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RE: M11439 MiTek USA, Inc. MANOR 71 6904 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/TP12014 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 This package includes 16 individual, dated 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 t6 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T1864737 a 11/13/2019 2 T18647373 al 11/13/2019 3 T18647374 a2 11/13/2019 FILE COPY 4 T18647375 a3 11/13/2019 5 T18647376 6 T1864737 a4 a5 11/13/2019 11/13/2019 7 T18647378 a6 11/13/2019 8 T18647379 9 T18647380 a7 In 11/13/2019 11/13/2019 REVIEWED FOR 10 T18647381 bha 11/13/2019 CODE COMPLIANCE 11 T18647382 grb 11/13/2019 12 T18647383 jl 11/13/2019 ST. LUCIE COUNTY 13 T18647384 j3 11/13/2019 14 T18647385 j5 11/13/2019 BOCC 15 T19647386 j7 11/13/2019 16 T18647387 kj7 11/13/2019 The truss drawings) 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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 ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were 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 o these designs. MiTek has not Independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly Incorporate these designs into the overall building design per ANSI/rPI 1,.Chapter 2. IofI Walter P. Rnn PE No.22839 MiTek Usk Inc. R. Cart M 601 Parke East Blvd. Tampa R. 33610 November 13, 2019 nMa Finn, Walter Job Truss Truss Type Oty Ply MANOR 71 T18647372 M11439 A Common 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Wed Nov 13 07:41:53 2019 Page 1 4.00 12 414 = Scale = 1:59.3 1�2 1b 3x4 = 3x6 = 6x8 = 2x3 It 3x4 = 3x4 = 3x4 = 3x6 = 77-9--133 I 3-S2 { 8-80--40 2S7-S3-O0 7-09SS3 Plate Offsets (X Y)— 12:0-1-14 Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.33 Ved(LL) -0.13 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ved(CT) -0.2514-15 >999 240 SCLL 0.0 Rep Stress Incr YES WE 0.52 Horz(CT) 0.02 14 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2— 179(LC 10) Max Uplift All uplift 1001b or less at joint(s) 12 except 2=-470(LC 12), 14=904(LC 12), 10=-106(LC 12) Max Grev All reactions 250 lb or less at joint(s) except 2=731(LC 1), 14=1562(LC 1). 12=342(LC 22), 10=266(LC 22) FORCES. (I e) -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 root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=71ft; L=35ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-" to 2-6-0, Interior(1) 2-6-0 to 17-". Exterior(2) 17-6-0 to 21-0-0 mne;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 10.0lost bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (jt=lb) 2=470, 14=904, 10=186. Wafter P. Finn PE No.22839 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Job Truss Truss Type Cry Ply MANOR 71 T78647373 M11439 At Common 7 1 Job Reference (optional_ unamoers i was, mc., ran rierce, M mil us mar n zula ml l ex nausmes, mc. wea mov la Vr:9l:o4 zula raga) 61 b Scale-1:59.5 4.00 12 415 = 6 17 .- 15 '"" '"' 14 12 3zfi = 2.3 II 4x6= 3xe = 2x3 II 3.6 = 3x9 = 4x6 = LOADING. (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/rP12014 CSI. TC 0.72 BC 0.76 WB 0.68 Matrix -MS DEFL. Vert(LL) , Vert(CT) Horz(CT) Wind(LL) in (too) Well Vd -0.31 14-15 >999 360 -0.6514-15 >646 240 0.13 10 We n/a 0.3514-15 >999 240 PLATES GRIP MT20 244/190 Weight: 166111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-9-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1424/0-8-0, 10=142410-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-868(LC 12), 10=-868(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=-208B/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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.2psf; BCDL=3.Opsf; h=15ft; B=71tt; 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 17-6-0, Exterior(2) 17-6-0 to 21-0-0 zone;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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members, 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 ft=lb) 2=868, 10=868. 6) Hanger(s) or other connection device(s)shall be provided sufficient to support concentrated load(s) 75 lb down and 70 lb up at 15-0-0, and 75111 down and 70 lb 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 Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54, 6-11=-54, 18-21=-20 Concentrated Loads (Ib) Vert 26=-75 27=-75 Walter F. Finn PE No.22839 MI ek USA Inc, FL Cart8634 9904 Parke East Blvd. Tampa FL 3361D Date: November 13,2019 ,&WARNING-Ver/fy Ceslgnparomerem and READ NOTES ON MIS AND INCLUDEOMREKREFERANCE PAGE M6IMn,v. 1DAUEZ015 BEFORE USE. •' Dedgn volitl for use oNy wIM MRels� connectors. IDls design b based only upon porameten shown. and Is for on mtllvitlual bustling component, not a trusssystam. Before —Me bu'd gdesigner mrstvea(yth9 opp9cabeMy of design po'amet0"-d property Ncorporote tnb tlevgn Into me overall b611Cing design. Bracing lntlicatetl is to prevent buckling of IndMdual truss web and/or chard members only. Atldiff Itemporaryantl permanent bracing iviiTek' Ls always required for stability and to preventcollapse wimpadble personal lnlury and property damage. Fergana, gultlance regartling the fabacanan. storage, de1Nery, erectlon and bracing of busses and toss systems see�N3UfP11 Cuoltly GMM M.DSM and BCSI9Wdmp Comppnmt 6904 Perks East BNd. sabf r mfomralbrxrv.liablefrora Tnlss Plate Ins1DWe, 218 N. Lee Sfreet, Salta 312, Alexandea. VA 2314. Tampa, FL 33610 Job Thus Truss Type OtY Ply MANOR 71 T18647374 M11439 A2 Roof Special e 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s mar 112UIU MI I OK maustries; inc. Wea Nov 1a el 4.00 ft2 4x5 Scale=1:60.3 t2 15 14 3x5 = 2.3 II 5x8 = 2.00 12 3x12 13-7-8 17-6-0 G1-1-212 35-0.0 &0.8 593R5 11-9 2fi1g &2-7 Plate Offsets (X Y)-- [2:0-1-8 Edrel [8'0-3-0Edael [10:0-1-15 Edoel [14:0-2-4 0-2-81 LOADING (pso SPACING- 2-M CSI. DEFL. in (too) Vdeff LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) -0.58 12 >725 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.0712-21 >393 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.39 10 n/a n/a BCOL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.80 12 >527 240 Weight: 162 lb 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 1 Row at midpt 7-13 REACTIONS. (lb/size) 2=1349/0-8-0, 10=134910-8-0 Max Horz 2— 179(LC 10) Max Uplift 2=-825(LC 12), 10=-825(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3317/2151, 3-5=-2562/1755, 5-6=-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=01302, 3-14=-804/562, 5-13— 357/270, 6-13=-730/1177, 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=15ff; B=71f ; L=35ft; eave=5ft; 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, Extedor(2) 17-6-0 to 21-0-0 zone;C-C for members and forces & 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 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 3E-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 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 (jt=1b) 2=825, 10=825. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 13,2019 Q WARNING- Verity design paramefanendREAD NOTEa ONTN/SANDINCLUDED MIrEKREFERANDE PAGEMM1)4TJmv.IMlffiefSBEFORE USE Deagn valltlfor use only w101 MOeI� connectors. IDis tleslgn Is based only upon parameters shown, and Is for an Individual bulltling component, not ��- a iruv system. Before use, the bulldNg tledgner mustvedry Me bppllcab0lty of tleslgn parameters and progeny Incorp«pte fhb tleslgn Info me overall bulltling tleslgn Bracing Ndlcatetl bto prevent bucWing of lntlivltlupl imss webantl/or choltlmembersoNy. Additional temporary and permanent bracing M(Tek b alwpya required for stco lliy antl '.Preventcollapse with possible personal Injury antl property tlpmage. For general gultlance regprtling the o dNp Compononl fobricollon, storage, delivery, erection antl bracing of trusses and truss aystems, SeaANSUIP11 GupIIN CaNtla, We 9 and 5 toad 0 fi904 Parke East Blvd. Spbty inlomlplbmva0obie hom T. Plate Irssfm.. 218 N. Lee Street, Su6e 312 maxand". VA 22 14. Tampa, FL 33810 Jab Thus Truss Type Qry Ply MANOR 71 T18647375 M11439 A3 Hip 1 1 Job Reference o floral Chambers Truss, Inc., Fort Pierce, FL 6.130 s Mar 11 201B MiTek Industries, Inc. Wed Nov 1307:41:56 2019 Page 1 ID:AJiomcsggFaOsPzA7N7xeHyeill-pnx?ZVJhQ2x23vJ2F00_UUfP4Zn6L1tQg1 HfwkEyJfIP 1-0.0 7-7-15 117-8 1 17.0.0 81 '0-92&11-12 28-9-9 I 35-0.0 36-0-0 -0- 7-7-15 5-11-9 3-48 0--0 5-11-12 2.943 e-2a -aD Scale =1:62.3 4.00 12 44 = 4Xa = 6 7 17 16 3X4 = 2.3 II 5XB = '3X6 c 3X12 = 3x5 = 2.00 12 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.71 Lumber DOL 1.25 SC 0.97 Rep Stress Incr YES WB 0.86 Code FBC2017/TPI2014 Matrix -MS OEFL Vert ILL) Vert(CT) Horz(CT) Wind(LL) in (loc) VdeB Ud -0.58 13-14 >721 360 -1.06 13-14 >395 240 0.39 11 n/a n/a 0.8013-14 >526 240 PLATES MT20 MT18HS Weight: 169 lb GRIP 244/190 244/190 for =20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 act bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt B-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Horz 2=175(LC 11) Max Uplift 2=825(LC 12), 17=825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3318/2236, 3-5=-255a/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, 16-17=-2010/3111, 16-16=-1531/2419, 14-15- 1319/2240, 13-14=3269/5065, 11-13=3578/5413 WEBS 3-17=0/304,3-16=-807/565,5-15=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 mof 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; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-6-0, Intedor(1) 2-6-0 to 17-M, Extedor(2) 17-0-0 to 18-0-0, Interior(1) 22-11-6 to'36-M zone;C-C for members and tomes & 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 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 ANSVrPI 1 angle to groin formula.. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=825, 11=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 8634 69U Parke East Blvd. Tampa FL 33610 Data: November 13,2019 Q WANNING-Veritydes/gn pemmafem end READ NOTES ON TNISANDINCLBDEDMI KBEFEMNCEPAGEM*74m rev. fasW/IGiSBEFOBE USE. Design valid tar use cnlywHh MrekO connectors. This design b based oniy upon parameters shown, and Is for an IndMdual bullding component, not ��• a truss system. Before use, the building designer must verify the applicability of design paremeters and properly Incorporate this design Into the overall building design. Bracing Intlkated Is to buckling of lndMdual buss web antllof chord members orty. Additional temporary and permanent bracing MiTek' prevent Is always requlred for stobllHy, 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 QuotNByy CrBnb, DSB-89 and BCSI Building Component 6904 Parke d East BIv_. Tampa, FI.. 33610 So/ey Inlormatbrxrvaaable from Truss Plate InstlMe, 218 N. We Sheet Suite 312. Alerl¢ xcr VA 22314. Job Truss Truss Type Oty Ply MANOR 71 T1B647376 M11439 A4 Hip 1 1 Job Reference o tiodel Chambers Truss, Inc., Fort Fierce, FL 6J30a marnmro rvn i nn nmusmus, u,c...au no., 001.11-1 w,o,oeo, ID:AJiomcsggFaOsPzA7N7xeHyell l-HzVNmsc2pFAwXSdRZjvlliivPBSSmMTzGnOTGgyJHO 7-7-15 13-7-8 15.0-0 zo-o-o 23-11-12 2fi-9-9 35.0.0 6-0- -0. 7-7-15 5-11-9 1-4-8 5-0-0 3-11-02 2.9-13 8-2-7 -0. Scale v 1:62.3 4.0012 48_ Us= 3x4 4 5 6 7 5x8 2x3 5xB 8 5xS MT78HS C 4 25 2fi 9 10 3 m ah 24 27 _ 2 13 11 121' ^1 14 7x6 MT78HS = ' sda 15 4x8 = 17 16 3x4 2#3 US= 3xi2 = US= 2.00 12 77 153-71-8-. _ 23-11122 1 I 7-9 -0 500 3-11- 2G-3I 8520.d15 Plate ONsets(XY) [2.016Edgel [S:O-1-40-3-0][3:0-0-00-1-12] [6.0-5-40-2-01 [10.0-4-OEdgel [1t0-1-15Edae1 [l6:0-2-40-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (lac) Well Ud PLATES GRIP TCLL 20.0 Plate GOP 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 VBn(CT)-0.9913-23 >423 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.36 11 n/a We BCDL 10.0 Code FBC2017frP12014 Matdx-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 24-13 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 WEBS 1 Row at midpt 8-14 REACTIONS. (lb/size) 2=1349/0-8-0, 11=1349/0-8-0 Max Ho¢ 2=155(LC 11) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) 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, e-9=-5229/3788,9-11=-5692/4100 BOT CHORD 2-17=-2144/3109, 16-17=-2144/3109, 15-16=-1635/2413, 14-15=-1547/2362, 13-14=-0431/5004, 11-13=.3821/5419 WEBS 4-17=0/301, 4-16=-806/577, 5-15= 225/264, 6.15=-239/292, 6-14=-476/680, 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=.4.2psh 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(l) 2-6-0 to 15-0-0, Exterior(2) 15-0-0 to 20-0-0, Intedor(1) 24-11-6 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 pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 11 considers parallel to grain value using ANSVTPI 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 1001b uplift at joint(s) except jt=lb) 2=825, 11=825. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 13,2019 AWARN/NO-VeritydadgnpammetenmdREADN0TE5ONTNSANDINCLUOEUMREKREFERANCEPAGENM174TJ ay.l6Mi p15BEFOREU56 DeslBn for use only w8h M6el� connectors. this designls based only upon poromefers shown, and is for an lntllvitlucl bulltling component,not �f ■■ valitl a buss system. Before use, the bulltling designer musfvetlfy me appilcab3hy of design parameters antl properly Inrorporale mis tleslgn Into me overall bWtling design. &acing-ndlcatad b to preventbuc3ing of lndNltlual imaweb and/orohord members oNy. Atltlllbnal temporary and permanent braGng MiTek' b always requtred forsfab7ity and to prevent collapse with paable personal inksn, on, properly comaas For general Buldaneans ertling the tobticonon, storage, tlelNary, erection and brocNg of pusses and inns systems seeANSURII CYOIM Cr6edo, OSf1d9 and 5C318W6Ng Component sodf. Mfosm stbsavallabl. from Truss P". Insfl . 218 N. Lee Sheaf SuBe 312, Abxondda. VA 22 14. 69oa Palle East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply MANOR 71 T78647377 M11439 A5 Hip 1 1 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 112018 MiTek Industries, Inc. Wed Nov 13 07:41:58 2019 Page i ID:AXomcsggFa0sPz47N7xeHyei1l-IA3m_BdgaYlm9cCe7ROya4F3vaohVp17Ub8lo7ydflN 1.0.0 7-7-15 13-0-0 13he 77-fi-0 22.0.0 12311-12� 26-9-9 35-0.0 38-0-0 -0- 7-7-15 5.41 3� 41-17-12 2-&13 8-2-7 Scale = 1:61.3 4.00 ax6 II' 3x6 = 3z4 = 45 = 44 4 5 24 625 26 27 7 8 75 14 ..._....._.._ 3x5 = 2x3 II 5x12 = 2.00 12 3x12 7-7-15 /3-7-8 22.0.0 23-11.12 26-&9 35-0-0 ' 7-7-15 371-9 a.48 1-11-12I _2-9.13 32d Plate Offsets (X Y)- L2.0-16 Edgel 14:0-3-00-2-81 f10:0-1-15 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.53 12 >799 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ved(OT) -0.99 12-21 >426 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.35 10 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MS Wind(LL) 0.72 12 >580 240 Weight: 160 lb 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 or2-4-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-Doc bracing. REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2=-136(LC 10) Max Uplift 2=625(LC 12), 10=-825(LC 12) FORCES. (lb) -Max. CompJMax. 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, 76=372812795, 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=3922/6422 WEBS 3-15=0/288, 3-14=-756/612,.6-14=.9531755, 6-13=373/685, 7-13=-697/994, B-13=-2051/1540,8-12=-1293/1901, 9-12=-474/482,5-14= 381/608 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDLA.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 Exterior(2) -1-0-0 to 2.6-0, Intedor(7) 26-0to 13-0-0, Exterior(2) 13-Mlo 27-0-9, Interior(i) 27.0-9 to 38-0-0 zone;C-Cfor members and farces & 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 chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 wrisiders parallel to groin value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except jt=1b) 2=825, 10=825. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33810 Data: November 13,2019 Q WAHN/Na-V"'ytleslgn pammetem anJREAO NOTe6 aNTNla ANp WCLUOEp MgEK pEFERAN gEPA gEa1R)473rev. iN0.Y1a15BEFORE USE. Design valltl for use oNy wIM Mille cannecton.11ih design li based aNy upon parameters shown, pnd Is for anIndNitlml bulltling component not a fuss system. Before use, the buadNgg tlesigner mudveriry ttse appllcabllM/ of tleslgn parameters ontl properly Incorporate inb tleslgn Info the overall bueding tleslgn• &adng Ntll. -clbto prevent bucWing of NtlNitlualtuss web and/or chord members only. Atltlitlanal femporory and permanent bracing MiTek' B always requnx! for Stability and, . prevent _,I.Pse wnh possible personal Injury and propedy tlampge. For general gultlance regarding me fobticanon, storage, deity ry erection and brodng of trusses and huss systems, seeANSUR11 Guallh CM�do,'SB-09 and aC9i Buadhsg Component 6904 Parke East BNd. Sobty Inlamrafbmvallable from Truss Plate Inetltufe, 218 N. Lee Street, Sulfa 312, Alexandria, VA 22 14, Tampa, FL 3381 0 Job Truss Truss Type Oly Ply MANOR 71 T78847378 M11439 A6 Hip 1 1 Job Reference (national) unamoers I russ, Inc., ran rierce, M 5xB = 3x5 = 4.OD f12 4 5 24 25 ID:AJIommggFaOsPzA7N7xeHyei l l-DMd8BxelLsOdmmngh8XB61oE0_80EIvGjFtaLZyJflm 24,0.0 26-8-1 35.0-0 36-0.0 n 5-0-8 2-8-1 H— &3.15 .0-0 Scale-1:61.3 3x4 = 5x8 MT78HS= 6 26 7 N 0I2 w 15 14 13 o r 3a6 = 2x3 11 3x4 = Sx8 = 2.00r12 3x12 = 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 0.73 BC 0.97 WB 0.62 Matdx-MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) In (loc) I/dell Ud -0.56 11-12 >748 360 -1.0311-21 >408 240 0.36 9 n/a n/a 0.78 11-12 >542 240 PLATES. MT20 MT18HS Weight: 162 lb GRIP 244/190 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-3-13 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, 9=1349/0-8-0 Max Hare 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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, 5-13=-8331718, 5-12=-896/1276, 6-12=-675/575, 6-11=670/1004, 8-11=-440/553, 7-11=-997/1469 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=15ff; B=71tt; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(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 gapDOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcumedt 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 rectangle3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 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 lb uplift at joint(s) except (jt=lb) 2=825, 9=825. Walter P. Finn PE No.22039 MTek USA, Inc. FL Cad 6634 69D4 Parke East Blvd. Tampa FL NOV) Date; November 13,2019 A WARNU/G-yerMy des/gnpemmerem antl READ NOTE50N TR0eAN0 INCLUDED MREKR5F n MCE GAGE as "a rev.'" 0r5 BEFORE USE Deslgn far MRok® connectors: this tleslgn Is based only upon parametea shown andIs for an IntlNitlual bulltling component, not �l- valId use only v4tn a buss system. Before use, the bulltling de signer must vad the applkablliry of tleslgn parameters antl propetly Incorporate this tleslgn Info the overall lid design. Bracing Indlc.ted Is to prevent buckling of Intllvltlual truss web and/chortl members only, Addlilonal temporary antl permanent bracing Welk' Is always reaulretl for stob1, and fo prevent collapse wim possible personal Injury antl propeM damage. For general gultlonce mgartling Yne fabacatlan, storage, delNery, erection antl bracing of trusses and buss systems. SeeAN31/I911 Quallh CMada, OSB•B9 antl BCSI BuUdlnp Companml Sally mlomlalbllwollable ham Truss Plate I .tfufe, 218 N. Lee Street. Suite 312 Alaxond b, VA 22 14. 6904 Parka East BNd. Tampa, FL 33610 Job Truss Truss Type Illy Ply MANOR 71 T78647379 M11439 A7 Hip 1 1 Jab Reference (optional) unamoers i russ, no., ron rierce, rc o. .. .,.,,, ,.�� o.. �.,,.,..,,..__1 .I ............... ... _... ID:AJIomcsggFaOsPzA7N7xeHyeiI1-hYBW Ptew6AYUOwMOF2IlfVKW gOclzmaIlyv 4.00 12 4x8 2x3 II 3x6 = 3x4 = 4 526 6 7 27 4xB = 2x3 8 9 Scale=1:60.5 so , 30 = 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Gdp DOL 1.25 TC 0.30 Lumber DOL 1.25 BC 0.41 Rep Stress Incr YES INS 0.53 Code FBC2017/TP12014 Matrix -MS DEFL. ven(LL) Ven(CT) Horz(CT) Wind(LL) in (too) Vdefl Vd -0.13 12-23 >999 360 -0.29 12-23 >894 240 0.03 10 n/a n/a 0.13 12-23 >999 240 PLATES GRIP MT20 244/190 Weight: 1611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structuralwood sheathing directly applied or 5-8-3 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-15 REACTIONS. (lb/size) 2=362/0-8-0, 15=1620/0-8-0, 10=716/0-8-0 Max Horz 2=97(LC 11) Max Uplift 2=-256(LC 12)„15=-933(LC 12), 10=-460(LC 12) Max.Grav 2=390(LC 21). 15=1620(LC 1), 10=731(LC 22) FORCES. (Ib) -Max. CompJMax. 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=546/514, 8-9=-1155/896, 9-10=-1409/1091 BOTCHORD 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=-942f713, 5-15=-326/367, 7-15=-1554/1143, 7-14=-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=4.2pst BCDL=3.Opsf; h=151t; B=71ft; L=35N; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.l8; MWFRS (directional) and C-C Exterior(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, Intedor(1) 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 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) 2=256. 15=933, 10=460. Walter P. Finn PE No,22839 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 ®WARNING-Verlodea"m peremefemeedOEAO NOTEa ON7N/S ANOINCLUOEO MREKREFERANCE PAOEMIF747a rev.'QM34pra BEFORE USE Cosign valltl for use only wah MReda m ctors ID tledgn Is based only upon parameters shown, and Is far on Individual bulltling component, not o huv system. Before use, the tiulltlin8 tlesigner must verify the applicability of tlesign parameters antl properly Incorporate mis tleslgn Info fhe overall bulltlln8 tleslgn. Brpdne lndicat dbfo prevenfbucklln9ofhdivltlualfiuss web antl/ or chortl members only. Atltlitbnal temporary and permanent bracing MiTek' Is always mqulretl for sfabllMano to prevent collapse wnh possible personal lnlury antl prapeM damage. For genercl8uldance regartling the fabrication, storage, tlelivery, erection and brocing of busses and truss systems, seeANSIy1Pi1 Q..IlXy Cdbdp; DSB-39 and SCSI SodIn0 Component 6904'PaMe East BNd. SaloN Infonnatbnovalloble from Truss Plate Institute, 218 N. Lee Street. Sure 312, Alexandria, VA 22314. Tampa, FL U610 Job Truss Truss Type Cry Ply MANOR 71 T78647380 M11439 B Roof Special 7 1 Job Reference o tional .m omo oa�a � Unameers Truss, Inc., Yen Fierce, FL 6.1006 rv,ai miu n,. c num,nw .n.. ..................�_.�. __.- . 5. ID:AJIcmosggFaasPzA7N7xeHyei 11-911 ucOfYtTgLO4xDoZafBjtcPop0i9eZAZMhP RyJflK 'h0- 6.7-10 72-17-i ,17-fi-0 23-11-12 26.9.8- 350.0 6-0- 1-0- 8-7-10 E&7 4-6-15 8-5-12 2-9-12 8-2-8 Scale = 1:60.3 4.00 12 5x10 = 3x4 11 6 7 3x4 26 27 5x6 46 % 5 46 8 4 9 2z3 2x3 J 10 3 25 28 13 11 12 :,ry7 2 ;4 7xe MT18H3= jay' 7 d 18 17 16 18 6x10 = 15.7.0 3x4 = 4x6 = 4x10 = 3x4 II 2.00 72 3z12 = 3x5 = 9-11-12 17-6.0 19-5.0 23-71-12 26-9-8 29-0-0 35-0-0 9.11-12' 7-fi-4 1-11-0 4-e-12 2.9-12 Plate Offsets (X Y)-- f2.0-0-14 Edae] 14:0-3-0 Edgel 19:0-3-0 Edge] f11.0-1-15 Edge] 114:0-4-0 0-3-41 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 VBn(LL) -0.55 13 >764 360 MT20 244/190 TCDL 7.0 'Lumber DOL 1.25 BC 0.97 Vert(CT) .1.0213-24 >412 240 MT1BHS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.38. 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.76 13 >556 240 Weight: 173lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly appliedor2-6-9 oc pudins. 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=134910-8-0.11=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 (Ib) 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=4.2psf; BCDL=3.Opsf; h=15tt; B=71ft; L=35ft; eave=5f; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-6.0, Interior(l) 2-6-0 to 17-6-0, 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 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) Bearing at join(s) 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=825; 11=825. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 0904 Parke East Blvd. Tampa FL 33619 Date: November 13,2019 Job Truss Truss Type Illy Ply MANOR 71 T186473B7 M11439 BHA Hip Girder 1 1 Jab Reference o lional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek Industries, Inc. Wed Nov 13 07:42:03 2019 Page 1 ID:AJiommggFaOsPzA7N7xeHyeil 1-67sfl vhpO5wJFN5bw_c7H8ysZbaRA4nsetmUKyJ81 lava zz-sa 1 1 ]-04 aria title 5z4p 1534 17E4 LX 216-022-0A a3ep 2560 2e40 W1a! 352: 2604 1 310-ta i 31s I zoo F-zoo r-sl zoo zaa I zna zoo�s63s1 zso 31-z I 310-u 1-o-0 o-ao Scale =1:66.6 4.00 FIT 4x4 = 12 46 14 47 16 NAILED NAILED NAILED 45 48 3x6 44 10 Special 438 NAIL 4x8-42 46 0 = s9— 3 8 NAIL 15- f ILED ;,,JJjJj1 41 ^1 2 53 54 55 56 57 58 59 34 33 32 Special NAILED 7x8 = NAILED 3x5 = NAILED 3x6 = NAILED NAILED NAILED NAILED NAILED NAILED 19 1 3><6 NAILED 2350 4x8 25 n.... 51 52 27 ,28 y, N I6 31 30 60 61 28 6 3x6 = NAILED 3x4 = 6x10 =NAILED 2840 3to-ta 7-0-0 ] e lzaa nao zz-0o zsoa 274-0 z -1t 7 31.1-z 3s44 a-to-14 31-2 e. aza 53-0 a4o aa-0 2d 7- 31-2 31p1a 049 Plate Offsets (KY)— f2'0-0-2Edael [3:0-2-40-2-0] (15.0-2-1203-81 f26:0-740-2-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ved(LL) 0.29 33-34 >906 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ved(CT) -0.32 33-34 >822 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.76 Horz(CT) 0.08 31 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 215 lb 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 N0.2 BOT CHORD Rigid ceiling directly applied or 4-7-1 oc bracing. WEBS 1 Row at midpt 9-32, 15-31, 26-31 JOINTS 1 Brace at Jt(s): 9, 15, 20,13 REACTIONS. All bearings 03-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-1087(LC 8), 27=-279(LC 26), 31=.2164(LC 8), 29=-245(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=1443(LC 1), 27=323(LC 14). 31=3029(LC 1). 29=550(LC 30) FORCES. (lb) -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=361/637, 13.15=361/637, 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, 2125— 296/145,25-26=-322/143, 26-27=4727701 BOT CHORD 2-34=-2481/3428, 33-34=-2435/3370, 32-33=-2184/3241, 31-32=-544/1121, 29-31=-5931476, 27-29=-599/492 WEBS 9-33=-142/449, 9-32= 2348/1799, 15-32=-756/1254, 1531=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; eave=5ft; Cat. II; Exp 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. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1087111 uplift at joint 2, 2791b uplift at joint 27, 2164 lb uplift at joint 31 and 245111 uplift at joint 29. WaItorP. Finn PE No.22839 MITek USA, I=FL Cod 6634 6384 Parke East Blvd. Tampa FL 33618 Date: November 13,2019 ,&WARNING- Vedrydeslgnpemmere7aand READ NOTES ON TN/SANDINCLUDED MITEKREFERANCEPAGEM147473rev. IM32015 BEFORE USE. Design valid tar use only wlm M6ekW connector' fib design Is based oNy upon parameters shown, antl is for an IndlAduol bulltling eomponenf, not �, a huss system. Befare use, the bulltling designer must verify me applicolat"y of design parameters and properly Incorporate ruts tleslgn Info the overall bulltlingdesign. Bracing Ind to is toprevent buckling of Indivltlual tru--ab and/ar chordmembersonly. Add6lonal temporary and permanent bracing Miiek' Is always required fat stabalty antl b prevent collopsa wim possl5le personal INury and propeM tla68ymyage. For general guidance regartling the and h.. and BRI BuildingComponent I. a NE. Sa/pH InbmwNonovo oNble from imh P odi InstlMe, 21B N. Lee finest, SuBe 372, Al�o�o, VaA 22314maM.069419 Tampa, FL 33610 Job Truss Truss Type Oty Ply MANOR 71 T78647381 Mi 1439 BHA Hip Girder 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 9.13U a Mar 11 ZU18 MI I eK maustnes, Inc. Wee Nov 11 u7:4e:uj xu le rage L ID:AliommggFaOsPzA7N4zeHyell 1-67sflvhpO5w3FN5bw c7H8ysZbaRA4nsetmUKyJtll NOTES- 11) 'NAILED" indicates 3-10d (0.148'x3°) or 3.12d (0.148'x3.25') toe -nails per NOS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 Ib down and 328 lb up at 7-0-0 on top chord, and 402 Ib down and 504lb up at 7-0-0 on bottom chord. The design/seleotion of such connection device(s) is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 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=-11l(F) 49=-111(f7 50-111(F) 5I= 111(F) 52=-11l(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) ®WAgNUIq-Verity tles/gnparamo(emondgEAD NDTES ONTHIS ANDWCLUOEO MREKAEFEgANCEPAGE MIF]4]3 rev. IdAa2c159EFOgE USE. OeslDn valitl for use only with Maek®connectors.'hu design Is based only upon parameters shown, and Is for an Inc Niclual IoZing component, not o truss system. aefare use, the buliding tleslgnar must verity the appllcablllty of tleslgn parameters antl orapad Incorporate MB design Into Me overall bWding design. or.. afo bucklingar lndNldual huw web antl/or chord members only. AtldlSonal femporory ontl permanent bracing T M)IBk' gIndicated prevent Is always required for s1a" and to preventcall.pse wim ppulble personal Injury antl property damage. For general guidance regardNg the 6904 Parke East Blvd. fpbdcotlon, storage, delNery, arecibn antl brooi g oltruses and tsusssystems seeAN51/IPII Cua CNnb, DSB-09 and SCSI Su0dhtp Componrrnt Tampa, FL 33610 SafNy Mi..ptbflwallable ham Tnus Hate ImtiMe. 21a N. Lee Sheet. Sulfa 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply MANOR 71 T78647382 M11439 GRB HIP GIRDER i 1 Job Reference o lional Chambers Truss, Inc., Fort Pierce, FL 6.13U a Mar 11 2U10 MI IeK maustnes, Inc. wee Nov 13 Ur:4a:uo 4u1u rage 1 ID:AJiomcsggFaOsPzA7N7xeHyell l-2W_PSbi3w BnUhE_1 PebMZ1 DGPBHexa95BKuYDyJ6G 33--110.0.14 730. 1334BO 14.&5.1155 23-2.1 28-0.0 3--17-d 35-M 16.0- 0 4 I .1-2 301-0 I I -9-75 -114 a 4.8-3 4 Scale-1:60.3 NAILED Sx12 MT18HS= NAILED NAILED NAILED NAILED NAILED Specie! 4.00 12 Special NAILED NAILED 2x3 It 3x6 = 3x8 = NAILED 30 = NAILED 5x6 3 23 24 25426 27 5 28 296 30 31 32 7 33 34 a -- 35 36 15 a7 Je 3e 4a 41 42 R 44 44 3x4 = 2x3 I NAILED 3x6 = Sx12 = NAILED 3x5 = 5xB MT18HS = NAILED 6x� 4xS = Special NAILED NAILED NAILED NAILED NAILED NAILED NAILED Specal LOADING pall) SPACING- 2-0-0 CS'. DEFL. in (100) Wall Vd TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.34 11-13 >751 360 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.7611.13 >339 240 BCLL 0.0' Rep Stress lncr NO WB 0.93 Horz(CT) 0.08 9 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MS Wind(LL) 0.3711-13 >696 240 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. (Ielsizef" 2=504/0-8-0, 14=3752/0-8-0.9=1326/0-6-0 Max Horz 2=78(LC 7) Max Uplift 2=-652(LC 8), 14=-2840(LC 8), 9=-1012(LC 8) Max Gmv 2=513(LC 17), 14=3752(LC 1), 9=1327(LC 18) PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 155 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. WEBS i Row at micipt 6-14. 3-14 FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-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=336/704, 14.1fi=-8761744, 13-14=-612/1267, 11-13=-1937/2770, 9-11=-2245/3137 WEBS 3-16=-646//42, 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=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; 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 10A pat bottom chord live load nonconcumant 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 lb uplift at joint 2, 28401b uplift at joint 14 and 1012lb uplift at joint 9. 8) "NAILED" indicates 3.1 Od (0.148'x3') or 3-12d (0. 1 48'x3.25') toe -nails per NDS guldlines. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 193 lb down and 316 lb up at 7-M. and 193lb down and 316 lb up at 28-M on top chord, and 402 lb down and 419 Ile up at 7-M, and 402 Ib down and 504lb 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 Increass=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 17-20=20 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Q WARNING-Vedry des/9nNerera and BEAD NO7E3 ONANO MCLUOED MmEK NEFERANCE PAGE M67473rev. iWD.Y10r5 BEFORE USE Design valid for use only Wm Mnex®conneclos.ID15 tleslgn b based only upon pbiameters shown, anti Is far an IntllvMual bu0din9 component. not ��- a puss system. Before use, the bulltlln9 designer must vertiy the applicoblllry of tleslgn Parameters entl properly Incorporate Mls tleslgn Into the overall bulltlln9 ded9n.&acNg lndlcafed isMprevent bu.YJN9 oflndMdual hussweb and/ar cnordmembers only. Addmonel femporory entl permanent bracing MTek' b always requked for sle1:0 and b prevent collpp5e wnh Pos4ble personal in)ury entl propeM tlbmo9e. For general gWtlwce re9ortlln9 the fabdcetlo, storogo delNei. erection old bracing of losses entl toss systems saeANSVIP11 Cuomy CMrrda. DSe29 and SCSI Su3dNp Compon.nf 6904 Palle East BNtl. saf.ry h/prlrlatbapvo, b,. tom Truss P ei. Immume 216 N. Lee Street. Sun. 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY Ply MANOR 71 T78647382 M11439 GRB HIP GIRDER 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industnes, Inc. Wed NOV 13 07:42:eb 2u19 rage 2 ID:AJiomcsggFaOsPrA7N7xeHyeill-2W PSbi3wiBnUhE_l PebMZ1 DGPBHexa95BKuYDyJHG LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3_ 146(B) 8=-146(B) 16=-402(B)11=-402(B)23=-111(B)24=-111(B)25=-111(B)27=-111(B)28=-111(B)29=-111(B)30— 111(B)32=-111(B) 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) Jab Truss Truss Type Oty Ply MANOR 71 T16647383 M11439 J1 JACK -OPEN 8 1 Job Reference (optional) -- Chambers Truss, Inc., Fort Pierce, FL daau s man r zure No lax muustnes, inc. vveu rvuv iu vnrc.va cv,a Paee , ID:AJiomwggFaOsPZA?N7xeHyell l.2W _PSbi3wiBnUhE_l PebMZ1 PYPOGe9495BKuYDyJ9G -1-0.0 1-0-0 1-0-0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.18 Ved(LL) -0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Ved(CT) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Hom(CT) 0.00 4 n/a n/a BCDL 10.D Code FBC2017/TPI2014 Matrix -MP Wind(L-) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (fib/size) 3=9/Mechanical, 2=118/0-8-0, 4=0/Mtechanical Max Horz 2=48(LC 12) Max Uplift 3=-4(LC 9), 2=-140(LC 12) Max Gmv 3=10(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale -1:6.1 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.DpsY h=15ft; 8=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; 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 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 41h uplift at joint 3 and 140 lb uplift at joint 2. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 8904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 ®WANNWG-Vedlydeslgnpemmefemand RE DNOMS ON PUSANDWCLUUEDM?EKNEPEHANCEPAGEMlF74M ev.I 2015eEfaNEUSE. Desgn valid for use only with MTeke9 connectors. This design Is based only upon parometersshown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verity the appllcablliry of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing lndiaoted is to prevent buckling of lndiv dual truss web and/or chord members only, Additional temporary and permanent bracing MOW Is always rewired for stobllily, and to prevent collapse with posvtoo personal INury and property damage, For general guldonce regarding the 6904 Parke East Blvd. fabOcoHan. storage, delNery, erection and bracing of tosses and thus systems seeANSI/IPII CuaW CNaM, D3549 and BCSI Bu9ding Component Tampa, FL 33610 SaloM Nfoenalbrxrvaeoble ham Tnm Plate InstiMe. 218 N. Lee Sheet, Suite 312 Alexandria VA 22314. Job Truss Truss Type Oly Ply MANOR 71 T78647384 M11439 J3 JACK -OPEN 8 1 Job Reference o lional unamoers I mss, Inc., non Tierce, nL 3x4 = a. IOU a ivlar I I cu,o run UN u,uwu m- WUu,mr ,o . c.a„ I D:AJiomceggFaOsPzA?N?nHyei l l-W iYnf4hhWe6rpAb69qumaYZph6NcKIKr4S4fyJflF k Scale = 1:9.4 3 0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 7.0 'Lumber DOL 1.25 BC 0.30 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' 'Rep Stress Inor YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 11111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63fMechanical, 2=172/0-e-0, 4=36/Mechanical Max Harz 2=85(LC 12) Max Uplift 3=-07(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. (lb) - Max. CompJMax. 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; 13=71111; L=351t; save=51t; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-4 zone;, porch left and night 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 20.0psf 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. r 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 67 lb uplift at joint 3, 207 lb uplift at joint 2 and 51 lb uplift at joint 4. Waller P. Finn PE No.22839 NTek USA, Inc. FL Cart 6834 690E Parke East Bind. Tampa FL 33610 Date: November 13,2019 Q WARNING -Vedrydest9n parametersand READ NOTES ON iN/SAND INCLUDED MREKREFERANCE PAGEMP-7473mv. 1a99/2015BEFORE USE. D9slgn valid for use only with Mnek® connectors. ihb design Is based only upon parameters shown. and Is for an Individual bulldinB component, not �`- ■■ a truss system. Before use, the building designer must verity the oppllcablllN of design parameters and properly Incorporate this design Into the overall building design, Bracing lndlcated is to buckling of Individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcalion storage, delivery, erection and bracing of trusses and truss systems s usANSVrIrII Quo'BryCriteria, DS049 and SCSI Building Component Tampa, FL 33610 Safety Informatbrpvalloble from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexondrla, VA 22314, Job Thus Two Type Oty Ply • T78647385 M11439 J5 JACK -OPEN 8 1 �MANOR71 Jab Reference (optional)_ Chambers Truss, Inc., Fort Pierce, FL 8.130 a Mar 11 2018 MiTek Industries, Inc. Wed Nov 13 07:42:072019 Page 1 ID:AJIommggFaOsPzA?N?xeHyeill-_v69tGkJ5JRVk70M9gh3R_7ikDOz63aSZVp?d5yJ8E 3x4 = Scale =1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.32 Vert(LL) 0.11 4-7 >522 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.OS 4-7 >999 240 SCLL 0.0 ' Rep Stress Incr YES WEI 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 17 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (I olsize) 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 Gmv 3=115(LC 1), 2=242(LC 1).4=87(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.Opsh h=15f ; 13=71f; L=35f ; eave=5f; Cat. II; Exp C: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0to 2-6-0, Intedor(1) 2-6-0 to 4-11-4 zone; 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 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 122 lb uplift at joint 3, 278 lb uplift at joint 2 and 921b uplift at joint 4. Walter P. Finn PE No.22839 MDek USA, Inc. FL Carl 6634 6984 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Job Truss Truss Type Cry Ply MANOR 77 T18647386 M11439 J7 JACK -OPEN 24 1 Job Reference o fional Chambers Truss, Inc., Fort Pierce, FL 30 = a.Tau s Mar i i LUTd MI r ek mousmes, inc. wee Nov ra orvz. V, 2019 rcye r ID:AJiomcsggFaOsPzA7N7xeHyeil l=_v69tGkJSJRVk7OM9gh3RJgTD0063aSZVp7d5yJ6E LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 VeI CQ -0.09 4-7 >976 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.18 4-7 >451 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We file BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.17 4-7 >497 240 LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 REACTIONS. (Ib/size) 3=165IMechanical, 2=315/0-8-0, 4=88/Mechanical Max Holz 2=161(LC 12) Max Uplift 3=-152(LC 12), 2= 210(LC 12), 4=-12(LC 12) Max Gmv 3=165(LC 1), 2=315(LC 1), 4=124(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:16.2 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psY BCDL=3.Opst h=15ft; B=71ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-M to 2-6-0, Interior(1) 2-6-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi 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 bear plate capable of withstanding 152 lb uplift at joint 3, 2101b uplift at joint 2 and 12 Ib uplift at joint 4. Waller P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November 13,2019 ®WARNING - Verlfyde gnparemefereend READ NOTES ON THISANU INCLUDED MGEKBEFEAANCEPAGEMb14flreV. 10,10320156EFOREUSE Design valid for use only with MRek'B connectors. This design Is based only upon parameters shown and Is for an Indlvlduol building component, not ��- a truss system. Before use, me bullchy designer must verifythe Opp of tleslgn parameters and properly Incorporate this design Into the overall bullOingdeslgn. Bracing Indicated is to prevent buckling of lntlNss ltlual buweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stably and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the 69M Parke East Bind. fabrication storage, deavery, erection and bracing of tna;es and truss systems, seeµSVTpII Quality Cri DSBd9 and SCSI Bustling Component Tampa, FL 33610 Safety Informatbmvo0able from Truss Rate Institute, 218 N. We Street Suite 312. Alexandria VA 22314. Job Truss Truss Type pry Ply MANOR71 T188473B7 M11439 KJ7 DIAGONAL HIP GIRDER 4 1 Job Reference o Bonai Chambers Thus, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MITek Inoustnes, Inc. Wea NOV 13 UI Scale =1:21.2 16 U4 = NAILED NAILED 1 NAILED &&11 4-3.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lob) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.25 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(CT) -0.06 7-10 >999 240 BCLL 0.0 ' Rep Stress Inor NO WB 0.40 Hom(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -MS Weight: 39 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 REACTIONS. (Ib/size) 4=111/Mechaniml, 2=501/0-10-15, 5=362/Mechanical Max Hoa 2=161(LC 21) Max Uplift 4=-117(LC 0). 2= 574(LC 8). 5=-443(LC 8) FORCES. (lb) -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 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 6-7-6 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=15ft; B=71ft; L=35ft; save=5ft; 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 fare 10.0 psf bottom chard live load nonconcurrent with anyother 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 tell 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 1171b uplift at joint 4, 574 lb uplift at joint 2 and 443111, uplift at joint S. 6)'NAILED* indicates 3.10d (0.148'x3') or2-12d (0.148'x3.25') toe -nails per NOS guidlines. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as 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, 5-8=-20 Concentrated Loads (lb) 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=-69(F=-34, B=-34) Walter P. Finn PE No32639 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 13,2019 Q WARNING -Kvi1ydmlgnpmemetereand RMDNOTES ON TII/SAND/NCLUDEDMREKREFERANCEPAGEMc74n rev. 1cA1%?0i5BEF0RE USE Design valid for use only withMBekS connectom. This design is based only upon parameters shown and is for an Individual building component, not �`- ■■ a truss system. Before use. the bullding designer must verity the applicability of tleslgn parameters and property Incorporate this design Into the overall building design. Bracing Indicated 6 to bucWhg of individual truss web and/or chord members only. Atlditlonal temporary and permanent bracing Welk' prevent Is always required for slabalty, and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and braclng of trusses and truss systems. scOANSVIPII CualByCmMa. DS549 and SCSI Building Component gg04 Pella East BNtl. Safety IMorrrlalbrxrvallable from Truss Mate Institute, 218 N. Lee Street, Suite 312, Alexondrta, VA 22314, Tempe, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13/4 Center plate on joint unless x y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of trios and fully embed teeth. �T71� I L74"�For;4 x 2 orientation, locate plaes 0-1he' 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 SME 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 BEARING 7 Indicated by symbol shown and/or by text In The bracing section of The output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions (Draw sho(Drawings not t scale) sixteenths ^I (Drawings not to scale) 2 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1362, ESRI988 ER-3907,ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved M7ek' 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 or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. _ 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS17TPI 1. 8. Untess otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceNng Is installed, unless otherwise noted. 15. Connections not shown are the responsibiliy, of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bacic words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANS/TPI 1 Qualify Criteria.