N?xeHyeil l-Iv_1 SATIEDfAV6G1 zTifiuXoi@C1 TONgOLugOya8Vs Scale: 3/4°=1' 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.09 4-7 >976 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.18 4-7 >451 240 SCLL 0.0 Rep Stress Inch YES WB 0.00 Hoa(CT) -0.00 3 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wiril 0.17 4-7 >497 240 Weight: 231b Fr=20% LUMBER- BRACING - TOP CHORD 20 SP M 30 TOP CHORD Structural wood sheathing directly applied Or 6-0-0 OD purlins. BOT CHORD 20 SIP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=165/Mechanical, 2=315/0-8-0, 4=88/Mechanical Max Harz 2=161(LC 12) Max Uplift 3=-152(LC 12), 2=-21 O(LC 12), 4=-12(LC 12) Max Gmv 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 Ito uplift at joint 3, 210 lb uplift at joint 2 and 121b uplift at joint 4. Joaquin Velez PE Ma.68182 MiTek USA, Inc. Fl- Carl 6634 6904 Parke East S!ad. Tampa FL 33610 Date: September 25,201 S Q WARNING-Verlrydeslgn Parameters antl READ NOTES ON MMANDWCLUDED UREKR£FERANCEPAGEMN747a rev. 10%T11018 BEFORE USE. Design valid for use only with Mirelys connectors. this design is based only upon parameters shown, and is for an Individual bulIdIng component not a truss system. Before user the building designer must very the appllcability of design parameters and properly Incorporate this design Into the overall bulidIngdesign. Bracing Indicated lstoprevent buckling ofhalvltlualtruss web and/or chord members only. Additional temporary and permanentbracing He[ s always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance recal ing the fabrication, storage, delivery, eactlon and bracing of trusses and truss systems, seeMi 11 Quality Cmeaa, DR49 and all Bulding Component I Parke East Blvd. Safety Informallorravolldble from Truss Plate Institute, 218 N. Lee Streef. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 1439 IKJ7 I DIAGONAL HIP GIRDER 14 1 I T15168876 LOADING (psi TCLL 20,0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 3x4 = NAILED 5.8.11 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TIC 0.25 Lumber DOL 1.25 BC 0.28 Rep Stress Inch NO W B 0.40 Code FBC2017/TP12014 Matmi REACTIONS. (Ialsize) 4=111/Mechanical,2=601/0-10-15,5=362/Mechanical Max Harz 2=161(LC 21) Max Uplift 4=117(LC 8), 2=574(LC 8), 5=-443(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1031/1087 BOT CHORD 2-7=-1148/990, 6-7=-1148/990 WEBS 3-7=-298/284, 3-6=-1044/1211 NAILED NAILED DEFL. in floc) I/deft L/d PLATES Vert(LL) 0.09 6-7 >999 240 MT20 Vert(CT) -0.06 7-10 >999 240 Horz(CT) -0.02 5 n/a n/a. Weight: 39 Ito Scale = 1:21.2 GRIP 244/100 PT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; hil B=71ft; L=35ft; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Its uplift at joint 4, 574 Ib uplift at joint 2 and 443 Its uplift at joint 5. 6) "NAILED" indicates 3-1 Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4_ 54, 5-8=-20 Concentrated Loads (Ib) Vert: 11= 3(F=1, B=-1) 12=-76(F=-38, B=-38) 13=-7(F=-3, B=-3) 14=-20(F=-10, B=10) 15= 89(F=-34, B=-34) Id Joaquin Velez PE No.96162 MTak USA, Inc. FL Con 6634 8904 Parke East Blvd. Juripa FL 33610 Date: September 25,2018 O WARNM'G-VmKy Ceeign paremerereentl REAONOTES ON ME AND WCLUOEOM?EKREFERANCEPAGEM*74n3re local BEFORE USE. Design valid for use only with Mitelrb connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicabll IN of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Isto prevent buckling of individual truss web and/of chord members only, Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPI I Guallh Crfti D6649 and Ill Building Component 6904 Parke East Blvd. Salary Inlorrrrallonovallable from Truss Rate Institute, 218 N. Lee Sheet, Suite 312, Alexantlria. VA 22314 Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13j4 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. LT For 4 x 2 orientation, locate plates 0-1hdl from outside edge of truss. This symbol indicates the. required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plata Connected Wood Truss Construction. DSB-89: Desl h Standard for Bracing. BCSI: Bullglhg Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, Numbering System I 6-48 I dimensioscale) sixteenths III (Drawings not to scale) 1 2 3 TOP CHORDS 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 NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved e MiTek� MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A Generdl Safety Notes Failure to Follow C&Id Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing;. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5Cut members to bear tightly against each other. 6Place plates on each far@ of truss at each joint and embed fully. Knorr 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. 8Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unlessexpressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and Is the responsibility of truss fabricator General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum blaring requirements. 12. Lumber used shall be of th@ species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14, Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted.. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer 17, Install and load vertically unless indicated otherwise. 18, Use of green or treated lurnper may pose unacceptable environmental, health or performance risks. Consult with project engineer before us@ 19. Review all portions of this @sign (front, back, words and pictures) before use. Clewing pictures alone is not sufficient. 20Design assumes manufacfUre In accordance with ANSI/TPI 1 Quality Criteria.