Loading...
HomeMy WebLinkAboutTrussM Hatch Legend______ raised ceiling condition M 8' bearing hgt. Standard 1 ply truss to truss hanger -- THD26., Truss to ledger and masonry connections by builder. TRUSS END DETAIL 12 SQUARE CUT OVERHANG 5 F— HEEL HEIGHT 12 2.5 F— RECEIVED J j N 1 20 AN 1 2020 20 S ST. Lucie Co P itting T, Lucie C;ounty, permitting DEC 0 2 2019 Norman Forida PE #0, Calliarem 74093 eiplidal if design Intent' 2820 Kirby Cir. NE, Palm Bay, FI. 32905 Phone: ( 321 ) 409-9800 Fax: ( 321 ) 409-9803 *Ir .$iignaburtltiflrhis document adrowsollied; thattlass clienthair reviewed this truss placements diagram in its entiretyandisin agreementwith the fallovalfrigitsents.Iucluding but not firrited W: k) The',clittrills responeble toverify.the accuracy of Information submitted forusisiadesign,, rkg.. Any tab9rrmar"iorR0AeI4y incurred from the,.q oatessr iticannest placentertirdiagram meets; cirexccdl the design criteria specified -by the building desiprae, engineer of record, And locol and stiftetaildingrequiredhimbi; C.) fabrication and Delivery, One approved truss placement diagram must be returned to the truss histho client's raspsomsbility to coordinate delivery dates with thetruss manufacturer. The client shall provide a marked location for delivery, which ithetbe acccs fibre, lever,and clear Of material and debris', in lieu of this, trusses will be Cstiefifildhandli%cifthetrieses following c[threry Is'the resporesibiflytil'the client. 0 D Installation lit lltacihilt RM12004 ( tfulldlbdg Component Safety information ) IVFCA JTFI guidellnessinall be followed when and bracing trusses. Tomporaryandlor 13. pdrurareenlaradifigstril'ItiocingWriet facharlecitri the truss package'. pacage. 1russesshallbe < tkbraced to Z 1- Prevent rotation eird'orovide lateOi4fablifty in accordance With the requirements specifledirief he comthattion docismentsforthetuildingarail on the individual truss design drslwirfgs. Theoverall stakigiby of the trusts strillem is the lesjsArfsif5lfnyof thebulldlhg designer. E:j Ried[ Prarringil) Tray cefirge and otlyprc61migmurishloarry may require field fraingrigby others.1� 2.) Ceiling drops and valleys notsfincrain uh,thhe fiedframad by others. 3.)0varblingshraybeirver I Ieng*cuttofftlrl bverhangears, 2A or NIS-, no blocktrigis, applied. Comer lacks will be square eutifird hills jatiosw,11flae double beveled. FT..:'Repairs' bruvriting., pstoblem, Any Reldmodificahom made without an eriginererad repair drawing will betheTespertsibifity. ipipfraved finwidig; by the truss nrheildriaoturer'ls firieningernient, G,p This Truss Placement diagram wastot created by artsehoneerrather by 'fibbetilt LumberCM LUCA",ard is purely.to beuse"sainulthstallation guide and does; oat require aaeal. Trusnidesgin Arraystio Truss Design,. Engineer. Floor Load; Roos Load; 55lipsif, 40TCLL, 10TCOL, 0 slCLL.5 BCDLI Our. 1.OD 37# pef; 20 TrUt., 7 TODL. D SCLIL 10 BCDL, Our 1.25 Design checked for 10 pad non-wrourrennit LL On SC. Design checked for 10 par non -concurrent LL on BC I as Mitak Engineering Exposure C Building Code FBC 2014 Mean Hilt ASCE 7-10 Bldg. Cat 11 TPI 1-2007 Importance Factor 1.0 Truss Design C&C Enclosure Enclosed Uplift Calla MWFRS Entry Exposed to Wind Wild Speed 160 mph US Lanai Exposed to Wind 0 Z ROOF CRITERIA FLOOR CRITERIA Militia T.C. Pitch 5 B.C. Pitch 2.5 /12 Depth T.C. Size 2x4 Spacing Heel Hgt 2X4 Bearing block Cantilever Vapor barrier bztwean floor & oorcroe b, others Fluor lruaeOa hold back 3f4 Ir at eMrl.r sal. black & Ali b, others. B .1ki., 'Or vuhlc.l load fronds, in, others. ,Overhang Odd spew floor frussea a,..rd OWnrbir, as noted Spacing TYpROOF HANGER: THD26 TYP. PLR. HANGER: THD46 THD26 City M TH046 City THD26-2 City N THD48 City rn 0C THDH26-2 QtY 0 THDH48 Qty Z D THDH26-3 City P THDH410 Oty 0 THD28 Clty Q SKH26 UR R Inetall hangers per manufacturers gutdelres. All oonnectors and tie dinars other that truss to ginner truss arc to be vea,.d and suppled by others. I Approved by: Desired delivery date: Approval Date: Reaction Uplift Reaction Uplift 1, Reaction Uplift Z 1 1 xx xx "5 7, XX xx 13 XX XX 14 XX xx XX XX a t XX XX XX xx 9 XX xx 15 XX xx 4 XX XX 10 XX xx 16 xx 5 XX XX 11 XX xx 17 XX XX zlr% j/` XX XX 12 xx xx 18 XX XX Only points listed above have reaction > 5000 or Uplift? 1000 Values shown on sealed design drawings supersede the above. Client: D. Murry> Z1- - W Project D. Murry J Address: Penny Lane Date, Intials, Description JDate Designer: DEC 0 2 2019 Project # 504191 Lumber design values'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE Site Information: Customer Info: ELDER MENDOZA Lot/Block: Address: PENNY LANE, - City: FT PIERCE Project Name: ELDER MENDOZA Model: - Subdivision: - State: FL MiTek USA, Ir 6904 Parke East Blvd. Tampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T18786964 A01 12/2/19 2 T18786965 A02 12/2/19 3 T18786966 A03 12/2/19 4 T18786967 A04 12/2/19 5 T18786968 A05 12/2/19 6 T18786969 A06 12/2/19 7 T18786970 A07 12/2/19 8 T18786971 A08 1212/19 9 T18786972 A09 1212119 10 T18786973 A10 12/2/19 11 T18786974 All 12/2/19 12 T18786975 Al2 12/2/19 13 T18786976 A13 12/2/19 14 T18786977 B01 12/2/19 15 T18786978 B02 12/2/19 16 T18786979 B03 12/2/19 17 T18786980 B04 12/2/19 18 T18786981 C01 12/2/19 19 T18786982 CO2 12/2/19 20 T18786983 CJ01 12/2/19 21 T18786984 CJ03 12/2/19 22 T18786985 CJ04 12/2/19 No. Seal# Truss Name Date 23 T18786986 CJ05 12/2/19 24 T18786987 CJ06 12/2/19 25 T18786988 CJ07 12/2119 26 T18786989 D01 12/2/19 27 T18786990 D02 12/2/19 2B T18786991 J01 1212/19 29 T18786992 J03 12/2/19 30 T18786993 J05 12/2/19 31 T18786994 J06 12/2/19 32 T18786995 T01 12/2119 33 T18786996 V01 12/2/19 34 T18786997 V02 1212/19 35 T18786998 V03 12/2/19 36 T18786999 VO4 12/2/19 37 T18787000 V05 12/2/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Tibbetts Lumber Company -Palm Bay. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project speck information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSIfrPI 1, Chapter 2. MirekThomasU A Inc. PEN COPY Mmek USA, Inc. FL Carty" 6904 Parke Fast BNtl: T p Dale: December 2,2019 Albani, Thomas 1 of 1 Jab Tru Truss Truss Type Oty Ply ELDER MENDOZA , T18786964 504191 AO Hip Girder 1 1 Job Reference (optional) I IDDene Lumber company, calm nay, I-L- :lzaua, Scale = 1:50.3 6.6 = 3x4 = 3x4 = 3x4 = 5.00 12 3 184 19 20 521 22 23 24 6 25 6x6 = 7 " 26 27 12 28 29 11 30 31 48 = 5x6 = 7x14 MT20HS = 3x4 = 5x6 4x8 = 7-0.0 11-9-3 16-2-13 21-0-0 28.0.0 e.o.a 4-5-„ d-A A 7.0.0 Plate Offsets (X Y)— 13:0-3-0 0-2-91 [T0-3-0 0-2-9] f 10.0-2-12 0-3-e1 [12:0-7-0 04-81 [13'0-2-12 0-3-81 LOADING (pat) SPACING- 2-0-0 CSI. OEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(-L) -0.27 11-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.5011-12 >677 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WE 0.39 Horz(CT) 0.12 8 rJa file BCDL 10.0 Code FBC2017/TPI2014 Merrill Wind(-L) 0.3511-12 >947 240 Weight: 161 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS `Except` TOP CHORD 3-7: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP DES WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=2241/0-8-0, 8=2241/0-8-0 Max Horz 2=116(LC 7) Max Uplift 2=-1088(LC 8), 8— 1088(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=5137/2309, 3-4=-4778/2220, 4-5=-5972/2700, 5-6=-5972/2700, 6-7=4778/2220, 7-8— 5137/2309 BOT CHORD 2-13=-1983/4687, 12-13=-2412/5574, 11-12=-2693/6194, 10-11=2412/5574, 8-10=-1983/4687 WEBS 3-13=-630/1711, 7-10=-630/1711, 4-13=-1327/630, 4-12=-142/689, 5-12=-383/309, 5-11=-383/309, 6-11=-142/689, 6-10=-1327/630 Structural wood sheathing directlyapplied or 2-5-0 oc puffins. Rigid ceiling directly applied or 5-3-4 ec bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1B: MWFRS (directional); cantilever left and right 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 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 1001b uplift at joints) except (jt=lb) 2=1088, 8=1088. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 139 lb down and 168 lb up at 7-0-0. 139 lb down and 162 Ib up at 9-0-12, 139 Ile down and 162 lb up at 11-0-12, 1391b down and 16216 up at 13-0-12, 139 Ib down and 162 Ib up at 14-114, 139 lb down and 162 Ib up at 16-114, and 139 Ib down and 162 Ib up at 18-11-4, and 139 lb down and 1681b up at 21-0-0 on top chord, and 495lb down and 2171b up at 7-0-0, 85 Ib down at 9-0-12, 85111 down at 11-0-12, 85111 down at 13-0-12, 85 Ib down at 14-114, 85 He down at 16-114, and 85 lb down at 18-114, and 495 lb down and 2171b up at 20-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Thomas A. ANani PE No.39380 fill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Dater December 2,2019 A WARNING- Wyvey deslpnparemetere end READ NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEM/F74TS rev. 10012015BEFORE USE. Design valid for use only with MBea connectors. This design Is based only upon parameters shown, and Is for an Intlividual building component, not a truss system. Before use, the bulltling designer must verify the applicability of deslgn parameters and properly Incorporate this design Into Me overall building design, Bracing Indicated is o prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is olwoyslequiretl for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regal the fabdcotlon, storage, delvery, erection and bracing of names and hum systems s9aANSVTPl1 Quail CRM o. DSB49 antl BCSI Buldhp Component East 6904 Parke East Blvd. Safety laformationavollable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22 14. P33610 Tam a, FL Job Truss Truss Type City Ply ELDER MENDOZA T18786964 504191 A01 Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, B.d2U S NOV 19 LGle IN I ex mausmes, inc. Mon Dec z r.rza:zr zor a raye4 ID:X4smh9DYGcbvihjtD_QKKZNVGR-B4eyhl3A9N5mYwYdv6Uesbtg4c_elAB7DhEKxyD rS LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-54, 3-7=-54, 7-9=-54, 2-8=-20 Concentrated Loads (lb) Vert: 3=-110(F) 7=-110(F) 13=-495(F) 10=-495(F) 18— 110(F) 19=-110(F) 20— 110(F) 23=-110(F) 24— 110(F) 25=-110(F) 26=-66(F) 27=-66(F) 28=-66(F) 29=-66(F) 30=-66(F) 31=66(F) AWARNWG-Verity OealgaperemeferzandREADNOTESONTHISANDINCLUDEDMmEKBEFEBANCEPAGEM/FT413rev.nY0.4R015BEFOREUSE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the bullding designer must verify 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 permanent bracing 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 hum systems. seeAKS111P11 Oua1Bv CMedo, D3049 and BC31 Building Component 6904 Parke East Blvd. Safety InlormoMmyolloble from Truss Plate InsSlute, 218 N. fee Sheet, Suite 312, Alexandria, VA 22914, Tampa, FL 33610 Job Truss Truss Type city Ply ELDER MEND07A T18786965 504191 A02 Hip 1 1 Job Reference (optional) I MIDGttS Lumber Gempany, vain bay, hL- JZIAJb, —,.,... .ems ID:X4smh90YGcbvihjtD q_KKZNVGR-fGCLu54ewgDebhVlAdejA387mUtONobKMtciatNyD rR -1-4-0 49-14 9.0.0 14.0-0 19-0-0 23.2.2 28.0.0 29.4-0 1.4.0 4-9-14 4.2-2 5-0-0-2-2 4-9-14 14-0 �1 4x4 = Scale=1:50.3 4x4 = 3x8 = 4x4 = 4 20 521 22 23 6 3x8 = 5x6 = axe = 4x4 = j$ LOADING (Pat) 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 FBC2017lrP12014 CSI. TC 0.45 BC 0.79 WB 025 Matrix -MS DEFL. VertI Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl L/d -0.16 12-15 >999 360 -0.35 12-15 >963 240 0.09 8 n/a n/a 0.17 11 >999 240 PLATES GRIP MT20 244/190 Weight: 1371b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 5-3-13 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1111/0-8-0, 8=1111/0-8.0 Max Horz 2=-145(LC 10) Max Uplift 2=-567(LC 12), 8=-567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2194/1413, 34=1877/1160, 4-5=-1704/1140, 5-6=-1704/1140, 6-7=-1877/1160, 7-8=-2194/1413 BOT CHORD 2-12=-1191/2008, 11-12=-1016/1929, 10-11=-1016/1929, 8-10=1210/2008 WEBS 3-12=-377/386, 4-12=-180/481, 5-12=-385/264, 5-10— 385/265, 6-10=-180/481, 7-10= 378/386 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45tt; L=281t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 9-0-0, Extedor(2) 9-0-0 to 13-2-15, Intedor(1) 13-2-15 to 19-0-0, Exterior(2) 19-0-0 to 23-4-6, Interior(1) 23-4-6 to 294-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Gt=lb) 2=567,8=567. Thomas A. Albanl PE No.38380 MiTek USA, Inc. FL Cad 8834 GI Parke East Blvd. Tampa FL 33610 Cate: December 2,2019 Q WARNING-VedtydeslgnparameWmand READNOTES ON Mrs AND WCLUDEDMRKREFERANCEPAGEMlb74MMV. 70,03,20156EFORE USE. Design valid for use only with MReM connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stabilty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see/di itripll Cua1BV Cm�do, D5B-89 and BC81 Building Component s904 Parke East Blvd. ParkeEast Sabty Information p lable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandrla, VA 22314. Tam P33610 a, Job Truss Truss Type Ply ELDER MENDOZA - T18786966 504191 A03 Hip �Qty 1 1 Job Reference (optional) I lbbeas Lumber Company, calm Hay, rL-329Ub, 3.EZa S NOV l a 4U I e as r ex mausirles, Inc. mar l lrec c i scaucu xm,s Scale=1:50.3 Axe = Axe = 4 21 22 23 24 5 lL I I 314 _ 2x4 II 5x6 = 3xe = 2x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Inor YES Code FBC2017frP12014 CSI. TC 0.52 BC 0.59 WB 0.33 Matrix -MS DEFL. Vad(LL) Ved(CT) Horz(CT) Wind(LL) in (loc) Udell L/d -0.11 10-11 >999 360 -0.23 10-11 >999 240 0.08 7 File n/a 0.15 10-11 >999 240 PLATES GRIP MT20 244/190 Weight: 137 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-7-1 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1111/0-8-0, 7=1111/0-8-0 Max Horz 2=-172(LC 10) Max Uplift 2=-567(LC 12), 7=-567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/1304, 3-4=-1697/1082, 4-5=-1516/1068, 5-6=1689/1077, 6-7=-2201/1304 BOT CHORD 2-12=1081/1988, 11-12=-1081/1988, 10-11=-727/1513, 9-10=-1101/1988, 7-9=-1101/1988 WEBS 3-11=-558/391, 4-11=-102/387, 5-10=100/388, 6-10=-566/394 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=28f ; eave=4ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(l) 1-7-5 to 11-0-0, EMedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 17-0-0, Extedor(2) 17-0-0 to 21-2-15, Interior(1) 21-2-15 to 29-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 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 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 Ito uplift at joint(s) except Ot=lb) 2=567, 7=567. b p Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 Q WARNING- Vadry dealgn parameters and BEAD NOTES ON THIS AND INCLUDED MNEKREFERANCE PAGE MII.747a rev. iNR12015 BEFORE USE. Deslgn valid for use only wiln MQek® connectors. This design Is based only upon parameters shown, and Is for on Individual bullding component, not ��- a truss system. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always requlred for stoblllly and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrlcaflon, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Cued Cdtr DSB49 and BC51 Building Component 6904 Parke East Blvd. Safely Infermotionwallable from Truss Plate Institute, 218 K Lee Street Suite 312. Alexandria, VA 22314. p , FL 33610 Tampa, Job Truss Truss Type Oty Ply ELDER MENDO7A T78786967 504191 A04 Hip 1 1 Job Reference (colonel) I I ... hv LIIIII re, VUlllpolly, 1.111, ocy, IL -.aca,,:,, 4x4 = 4x4 = 5 25 26 6 2.4 11 2.50 F12 cn. 3x6 c 3x6 Scale=1:51.1 LOADING (pat) 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/rP12014 CSI. TC 0.62 BC 0.48 WB 0.35 MetriX-MS DEFL. in (too) I/deft Ud Vert(LL) -0.36 12-13 >943 360 Vert(CT) -0.7012-13 >480 240 Horz(CT) 0.37 9 n/a rda Wind(LL) 0.45 12-13 >747 240 PLATES MT20 Weight: 145111 GRIP 244/190 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-11 oc puffins. BOT CHORD 2x4 SP SS *Except' BOT CHORD Rigid ceiling directly applied or4-11-11 oc bracing. Except: 15-16: 2x4 SP No.2 5-0-0 oc bracing: 2-13 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1111/0-8-0, 9=1111/0-8-0 Max Horz 2=-200(LC 10) Max Uplift 2=567(LC 12), 9=-567(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-3733/2005, 34=-3531/1843, 4-5=-2641/1417, 5-6=-270B/1495, 6-7=-2641/1422, 7-8=-3531/1863, 8-9=3733/2025 BOT CHORD 2-13=-1758/3455. 12-13=-156213164, 11-12=-1605/3164, 9-11 =- 179813455 WEBS 4-13=0/388, 4-12=-749/573, 5-12=-439/914, 6-12=-429/914, 7-12=-755/572, 7-11=01388 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf; h=15ft; B=45ft; L=28ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 13-0-0, Exterior(2) 13-0-0 to 19-1-6, Interior(1) 19-1-6 to 294-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 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) Bearing at joints) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (t=lb) 2=567, 9=567. Thomas A Albani PE No.39380 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARNING-VedyydealgePa.hmsend READNOTES ON THISAND INCLUDED MREKREFERANCEPAGE1,1IF74Tare' ISOV2015 BEFORE USE. Design valid for use only with MBekO connectors Thls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me bulltling designer must verify the oppllcabllHy 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' 71 Is always requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me Fabrication, storage, delivery, erectlon and bracing offrusses and truss systems, seeANllimill CualBy Criteria, DSB-99 and BC51 Building Component 6904 Parke East Blvd. n Safely Infor ationavollable from Truss Plate Institute, 218 N. Ise Street, Suite 312, Alexondrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply ELDER MENDOZA T78786968 504191 A05 Scissor 3 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:25 2019 Scale = 1:50.3 4x4 = 2.50 12 oar i SA 3xe 2.4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.62 BC 0.49 WEI 0.40 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Ud -0.36 10-11 >930 360 -0.6911-12 >486 240 0.38 8 n/a Na 0.4611-12 >738 240 PLATES GRIP MT20 244/190 Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins. BOT CHORD 2x4 SP SS *Except* BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. Except: 14-15:2x4 SP No.2 53-0 oc bracing: 2-12 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1111/0-8-0, 8=1111/0-8-0 Max Horz 2=-214(LC 10) Max Uplift 2>567(LC 12), 8=-567(LC 12) FORCES. (lb) - Max. Comp✓Max. Ten. - All forces 250 (Ib).or less except when shown. TOP CHORD 2-3= 3738/1861, 3-4=-3482/1657, 4-5=-2614/1301, 5-6=-2614/1283, 6-7=-3482/1687, 7-8=-3738/1890 BOT CHORD 2-12=1611/3463, 11-12=-1337/3082, 10-11=-1395/3082, 8-10_ 1671/3463 WEBS 5-11=-760/1762, 6-11=-717/511, 6-1 0=-1 9/416. 7-10=-248/280, 4-11=-710/512, 4-12=-21/416, 3-12=-238/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opst h=15fl; B=45ft; L=28f ; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-11 to 1-7-5, Intedor(1) 1-7-5 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 29-4-11 zone; cantilever left and right exposed :C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pet bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=567, 8=567. Thomas A. Albani PE No.38380 MiTek USA, Inc. FL Cad 8634 6904 Parke East Blvd, Tampa FL 33610 Date: December 2,2019 ,&WARNING-Verfly deeranpaldmetemand READNOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIMMes x. 10,1X912015 BEFORE USE. Design valid for use only with MnokO connectors, Th6 design Is based only upon parameters shown, and Is for an Individual building component, not �� a huss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this al Into Me overall building design. Bracing lndlccted is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stobllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAtille D OualNv Criteria, D5349 and SCSI Building Camponont 6904 Parke East Blvd. rk East B Sally Infarmationevollabie from Truss Plate Institute, 218 N, Lee Street Sulfa 312, Alexantlrla, VA 22814. P33610 Tampa, Job Truss Truss Type Oty Ply=Reference • T78786969 504191 A06 Scissor 2 Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.320 s Nov 19 2019 MI I eK inaUSIneS, InC. Mon Ueo 2 T'J:Zb:ZG Zu19 Scale = 1:49.0 4x4 = 2.50 12 US = 3x6 = LOADING (I TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017/TPI2014' CSI. TC 0.61 BC 0.45 WB 0.40 Matrix -MS DEFL. in Vert(LL) -0,36 Vert(CT) -0.69 Horz(CT) 0.38 Wind(LL) 0.46 (too) I/dell L/d 9-10 >926 360 9-10 >484 240 7 n/a n/a 9-10 >733 240 PLATES GRIP MT20 244/190 Weight: 124 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc puffins. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or 5-0-3 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=1034/0-8-0, 7=1113/0-8-0 Max Horz1=-211(LC 10) Max Uplift 1=-462(LC 12), 7=-570(LC 12) FORCES. (II -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3779/202012-3=-3512/1770, 3-4=-2622/1337,4-5=-2623/1319, 5-6=-3491/1721, 6-7=-3746/1922 BOT CHORD 1-11=-1777/3504, 10-11=-1402/3098, 9-10=-1428/3090, 7-9=-1701/3470 WEBS 4-10=-786/1769, 5-10= 716/510, 5-9=-19/415, 6-9=-247/280, 3-10= 718/518, 3-11=-75/420, 2-11=-249/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull160mph (3-second gust) Vasci24mph; TIC Di BCDL=6.Opsf; h=15tt; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-0-0, Exterior(2) 14-0-0 to 17-0-0, Interior(1) 17-0-0 to 29-4-11 zone; cantilever left and Fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 1, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 1=462, 7=570. Thomas A. Alban! PE No.36380 Mil USA, Inc. FL Cart 6834 61 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARNING-Vedfydesign Mremefers end READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEsa,74nnn, raswitz016 BEFORE USE, Design valid for use only with Miti connectors. This design Is based only upon parameters shown, and is for an Individual building component not �� a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate ill design Into the overall building design. Bracing indicated is to buckling individual truss only. Additional temporary and bracing MiTek' prevent of web and/or chord members permanent s 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, seeANSVrPII Quality CMedq DSBI and BCSI Building Component 6904 Parke East Blvd. Safety Infornatbrnvalloble from Truss Plate Insntute, 218 N. Lee Sheaf, Suite 312, Alexandra, VA 22314 Tampa,FL 3a6t0 Job Truss Truss Type Oty Ply ELDER MENDOZA • T78786970 504191 A07 Scissor 4 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.320 s NOV 19 201U Mu eK maustries, Inc. Mon uec z I a:eo:er 2ma rage I ID:%4smh9OYGcbvihjtD O_KKzNVGR-?E?Ex08tdDsxhTNizADul7meVfg2OW3W98ZYbyD rM &0-5 9.510 13-Tt-0 1&4.6 22.9-11 27-10.0 r 5.0.5 4-5-6 4-5-fi 4-5.6 4.5.8 5-0-5 2.50112 3x6 4x4 = Scale: 1/4-=1' kf t.ti LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS1. TO 0.63 BC 0,4fi WB 0.40 Matrix -MS DEFL. in Vert(LL) -0.36 Vert(CT) -0.69 Horz(CT) 0.37 Wind(LL) 0.47 (too) Well Ud 9-10 >931 360 9-10 >487 240 7 n/a n/a 9-10 >718 240 PLATES GRIP MT20 244/190 Weight: 122 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc pur ins. BOT CHORD 2x4 SP SS BOT CHORD Rigid ceiling directly applied or4-11-14 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=1030/0-7-0, 7=103010-7-0 Max Horz 1=-193(LC 10) Max Uplift 1=462(LC 12), 7= 462(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3705/2010, 2-3=-3455/1769, 34=-2602/1357, 4-5=-2602/1357, 5-6=-3457/1770, 6-7=-3707/2011 BOT CHORD 1-10— 1791/3429, 9-10=-1474/3065, 8-9=-1474/3065, 7-8=-1792/3431 WEBS 4-9=802/1754, 5-9=-711/508, 5-8=-59/401, 6-8=-239/323, 3-9= 704/508, 3.10=-59/400, 2-10=-229/323 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=28ft; eave=4tt; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0. Interior(1) 3-0-0 to 13-11-0, Exterior(2) 13-11-0 to 16-11-0, Interior(1) 16-11-0 to 27-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at Joints) 1, 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except at=lb) 1=461 Thomas A. Alban! PE No.39360 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 Q WAIllVerftydesl9n parameters and BEAD NOTES ON THIS AND INCLUDED MITEKBEFEBANCEPAGEUX7479rev. laPoY1015BEFOBEUSE Design valid for use only with Mrelsw connectors, this design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling oflndNldual truss 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 fabrication, storage, delivery, erection and brocing of fmsses and truss systems seeANSUIPII CuaIIN CdNrlo, Dili and SCSI Bu1dND Component 6904 Parke East BNd. rm Safely Infoationovollable from Truss Plate Institute, 218 N. Lee Street Sulte 312. Alexandria. VA 22 14, Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA • T78786971 504191 A08 Hip 1 1 Job Reference (optional) Ouuens Lumoer uompany, roan any. f-L - oaw, d 46 = 5x6 = 3 24 254 3x4 = 2x4 II 3x8 = 5x10 % 6.00 12 5x6 a 3x4 = Scale = 1:49.0 LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 CS'. TC 0.5fi BC 0.99 We 0.53 Matrix -MS DEFL. in (too) Wall L/d Vert(LL) -0.22 12 >999 360 Vert(CT)-0.4011-12 >836 240 Horz(CT) 0.17 8 n/a n/a Wind(LL) 0.28 12 >999 240 PLATES MT20 MT20HS Weight: 148 lb GRIP 2"/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-7-11 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 1=1034/0-8-0, 8=1113/0-8-0 Max Horz 1=-191(LC 10) Max Uplift 1=-462(LC 12), 8=-570(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2174/1258, 2-3= 1556/988, 3-4_ 1379/978, 4-5=-1795/1275, 5-6=-2677/1563, 6-7=-4367/2468, 7-8=-2318/1296 BOT CHORD 1-15=-1027/1972, 14-15=-1027/1972, 13-14=-631/1351, 12-13=-903/1758, 11-12=-2156/3968, 10-11=-1121/2131, 8-10= 1120/2108 WEBS 2-15=0/263, 2-14=-693/472,3-14=-148/364,4-13=-467/629, 5-13=-1252/857, 5-12=-788/1571,6-12=1603/961,6-11=-415/916,7-11=-1173/2112, 7-10=-907/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45fh L=28tt; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 12-6-7, Extedor(2) 12-6-7 to 19-8-8, Interior(1) 19-8-8 to 29-4-11 zone; cantilever left and Fight exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live 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 1001b uplift at joints) except 01=11b) 1=462, 8=570. 16 Thomas A. Albert PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING - Verify desrgnparamehms, and READ NOTES ON TNISAND INCLUDED 111ITEKHEFEHANCEPAGEMIP74T3 rev. lattizfOISDEFORE USE. Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulitling design. Bracing Indicated is to prevent buckling of lncilvldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with posslble personal Injury and property damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of musses and truss systems, seeANSVIPII GualBy Cdfedo, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbrxrvorable from Truss Plate Institute, 218 N. Lee Street Suite 312, Nexandrla. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply ELDER MENDOZA • T18786972 504191 A09 Hip 1 1 Job Reference (optional) uo0ens Lumoer l.ompany, rann any, rL-ucvw,................._-_._....._....___...__�..._. ..._..____._.___, __._. Scale = 1:49.0 4x6 = 5x10 = 3 23 2425 4 Sx6% 61 MT20HS� 3x4 = 2x4 11 343 = &00 12 5x6 3x4 = LOADING (psQ 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 FSC2017/TPI2014 C51. TC 0.76 BC 0.99 We 0.48 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Vdefl Lid -0.21 10-11 >999 360 -0.42 12-13 >799 240 0.17 7 n/a Na 0.2710-11 >999 240 PLATES MT20 MT20HS Weight: 140 lb GRIP 2"/190 187/143 FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.2 WEBS 1Row at midpt 4-13 REACTIONS. (lb/size) 1=1034/0-8-0, 7=1113/0-8-0 Max Horz 1=-163(LC 10) Max Uplift 1=-462(LC 12), 7=-570(LC 12) FORCES. (III -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2219/1337, 2-3=-1747/1105, 3-4=-1575/1093, 4-5=-2677/1624, 5-6=-4383/2645, 6-7=-2315/1345 BOT CHORD 1-14=-1114/2017, 13-14=-1114/2017, 12-13=-815/1560, 11-12=-859/1656, 10-11=-2332/3988, 9-1 0=-1 162/2126, 7-91161/2104 WEBS 2-13=-531/392, 3-13=-99/403, 4-12=-630/439, 4-11_ 859/1574, 5-11=-1640/1108, 5- 1 0=-426/914, 6-1 0=-1 31212135, 6-9=-903/529 NOTES - I) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=2811; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(1) 3-0.0 to 10-6-7, Exteror(2) 10-6-7 to 14-9-6, Interior(1) 14-9-6 to 17-5-9, Exterior(2) 17-5-9 to 21-8-8, Interior(1) 21-8-8 to 29-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0losf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joints) except (jt=lb) 1=462, 7=570. Thomas A. Albant PE No.39360 MI USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33610 Date; December 2,2019 Q WARNING- Vedry design parameters and HEAD NOTES ON TN/S AND INCLUDED MGEKHEFEHANCE PAGE MIId473 nee 10N3r2015 BEFORE USE. Design valid for use only with MGel S 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 applicability of design parameters and properly Incorporate this design Into the overall a building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reculred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of trusses and true systems, seeANSUIPII Quality CrI DS649 and BCBI BUBtling Component 6904 Parke East Brvd. Safety lnformatbrpvallable from Truss Plate Institute. 218 K Lee Street Suite 312, Nexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA • T78786973 504191 A10 Roof Special 1 1 Job Reference o tional Fibbetts Lumber Company, Palm Bay, FL-32905, _ oaeus Nov iamie Mill muus'nns, um; ry O^ Scale = 1:49.9 4x4 = 4x8 = t = 10 w •- 3x4 = 2x4 II 34 = 51 � B.OD 12 5x6 3x4 = LOADING (l SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inch YES BCDL 10.0 Code FBC2017/rP12014 CSI. TO 0.74 BC 0.96 WE 0.45 Matrix -MS DEFL. in (too) I/deft L/d Ven(LL) -0.22 12 >999 360 Veri(CT) -0.45 13-14 >749 240 Hom(CT) 0.18 8 Na n/a Wind(LL) 0.28 12 >999 240 PLATES GRIP MT20 244/190 Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 1=1034/0-8-0, 8=1113/0-8-0 Max Ho¢ 1=-165(LC 10) Max Uplift 1=462(LC 12), 8=-570(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 1-2=-2220/1293, 2-3=1738/1059, 3.4=-1706/1079, 4-5=-1824/1160, 5-6=-2712/1597, 6-7=-4295/2453, 7-8=-2335/1328 BOT CHORD 1-15=-1050/2019, 14-15=-1050/2019, 13-14=-1044/2005, 12-13=-1259/2420, 11-12=-2130/3884, 10-11=115412150, 8-10=-l154/2129 WEBS 2-14=-548/389, 3-14=-661/1130,4-14=-894/678, 5-13=-911/563, 5-12=-821/1589, 6-12=-1459/883, 6-11=-431/930, 7-11=-1119/2012, 7-10=-924/538 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45ft; L=28ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Intedor(1) 3-0-0 to 10-8-0, Exterior(2) 10-8-0 to 12-9-9, Interior(1) 12-9-9 to 19-5-9, Exteror(2) 19-5-9 to 22-5-9, Interior(1) 22-5-9 to 29-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 1=462, 8=570. Thomas A. Albani PE No.3838D MiTek USA, Inc. FL Celt 6634 ill Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING- Verdydeslgn pammerersand READ NOTES ON THISAND INCLUDED MIfENREFERANCEPAGEMII-7M.n.. IN91a0159EFDREUSE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Indly dual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobllBy 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, seeANSIytPIt Quad CMedo, DSB419 and BCSI Building Component 6904 ParkeEast Blvd. e E Safety Informatlonavallabie from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandra. VA 22 14. Tam P a, ast0 Job Truss Truss Type Ory Ply ELDER MENDOZA • T18786974 504191 A11 Roof Special 1 1 Job Reference (optional) I IDDeas Lumber Uompeny, rarm Day, rL- oeauD, 5.00 12 3x4 = 16 5.8 = 15 Sx6 6.00 12 Scale = 1:52.0 8 28 44 Q 9 N 29 j 10 d 3 111 d 12 Sx6 � 3x4 = LOADING (Pat) SPACING- 2-0-0 CS'. DEFL. in (lac)/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.26 15-16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.49 16-17 >683 240 BCLL 0.0. ' Rep Stress Incr YES WB 0.67 Horz(CT) 0.17 10 rda da BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Wind(LL) 0.34 16 >979 240 Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-9-1 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1111/0-8-0, 10=1111/0-8-0 Max Horz 2=167(LC 11) Max Uplift 2=-567(LC 12), 10=-567(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2180/1238, 3-4=1984/1144, 4-5=-2913/1793, 5-6=-2598/1552, 6-7=-3284/1915, 7-8=4206/2499,8-9=4251/2434, 9-10=-2341/1367 BOT CHORD 2-17=-1010/1984, 16-17=-694/1520, 15-16=-1282/2420, 14-15=-1397/2642, 13-14=-1532/2890,12-13=-1194/2160,10-12=-1194/2138 WEBS 3-17=-328/329,4-17=-188/492,4-16=-1009/1658,5-16— 12721872, 6-15=-1129/624, 6-14=-594/1197, 7-14=-307/619, 7-13=-832/1373, 9-13=-1051/1955, 9-12=-939/566 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vuli 60mph (3-second gust) Vasdi 24mph; TCDL=4.2psf; BCDL=6.Ops1; h=15tt; B=45ft; L=28D; eave=4tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0, Intedor(1) 13-8-0 to 21-5-9, Exterior(2) 21-5-9 to 24-5-9, Intedor(1) 24-5-9 to 29.4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Gt=11b) 2=567, 10=567. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 O WARNING- Verily Cesf9n parameters antl READ NOTES ON TN/SAND INCLUDED 4fI7EKREFERANCEPAGEM/P74Mmv.. 10=015BEFORE USE. Design valid for use only with Mired) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��• a truss system, Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek• 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 seeANSUfPll Cualyy Claudio. DSB49 and BCSI Buiding Compononl 6904 Perks Eazi Blvd. Batty Infomintionavalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply ELDER MENDOZA • T18786975 504191 Al2 Roof Special 1 1 Job Reference Lop tional uooens LUmDer company, raim bay, rL-ocaw, Scale = 1:52.0 4x4- 4 5.00 12 46 J 27 5 6x6 = 3x4 i 5x12 = 46 = 4ze = 3 6 ] 8 44 C 10 26 30 a N 2 81 75 14 121a d • 19 18 17 16 7x14 MT20HS % 13 6xI2 MT20H5 = 3ef = 2x4 II 3x8 = 6xl2 MT20H^�� 72 5x6 c Set = 46 = 5-7-14 70-8-0 16-9-9 16-0.0 20.0.0 23.4.0 25-4.0 28.0-0 W. 5-7-14 6.1-9 1-2-7 3-4-0 2-0-0 2.8.0 Plate Offsets (X Y)-- (15:0-7-0 0-3-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) -0.4415-16 >757 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Van(DT) -0.8215-16 >408 240 MT20HS 187/143 BCLL 0.0. ' Rep Stress Incr YES WB 0.66 Horz(CT) 0.23 11 r/a n/a BCDL 10.0 Code FBC2017/7P12014 Matrix -MS Wind(LL) 0.5815-16 >582 240 Weight: 1421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-3 oc puriins. BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-15: 2x4 SP SS WEBS 2x4 SP No.2 REACTIONS. itc/size) 2=111110-8-0, 11=1111/0-8-0 Max Horz 2=-167(LC 10) Max Uplift 2=-567(LC 12). 11=-567(LC 12) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2208/1204, 34=1729/1023, 4-5=-1703/1037, 5-6=-3972/2276, 6-7=-3444/1992, 7-8=-6030/3371, 8-9=4202/2388, 9-10= 4349/2440, 10-11=-2311/1366 BOT CHORD 2-19=-979/1997, 18-19=-979/1997, 17-18=-1140/2247, 16-17=-1946/3556, 15-16=-1970/3714,14-15=-318215957,13-14=-1191/2127,11-13=-1187/2103 WEBS 3-18=536/358,4-18=-573/1084,5-18=-1019/696,5-17=-1091/1992, 6-17=-1356/894, 7-16=-1390/772, 7-15= 1568/2936,B-15=-179/473,8-14=-1829/1072,9-14=-767/1496, 10-14=-1058/2097,10-13=-923/564 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; hl5ft; B=45ft; L=28tt; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1.4-11 to 1-7-5, Interior(1) 1-7-5 to 10-8.0, Extedor(2) 10-8-0 to 13-8-13, Interior(1) 13-8-13 to 23-5-9, Exterior(2) 23-5-9 to 26-5-9, Interior(1) 26-5-9 to 29-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=567, 11=567. Thomas A. All PE No.39380 Mil USA, Inc. FL Cer16634 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 O WARNING-Verifytlealgn parameters entlREAO NOTES ON THISANU INCLUDED MREKREFERANCEPAGEM/F7479rev. 10N0DInSSEFORE USE. Design valid for use only with M991c8 connectors. IDls 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 applicablllty of design parameters and properly Incorporate this design Into me overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for anblllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding me tllep Component' fabricaflon, storage, delivery, erection and bracing of trusses and truss systemsi t , seeMidQuality Criteria, DS849 and SCSI Building Palle East Blvd. East0 Safety Infommibnavallobie from Truss Plate Institute, 218 N. lee Street Suite 312, Alexandre, VA 22314 Tam a, FL P Job Truss Truss Type Oty Ply ELDER MENDOZA T18786976 504191 A13 Root Special Girder 1 7 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.320 s Nov 19 2019 MTek Industries, Inc. Mon Dec 2 1i. 4.4 = 4x4 = 2x4 II 3xB = 51 = 7x14 MT20HS = 2x4 II 5x10 = 2x4 II are = Scale = 1:51.1 LOADING (psQ TCLL 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.25 TC 0.85 Lumber DOL 1.25 BC 0.94 Rep Stress Incr NO WB 0.90 Code FBC2017/TP12014 Matrix -MS DEFL. in (loc) Udefl Ud Vert(LL) -0.55 13 >607 360 Vert(CT) -1.02 13-14 >330 240 Horz(CT) 0.12 9 ril Was Wind(LL) 0.73 13 >459 240 PLATES MT20 MT20HS Weight: 164 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-11 oc putting. 6-8: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-2-12 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 6-14 91 SP DSS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=1285/04d-0, 9=168210-8-0 Max Hom 2=-167(LC 23) Max Uplift 2=-645(LC 8). 9=-818(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2712/1196, 3-4= 2205/1027, 4-5=-2196/1036, 5-6=-3997/1793, 6-7=-7657/3392, 7-8=-7656/3392, 8-9=-4136/1785 BOT CHORD 2-17=-980/2475, 16-17=-980/2475, 14-16- 1509/3674, 13-14=-3834/8843, 12-13=-3824/8842,11-12=-1570/3858, 9-11=1562/3816 WEBS 3-16= 578/308,4-16=-603/1432,5-16=-2030/964,5-14=-608/1550,6-14=-5324/2395, 6-12=1239U79,8-12=-1797/3967, 8-11=-58/308 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=6.Opsf: h=15ft; B=4511; L=28ft; eave=4ft; Cat. II: Exp C; Encl., GCpi=0.18; MI (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=645, 9=818. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 771b down and 451b up at 23-4-12, and 75 Ib down and 48 lb up at 24-11-4, and 133 lb down and 65 Its up at 25-5-9 on top chord, and 728 lb down and 3381b up at 21-4-12, 20 Ib down at 23-4-12, and 201b down at 24-11-4, and 73lb down at 25-5-9 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 4-6=-54, 6-8=-54, 8-lD=-54, 2-9=-20 Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 OWARNUIG-Verify design paremetersana READ NOTES ON THIS AND INCLUDED MWEKREFERANCE PAGE MI47423ree. 1am32015 BEFORE USE Design valid for use only with MOek® 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 verily the appllcabllity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of lndvIdual truss web and/or chord members only. Additional temporary antl permanent bracing WOW prevent Is always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding rile fabricatloru storage. deMery, erection and bracing of trusses and truss systems, seeANSIAPII CualMy Cf1fil DSI and BCSI Buldbp Companml 69" Parka East Blvd.or Sa tnformalbrrovalloble from Truss Plate Institute. 218 N. Lee Skeet, Suite 312, Alexandria, VA 229314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply ELDER MENDOZA • T78786976 504191 A13 Roof Special Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.320 a Nov 19 2019 MiTek InduSMeS, Inc. Mon Dec 2 13:25:34 2019 Page 2 ID:X4smh9OYGcbvihltD_Q_KKZNVGR-IaxIPBDK5Mkx1XO2terYgbd4OJmB3R57kKOIhyD rF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-3(B) 11=-3(B) 22=-2(B) 23=-2(B) 24=-728(B) 25=-3(B) 26=-3(B) ®WARNING - Vedlydea/gnparametereand READ NOTES ON TN/SAND INCLUDED M/1EAREFERANCEPAGEMI474mrev. 100=15DEFOHE USE. Design valid for use only with Mil connectors. IDls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buliding tleslgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of nurses and hum systems, seeANSVIPII GualMMyy Criteria, DSB-09 and BCSI BuSding Component Safety mformoHamvallabie from hum Plate Institute. 218 N. Lee Street Suite 312, Alexandria VA 22314. 6904 Parka East BNtl. Tampa, FL 33610 Job Truss Truss Type CityPly ELDER MENDOZA ' T78786977 504191 B01 Common Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, a Nov 19 2U19 Mr I eK industries, Inc. Mon use 2 4x4 2x4 11 7x8 = 20 11 Scale = 1:37.0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC2017/TPI2014 CSI. TC 0.49 BC 0.50 WB 0.52 Matrix -MS DEFL. in Vert(LL) -0.14 Vert(CT) -0.26 Horz(CT) 0.06 Wind(LL) 0.18 (loc) I/defl L/d 8-9 : 9 3160 8-9 >981 240 6 n/a n/a 8-9 >999 240 PLATES GRIP MIT20 244/190 Weight: 1141b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or2-10-3 oc puffins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. WEBS 2x4 SP No.2 REACTIONS. (lb/size) 6=1521/Mechanical, 2=1597/0-8-0 Max Harz 2=157(LC 7) Max Uplift 6=-597(LC 8), 2=-706(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3609/1380, 34=-2630/1054, 4-5=-2630/1054, 5-6=-3607/1400 BOT CHORD 2-9=-1197/3291, 8-9=-1197/3291, 7-8=-121513287, 6-7=-1215/3287 WEBS 4-8_ 594/1719, 5-8=-1014/479, 5-7=-99/530, 3-8=-1015/459, 3-9=-85/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15fb B=45tt; L=24ft; eave=4fk Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=11c) 6=597, 2=706. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 734 lb down and 255 lb up at 7-8-12, and 734 lb down and 25511b up at 13-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof LWe (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=-54, 4-61 2-6=-20 Concentrated Loads (lb) Vert: 14=-734(B)15=-734(3) Ig Thomas A Altair PE No.39380 01Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING - Verity Eealgnors, ameis. and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA BE M67473 rev. 1N032015 BEFORE USE. Design valid for use only with MITekID connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not ��` a huse system. Before use, the building designer must verify the oppllcobllity 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. Adtlltlonol temporary antl permanent bracing MiTeW Is always rec lred for sticarty and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWIJ Cua1By COfeda, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safely Informatbmvallable from Truss Plate Institute, 218 N. We Sheet, Suae 312, Alexontlrlo, VA 22914. Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA ' T18786978 504191 802 Roof Special 1 1 Job Reference (optional) ribbetts Lumber Company, Palm Bay, FL- 32905. 6.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:36 2019 Page 1 I D:X4smh9DYGcbvihjtD_G_KKzN VGR-Fy2dgtFad_fGrZR7Zu010ja27pef9a0a2pXMZyD_rD 44-15 7-8-0 10.8.0 73-8-0 17-2-1 21-4-0 258-0 j 1-4-0 44-15 3.6.2 3-0-0 3-0-0 3-fi-1 4-0-15 1-4.0 01 4.4 = -- 3x4 = 3x4 = 2x4 11 2.4 11 3x4 = 3a4 = 5 7-6.8 0 0&0 3-0B-00 17-2-1 3INS .10 -8 3-0-0 3-6 -1 21.4-0 4-0-05 Scale=1:39.5 Plate Offsets (X Y)-- I6:0-0-0 0-0-01 112:0-5-12 0-2-41 I14:0-5-12 0-2-41 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vart(LL) -0.01 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(GT) -0.0216-19 >999 240 SCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-M8 Wind(ILL) 0.0110-22 >999 240 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 Be No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.2 6-0-0 oc bracing: 14-15,11-12. REACTIONS. All bearings 0-8-0 except (jt=length) 15=Mechanical, 11=Mechanical. (Ib) - Max Horz 2- 159(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=-278(LC 12), 15=-104(LC 12), 11=-104(LC 12), 8=278(LC 12) Max Grav All reactions 2501b or less atjoint(s) except 2=352(LC 21), 15=605(LC 17), 11=587(LC 1), 8=352(LC 22) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=362/291, 4-5=313/115, 5-6=-313/120, 7-8=-373/303 BOT CHORD 2-16=-153/335, 14-15=-579/188, 4-14=-367/150, 11-12=-560/200, 6-12=-367/155, 8-10=-158/317 WEBS 14-16=-185/407, 3-14=-330/261, 10-12=-190/386,7-12=-323/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vascll 24mph; TCDL=4.2pst BCDL=6.Opsf; hl5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-14-11 to 1-7-5, Interlor(1) 1-7-5 to 10-8-0, Exterior(2) 10-8-0 to 13-9-12, Interior(1) 13-9-12 to 22-8-11 zone, cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.011a AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 3-0-0 apart. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This imss has been designed for a live load of 20.0psl on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 2, 104 Ib uplift at joint 15, 1041Is uplift at joint 11 and 2781b uplift at joint 8. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cat 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING- Vedtytleslgnparametersand READ NOTES ON THISANU INCLUDED MR'EKREFERANCEPAGEMP-74Tarev. IDra.Yfe15 BEFORE USE Design valid for use only with MBek®connectors. This design is based only upon parameters shown, and is for an individual bullring component. hot �! ■■ a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bradng Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of 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 antl bracing of trusses and truss systems, seeANSVIP11 CuallBryy criteria. Drl and SCSI BuIll Component 6904 Parke East Blvd. Safety Informational from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply ELDER MENDOZA • T78786979 504191 B03 Hip 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.320 a Nov 19 2019 MiTek Industries, Inc. Mon UBC 2 73:25:38 2019 Scale=1:40.1 48 = 44 = �.e % - ° 3x4 O. 17 12 3.4 = 3,4 = 2x4 I[ 2x4 I[ 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Van(LL) -0.01 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.0218-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES We 0.09 Horz(CT) 0.01 12 n1a n/a BCDL 10.0 Code FBC20177TP12014 Matti»MS Wind(LL) 0.01 11-24 >999 240 Weight: 1161b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.2 REACTIONS. All bearings 0-8-0 except (jt=length) 17=Mechanical, 12=Mechanical. (Ib) - Max Ho¢ 2=138(LC 11) Max Uplift All uplift 100 lb or less at joints) except 2=-279(LC 12), 17=-100(LC 12), 12=-107(LC 12), 9_ 277(LC 12) Max Gray All reactions 250 lb or less at joint(s) except 2=352(LC 21). 17=602(LC 17), 12=589(LC 1), 9=351(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 362/317, 4-5=-311/121, 5-6=-259/113, 6-7= 311/106, 8-9— 374/298 BOT CHORD 2-18=-190/334, 16-17=-575/246, 4-16=-386/173, 14-15=0/294, 12-13=-561/261, 7-13=386/187, 9-11=-188/319 WEBS 16-18=230/408, 3-16=-342/267, 4-15=0/335, 7-14=0/335, 11-13=228/390, 8-13= 339/272 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vl160mph (3-second gust) Vascll24mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exleror(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 9-0-0, Exterior(2) 9-0-0 to 16-6-15, Interior(1) 16-6-15 to 22-8-11 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 150.01b AC unit load placed on the top chord, 10-8-0 from left end, supported at two points, 3-0-0 apart. 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrem with any other live loads. 6) • This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 2, 100 lb uplift at joint 17, 107 lb uplift at joint 12 and 277 Its uplift at joint 9. Thomas A. Alban PE No.39389 MiTek USA, Inc. FL Cert 66M 8904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARNING-Vertry tleslgn perametemand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEVAGEM1474]3ree resistants BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not �'- a truss system. Before use, the building designer must verify Ma applicablllty of design parameters and papery Incorporate this design Into the overall building design. Bracing Indicated is to buckling of Individual truss 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 guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and hues systems, WeANSU1P11 Quo Bh CrBedo. DSBd9 and BCSI Building Component 6904 Parke East Blvd. Solely informations Maple from Truss Plate Institule. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply ELDER MENDOZA ' T18786980 504191 B04 Hip Girder �Qty 1 7 Job Reference o !anal Tibbetts Lumber Company, Palm Bay, FL- 32905. B.32U s Nov 19 2UlU Mr lex inausines, mc. Mon uec z lb:zo:au eulu raga l I D:X4smh9QYGcbvihjtD_Q_KKzNVG R-fXkmSvHSmN E7JIOghRjNfLvhKkW sTtgGO2BzuyD_rA -1-4-0 7.0.0 10-&0 74-0-0 21-4-0 22-8-0 7-4.0 7.0-0 3-B-0 3-8-0 7.0.0 — 1-4-0 Scale = 1:39.5 6x8 = 2x4 II 6x8 = 3 15 16 4 17 1B 5 4x8 = 3x10 II 7x8 = 3x10 II 4x8 7-a0 10-8-0 %4-0 21-4-0 7-0-0 3-8-0 3-&0 7-0.0 Plate Offsets(XY)-- [2:0-1-1 Edge] [3:0-1-120-4-41 (5.0.1-120-4-41 [6:0-1-1 Edael [9:0-4-00-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vett(LL) -0.19 9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) -0.35 9 >725 240 BCLL 0.0 ' Rep Stressincr NO WB 0.31 Horz(CT) 0.09 6 Ida We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.25 9 >999 240 Weight: 11616 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP SS *Except' TOP CHORD 3-5: 2x6 SP No.2 BOT CHORD BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=2466/0-8-0, 6=2466/0-8-0 Max Horz 2=-111(LC 23) Max Uplift 2=-1115(LC 8), 6=-1115(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5757/2396, 3-4= 5965/2545, 4-5=-5965/2545, 5-6=-5757/2396 BOT CHORD 2-10=-2063/5258, 9-10=-2083/5327, 8-9=-2083/5328, 6-8=-2063/5259 WEBS 3-10=-394/1358, 3-9=-445/932, 4-9=615/468, 5-9=446/932, 5-8=394/l35B Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-10-5 oc bracing. NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This MISS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1115 lb uplift at joint 2 and 1115 Ile uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 lb down and 1681b up at 7-0-0, 139 Its down and 162 Its up at 9-0-12, 139 Its down and 162 In up at 10-8-0, and 139 Its down and 162 Its up at 12-3-4, and 139 Its down and 168 In up at 14-4-0 on top chord, and 495 In down and 217 in up at 7-0-0, 735 lb down and 2561b up at 7-8-12, 85 Ib down at 9-0-12, 85 Ile down at 10-8-0, 85 lb down at 12-3-4, and 735 lb down and 256 lb up at 13-7-4, and 4951b down and 2171b up at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 2-6=-20 Concentrated Loads (lb) Vert: 3=-11 O(B) 5=-110(B) 10=-495(B) 9=66(B) 4=-11 O(B) 8=-495(B) 16=-11 O(B) 17=-110(B) 19=735(F) 20=-66(B) 21=-66(B)22=-735(F) Thomas A. Alban! PE No.39388 MiTek USA, Inc, FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 QWANNING.Verlydesrgn pereme1el5endnEAD NOTES ON INS AND INCLUDED MREKNEFERANCEPAGEM/F1473rs. 10,eYL01SILEFOHE USE. Design valid for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for on Intllvldual bulltling component, not ��- a fuss system. Before use, the building designer must verity me oppllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndt dual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANS1y1911 Qua[ XXyy Criteria, DSB49 and BCBI Building Component 6904 Parke East BNtl. Safety Infonnafbmvollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply ELDER MENDOZA ' T78786981 504191 Col Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, B.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:40ZU19 Page 1 ID:%4smh9QYGcbvihjtD_Q_KKzNVGR-7klBgF14hCV51StCEPyyvst4LkzxbyV VgnlVKyD_r9 -1-4-0 8.0.0 16.0.0 _ _ 17-4-0 1-4-0 B-0.0 8-0-0 1-4-0 5x6 = 4x4 = 2.4 II 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(ILL) 0.38 6-12 >509 240 TCDL 7.0 Lumber COL 1.25 BC 0.96 Vert(CT) -0.24 6-9 >795 240 BCLL 0.0 Rep Stress ]nor YES We 0.15 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=66710-3-0, 4=66710-3-0 Max Horz 2=-124(LC 10) Max Uplift 2=-677(LC 12), 4=-677(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 948/1656, 3-4=-948/1657 BOT CHORD 2-6_ 1375/809, 4-6=-1375/809 WEBS 3-6=-777/369 Scale - 1:30.3 PLATES GRIP MT20 244/190 Weight: 59 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MI (directional) and C-C Exterior(2)-14-11 to 1-7-5, Interior(1) 1-7-5 to 8-0-0, Exterior(2) 8-0-0 to 11-0-0, Interior(1) 11-0-0 to 17-4-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; L"umber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 677 lb uplift at joint 2 and 677 Its uplift at joint 4. la Thomas A. Aibani PE No.39380 Mil USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 O WARNING -Verity Eesr9epemm0emaed READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MLL7473rev. I&IMAsp15eEFORE USE Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, antl Is for on Intllvldual building component, not a truss system. Before use, the building designer must verify the applicablllry of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to buckling of Intllvldual truss web and/or chord members only. Additional temporary and permonenf bracing MiTek' prevent Is always required for stablllfy antl to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems seeANSVrpI1 call Crdeda. DSB a9 and BCSI Buiding Component 6904 Parke East Blvd. Safety Informatbrnvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ELDER MENDOZAT78786982 7yPly 504191 CO2 Hip Girder 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.320 s Nov 19 2019 Ni Industries, Inc. Mon use 2 13:25:41 2019 Page 1 ID:X4smh90YGcbvihjtD O KKzNVGR-bmWtbljRWdyNcSOo6TBS40FYSUKPm7kKX12nyD r8 7-0.0 9.0.0 16.0.0 17-4-0 b4-0 7-0.0 2-0.0 7-0-0 --�- 1-0-0 Scale = 1:30.8 6x6 = Sx6 = 3x4 = 2x4 II 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 NO Code FBC2017/TPI2014 CSI. TC 0.92 BC 0.86 W B 0.15 Matrix -MS DEFL. in Vert(LL) 0.24 Vert(CT) -0.20 Horz(CT) 0.05 (loc) Udefl Ud B-11 >797 240 8-11 >957 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 68 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or4-8-15 oc bracing. BOT CHORD 20 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=1271/0-3-0, 5=1271/0-3-0 Max Hom 2=-111(LC 23) Max Uplift 2=-922(LC 8), 5=-922(LC 8) FORCES. (II - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-252611536, 3-4=-2247/1470, 4-5= 2530/1538 BOT CHORD 2-8=-1279/2273, 7-8=-1265/2244, 5-7=-1281/2277 WEBS 3-8=-287/628, 4-7=-28B/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasdi 24ri TCDL=4.2psf; BCDL=6.Dpst h=151j; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip Di 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal 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 9221b uplift at joint 2 and 9221b uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 139 lb down and 1681b up at 7-0-0, and 139lb down and 168 lb up at 9-0-0 on top chord, and 507 lb down and 217 Ib up at 7-0-0, and 507 Ib down and 217 lb up at 8-114 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-11 O(B) 4=-11 O(B) 8=-495(B)7=-495(B) Thomas A Alban! PE No.39330 Ni USA, Inc, FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARNING-V.drydeelgnperemefersend READ NOTES ON THISAND/NCLUDEDMREKREFERANCEPAGEMib74YJrev. 10,01OVIS BEFORE USE Design valid for use only with M9ek® connectors. This design Is based only upon parameters shown, and Is for an Individual bulltling component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing indicated is to buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek' prevent Is 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 system% seeAN8U1p11 GYOINv CMM e, DS149 and SCSI lWdhD Component 6904 Parke East Blvd. III Infonnatbmrvallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantlrlo, VA 22 14. Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA • T78786983 504191 CJ01 Corner Jack 18 1 Jab Reference (optional) r DDens wmoer uorr ny, rarm oay, rc - aeuua, o.Jma rvov.tl Luro Iv, IDR Ir raUJInea, ma mu. VeV c LOADING (psi) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 file n/a BCDL 10.0 Code FBC20171-FP12014 Materil Wind(LL) -0.00 5 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-21IMechanical, 2=16410-3-0, 4= 14/Mechanical Max Horz 2=70(LC 12) Max Uplift 3= 2(LC 1), 2— 198(LC 12), 4=-14(LC 1) Max Gray 3=20(LC 12), 2=164(LC 1), 4=43(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.7 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2lb uplift at joint 3, 1981b uplift at joint 2 and 1416 uplift at joint 4. Thomas A Albani PE No,39380 MTek USA, Inc. FL Cart 8834 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING -Verify deslenpafame(ere and HEAD NOTES ON TH/SAND/NCLUDEDMRKNEFENANCEPAGEM/N473 rev. feN22015BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an IntlNltluaI bullding component, not ��- a truss system. Before use, the building designer must verify the appllcoblllN of design parameters and properly Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 nudes and truss systems, seeANSURI I Gua1Bv Cell DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Infomlationovalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Ply ELDER MENDOZA • T18786984 504191 CJ03 Comer Jack �Qty 12 1 Jab Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 2x4 = 8.3205 Nov 19 2019 Mt I ek Industries, Inc. Mon Uec 21325:44 ZU1B Page 1 ID:X4smh9OYGcbvihjtD_4KKzNVGR.OVXfWcIbkR7WE4BzTF1 u4i2x1 LZYXouZGllye6yD r5 Scale=1:10.9 Plate Offsets (X Y)— (2:0-0-2 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 VerI CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 12 Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=201/0-3-0, 4=31/Mechanical Max Horz 2=113(LC 12) Max Uplift 3=-47(LC 12), 2=-165(LC 12) Max Grav 3=63(LC 17), 2=201 f -C 1), 4=49(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD-L.0psf; h=151t; B=45tt; L=24ft; eave=oft; Cat. II; Exp C; Encl„ GCpi=0.18; MW FRS (directional) and C-C Extenor(2)-1-4-11 to 1-7-5, Intedor(1) 1-7-5 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 47 lb uplift at joint 3 and 1651b uplift at joint 2. Thomas A. Albanl PE No.39380 Mil USA, Inc, FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIP74M rev. iW032015 BEFORE USE. Design valld for use only with MOek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, Me bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulltling design. Bracing Indicated is to buckling of Individual truss 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 ontl property damage. For general guldonce legartling the storage, delivery, erectlon and bracing of trusses and truss systems, seeANSVTPII Qua11N Cmorki. DSB49 and SCSI Building Component 69D4 Parke East Blvd.fabdcaflon, Safely Infoenloble a8ona from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrla, VA 2251A Tampa, FL 33610 Job Truss Truss Type Ply ELDER MENDOZA • T18786985 504191 CJ04 Diagonal Hip Girder �Qty 2 1 Job Reference o banal Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 213:25:45 2019 2x4 II Scale -1:11.7 2x4 II ' 4.2-3 4-2-3 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.04 6-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.04 6-9 >999 180 BCLL 0.0 ' Rep Stress Inor NO WE 0.00 Hors(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc puffins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=129/Mechanical, 2=274/0-3-14 Max Horz 2=112(LC 24) - Max Uplift 6=-44(LC 8), 2=-232(LC 8) Max Grav 6=135(LC 22), 2=274(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD"- .0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord 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 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 44 Ile uplift at joint 6 and 232 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 Ito down and 601b up at 1-4-15, and 102 Its down and 60 lb up at 1-4-15 on top chord, and 471b down and 16 lb up at 1-4-15, and 47 lb down and 16 lb up at 1-4-15 on bottom chord. The designtselection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-14, 5-7=-20 Thomas A. Aibani PE No.39380 Mil USA, Inc. FL Cod 6834 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 A WARNING -Veril design Parameters end READ NOTES ON TN/SANDINCLUDED MIIEKREFERANCEPAGEMl4)4]3 rev. loo3lBEFORE USE. Design valld for use only with MRel connectors, this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building deslgner must vasty the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Baling lndlcated is to prevent buckling of lndNldual truss web and/or chard members only, Adtllllonol temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the tac icatlon, storage, delivery, erectlon and bracing of trusses and truss systems seeANSM111 QualM CMeM, DSBB49 and BC51 Bull Component 6904 Parke Eas Eas t Bivtl. Safety InfemmHonavallcbie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL P336 O Job Truss Truss Type Ply ELDER MENDOZA T78786986 504191 CJ05 Comer Jack �Oty 12 1 Job Reference (optional) I IDD9ns Lumpier company, rain pay, M-azaw, 3x4 = o.om a rvev ra [e m rvn r en ... .uusuns, n reee , ID:X4smh9OYGcbvihjtD O_KKzNVGR-yufPwlMrG2FETNKMaf3M977E69AW7iOstcE3j-yD_Y3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I l Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Wind(LL) 0.06 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=113/Mechanical, 2=268/0-3-0, 4=59/Mechanical Max Hom 2=158(LC 12) Max Uplift 3=-98(LC 12), 2=-177(LC 12) Max Grav 3=116(LC 17), 2=268(LC 1), 4=87(LC 3) FORCES. (Ih) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. Scale = 1:15.0 PLATES GRIP MT20 244/190 Weight: 181b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=6.OpsY h=1Sit; B=45fi; L=24tt; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 4-11-4 zone; cantilever left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 fast bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 98 Ib uplift at joint 3 and 177 Its uplift at joint 2. Thomas A Albans PE No.39380 Mil USA, Inc. FL Ced 8834 6904 Parka East Blvd. Tampa FL 33610 Date: December 2,2019 O WARNING-Ver(tydeslgnpemmefersand READNOTES ON TN/SAND/NCLUDEDMNEKBEFEBANCEPAGEMIP74MmI, 10MY1015 BEFORE USE. Design valid for use only with Mlrek9 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 appllcablllry 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, Addltlonal temporary and permanent bracing MiTek' Is always required for stoblllty, and to prevent collapse with possible personal injury and property damage. For general guldonce legal the fabrication, storage, delivery, section and brccing of trusses and truss systems, seeANSLMII Ouol6v Catalan, DSB49 and BWI Building Component 6904 Parke East Blvd. Safety Inlennetionc cllcble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexantldo, VA 22 14, Tampa, FL 33610 Job Truss Truss Typo Oly Ply ELDER MENDOZA • T18786987 504191 DJ06 Diagonal Hip Girder 6 1 Job Reference (optional) Rbbefts Lumber Company, Palm Bay, FL - 32905, a.azu s Nov 19 2019 Mi I ek Scale = 1:21.6 2x4 II 4 5 3x4 = _..... 3x6 = „ 5-2.9 4-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.06 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.39 VerUCT) -0.07 8-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC20177TP12014 Matrix -MS Weight: 45 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 2=510/0-10-15, 7=457/Mechanical Max Horz 2=201(LC 24) Max Uplift 2=-303(LC 8), 7= 208(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=815/215 BOTCHORD 2-8=-311l745, 7-8=-311/745 WEBS 3-7=754/310 Structural wood sheathing directly applied or 6-0-0 oc pudins, .except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 Ito uplift at joint 2 and 208 lb uplift at joint 7. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1021b down and 601b up at 1-4-15, 102 lb down and 60 lb up at 1d-15, 101111 down and 641b up at 4-2-15, 101 Ib down and 64lb up at 4-2-15, and 130 Ib down and 123 lb up at 7-0-14, and 130 lb down and 123 It, up at 7-0-14 on top chord, and 47 Ib down and 16 to up at 1-4-15, 47 Ito down and 16 lb up at 1-4-15, 18 Ib down at 4-2-15, 18 Ib down at 4-2-15, and 35 Ito down at 7-0-14, and 35 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-4=54, 4-5=-14, 6-9=-20 Concentrated Loads (lb) Vert: 14=73(F=-36, B=-36) 16_ 11(F=-5, B=-5) 17=-62(F=-31, B= 31) Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARN/NG-Vedlydesign Pammetemand READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMIF7473mv. lelIS BEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding ma fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSVIPIT CualMy Ctlfedo, DSBA9 and BCSI Building Component 6904 Parke East Blvd. ParkeEast B Safety Infonnatbnovelable from Truss Plate Institute, 218 N. lee Sheet, Suite 312, Atezandra. VA 22 14. Tampa, P Job Truss Truss Type Oty Ply ELDER MENDOZA • T18786988 504191 CJ07 Diagonal Hip Girder 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 8.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:49 2019 3x4 = Scale = 1:10.5 3-6-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.03 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 2 Ida Ida BCDL 10.0 Code FBC2017/TPI2014 Matil Weight: 14111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc Outline. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=259/0-10-15, 4=32/Mechanical Max Ho¢ 2=100(LC 8) Max Uplift 3=-40(LC 8), 2= 232(LC 8) Max Gray 3=65(LC 1). 2=259(LC 1), 4=76(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; 8=4511; L--24ft; eave=oft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Gable studs spaced at 2-0-0 oc. 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) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401b uplift at joint 3 and 232111 uplift at joint 2. B) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 Ib down and 60111 up at 1-4-15, and 102 lb down and 60 lb up at 1-4-15 on top chord, and 47 Its down and 16 Its up at 1-4-15, and 47 lb down and 16111 up at 1-4-15 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 4-5=-20 Thomas A Alban! PE No.36360 Mil USA, Inc. FL Cast 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING -Verily design parameters antl HEAD NOTES ON THMMDINCLUDEDMNEKREFERANCEPAGEMM17473re, ISAMATIS BEFORE USE Design valid for use only with MneM connectors. wls design Is based only upon parameters shown, and Is for an Individual building component, not ��• a hues system.Before use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stablllty and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabricailon storage. delivery: erection and bracing of trusses and hum systems. seeANSMII CualNByy CMada, DSB49 and BGSI Building Component 6904 Parke East Blvd. Safety Informalbrgvolloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexontlrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply ELDER MENDOZA • T78786989 504191 D01 Hip Girder 1 1 Job Reference (optional) Rbbetts Lumber Company, Palm Bay, FL- 32905, 8.320 s Nov 192019 MiTek Industries, Inc. Mon Dec 213:25:52 2019 Page 1 ID:X4smh90YGcbvihjtD_QKKzN VGR-n10gBLRcsu?OBIo W=AmOONKsaFhPPIIGYhNveyD_gz -1-4-0 3-0-0 5-0-0 B-0.0 9-4-0 1-4-0 3.0-0 2-OA 3-0-0 1-4-0 4x4 = 4.4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TO 0.15 Vert(LL) -0.01 8 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) .0.02 8 >999 240 BCLL 0.0' Rep Stress lncr NO WB oz,: Horz(CT) 0.01 5 11 ri BCDL 10.0 Code FBC2017/TPI2014 Matril Wind(LL) 0.02 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x6 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (Ib/size) 2=48810-3-0, 5=488/0-3-0 Max Hor4 2= 58(LC 6) Max Uplift 2= 394(LC 8), 5= 394(LC 8) Max Grav 2=488(LC 1). 5=499(LC 30) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-812/42813-4=-713/409, 4-5=-812/428 BOT CHORD 2-8=-3301737, 7-8=322/715, 5-7=-3297737 2x4 = Scale = 1:20.5 PLATES GRIP MT20 244/190 Weight: 341b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst ll5ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 2 and 394 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82lb down and 66lb up at 3-0-0, and 82lb down and 661b up at 5-0-0 on top chord, and 246 lb down and 72 Ib up at 3-0-0, and 246 Ib down and 72lb up at 4-11-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumberincrease=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-4=-54, 4-6=-54, 9-12=-20 Concentrated Loads (lb) Vert: 3=-G(F) 4=-6(F) 8=-111(F) 7=-111(F) Thomas A Alban! PE NG36380 Mil USA, Inc. FL Cart 6634 Ill Parke East Blvd. Tampa FL 33610 Date: December 2,2019 O WARNING- Vadlydeslgnpmamefemand BEAD NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MA-7473mv. raNYlgiS BEFORE USE, Design valid for use only with MRekO connectors. This deslgn Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldIng design, Bracing Indicated is to prevent buckling of lntlivltlual truss web and/or chord members only. Additional temporary and permanent bracing MOWIs always required for stall and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage. dellvery, erectlon and bracing of trusses and truss systems, seeANSVrF11 Quality Cdbda, 090419 and BCSI Building Component 6904 Parke East Blvd. Safety Informoflona ,ollable from puss plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA • T18786990 504191 D02 Common 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 8.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:54 2019 Page 1 ID:x4smh9OYGcbvihjtD O_KKzNVGR-j08Rc1S10WF6Rcyu2LCETpScANxwlJm2jsAU WyD_gx 4.4 = Scale=1:20.1 6 3x4 = 1.4 11 3x4 = 4.0-0 8-0.0 4-0-0 4-0-0 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 6-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.02 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.04 Horz(CT) -0.01 4 n/a III BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 32 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.2 REACTIONS. (lb/size) 2=371/0-3-0.4=371/0-3-0 Max Horz 2=-71(LC 10) Max Uplift 2=-390(LC 12), 4=-390(LC 12) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-426/887, 3-4=-426/887 BOT CHORD 2-6=-690/363, 4-6=-690/363 WEBS 3-6=388/172 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-9-5 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 4-0-0, Extedor(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 9-4-11 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOIL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 390 lb uplift at joint 2 and 390 lb uplift at joint 4. Thomas A Alban! PE No.39390 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 QWARNING- V rfiYdsl9nperemdh..LREAONOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEMIF7473nnt IDIX12015 BEFORE USE. Design volltl for use only with MBeIail) connectors. This design Is based only upon parameters shown, and Is for an Indvidual building component, not a truss system. Before use. the bulltling designer must verlty the applicability of tleslgn parameters and properly Incorporate this design Into the overall bulltling design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erector, and bracing oftrusses and trusssystems, WeANSVIPII Quallh Criteria, GSM9 and SCSI Building Component 6904 Parke East Blvd. Safely Nloenalbnavallable from Truss Plate Institute, 218 N. Lee Sheet ntlrla. Sulte 312, AlexaVA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply ELDER MENDOZA • T78786991 504191 J01 Jack -Open 15 1 Job Reference (optional) I MbeaS Lumber Company, Palm Hay, FL-32905, 3x4 = 8.320 S NOV 19 2U19 MI I eK industries, Inc. Mon ilea 2 13:2h:5h 2U19 rage 1 ID:X4smh9OYGcbvihjtD O KKzNVGR-BcippNTV8pOz2mW4c2jT017fsnAKcmcByWwlWryD_gw Scale = 1:19.0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Veri(LL) -0.09 4-7 >882 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 VBri(CT) -0.21 4-7 >388 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.18 4-7 >469 240 Weight: 24111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical, 2=339/0-8-0, 4=86/Mechanical Max Horz 2=202(LC 12) Max Uplift 3=-147(LC 12), 2=-196(LC 12) Max Grow 3=168(LC 17), 2=339(LC 1), 4=125(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=1241 TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and tomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0losf bottom chard live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 3 and 196 lb uplift at joint 2. Thomas A. Alban! PE No.39360 MlTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 A WARNING -Vedly desImpammetereand READ NOTES ON THISAND INCLUDED M?EKREFERANCEPAGEM/N4" me 1a612015BEFOREUSE. Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, and Is for an Indlvltlual bulltling component, not ��- a hum system. Before use, the bulltling designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the storage, delivery, erection and brooing of lmsses and hum systems. seeAstill CualMy Cd unks, DSBI and BCSI Building Component 6904 Palle East Blvd.fabrication, Safely InformaBonavallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alevantlrl¢ VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply ELDER MENDOZA • T18786992 504191 J03 Jack -Open 2 1 Job Reference (optional) ribbefts Lumber Company, Palm Bay, FL-32905, 2x4 = 8.320 s Nov 19 2019 MIIek IneUatnes, InC. Mon Uec 21S.2b:ba 2Ule rage 1 ID:X4smh90YGcbvihjtD_QKKzN VG R-fpGBl I U7v7W pgw5HAmFiZEY_1BfMLDsLBAfb2PyD_gv Scale = 1:10.9 LOADING (pat) SPACING- 2-0-0 CS'. DEFL. in floc) I/deft Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ved(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 4-7 >999 240 Weight: 12 Ile FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical,2=201/0-3-0,4=31/Mechanical Max Horz 2=113(LC 12) Max Uplift 3=-47(LC 12), 2=-165(LC 12) Max Grav 3117), 2=201(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; E>ie C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 2-11-4 zone; cantilever left and right exposed ;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 47 lb uplift at joint 3 and 1651b uplift at joint 2. Thomas A. Albert PE No.39380 III USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING -VeNly Eeslgn praremerersand READ NOTES ON THISAND INCLUDEDMITEKREFERANCE PAGEMIP74M rev. 111012015eEFOREUSE Design valid for use only with Meek® connectors, This tleslgn Is based only upon parameters shown, and is for on IndvIdual bulltling component, not a huss system, Before use, the building designer must verify Me applicability of design parameters and properly Incorporate rub design Into Me overall building tleslgn.Bracing indicated is to prevent buckling of lndlvldualtruss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance recording me fabrication, storage, delivery, erection and bracing of trusses and huss systems seeANSWII CualMy Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Sa sty Informatbneollable from Truss Plate InsNiute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply ELDER MENDOZA • iQtY T18786993 504191 J05 Jack -Open Structural Gable 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL- 32905, 2x4 = 8.320 s Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:25:57 2019 Page 1 I D:X4smh9QVGcbvihjtD_Q_KKzNVG R-77pZE3VIgRegl4gTkTmx5S491b7x4g6UPpPBbryD_qu Scale = 1:10.0 Plate Offsets (X Y)— 12:0-01 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 7 >999 240 Weight: 101b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=47/Mechanical, 2=188/0-8-0, 4=23/Mechanical Max Hom 2=103(LC 12) Max Uplift 3=-34(LC 12), 2— 165(LC 12) Max Gray 3=50(LC 17), 2=18B(LC 1). 4=40(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib).or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-11 to 1-7-5, Interior(1) 1-7-5 to 2-5-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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. 3) Gable studs spaced at 2-0-0 Do. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34111 uplift at joint 3 and 165 lb uplift at joint 2. Thomas A Albanl PE No.36380 MiTek USA, Inc. FL Cert 66M 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 A WARNING - Verifydiisigparvniii ad READ NOTES ON THISANDIPICLUDEDINTEKBEFERANCE PAGE 11111-74M.in JOAXAN)IS BEFORE USE. Design valid for use only with Mnek® connectors. Ins design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chard members only. Addlflonal temporary and permanent bracing MiTek' Is always requlredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fcbrlcanon, storage, delivery, erection and bracing of trusses and truss systems, seeANSMII Guipy Cdfedp, g8B419 and SCSI Building Component 6904 Parke East Blvd. Safely Infoenallonavollabie from Truss Plate Institute,218 N. Lee Street, Suite 312, Nexanddo, VA 22314. Tampa, FL 33610 Job Truss Type::� City Ply ELDER MENDOZA T18786994 504191 Tiom6ss Jack -Open Gimer 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, 8.320 s Nov 19 2019 MIek Industries, Inc. Mon Dec 2 13:25:59 2019 Page 1 ID:X4smh9QYGcbvihjtD_Q_KKzNVGR-30xKfkW7C2uOXNgsmoPAtASNOWmYacnt7uFfkyD_qs 3x8 = 2x4 II scale =1:9.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.39 Vart (LL) -0.01 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Ved(CT) -0.02 5 >999 240 BCLL 0.0 ' Rep Stress [nor NO W B 0.00 Horz(CT) 0.00 3 rda n/a BCDL 10.0 Code FBC2017/TP12014 Mall Wind(LL) 0.02 5 >999 240 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 1=930/0-8-0, 3=748/Mechanical Max Hoe 1=53(LC 8) Max Uplift 1=-370(LC 8), 3=-318(LC 8) FORCES. lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-6-7 Oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Val24ri TCDL=4.2psf; BCDL=6.Opsf; h=15ft; B=45tt; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 Co. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 Ito uplift at joint 1 and 318lb uplift at joint 3. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1501 lb down and 617 Ib up at 1-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-2=-54, 1-3=-20 Concentrated Loads (Ib) Vert: 5=-1501(F) Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 Q WARNING-yadlyCeafgnparrusts. antl READNOTES ON THISAND INCLUDED UntYKNEFENANCEPAGEM/N4T3 rev, 10,ea20156EFORE USE. Design valid for use only with MgeM connectors. Ill design Is based only upon parameters shown, and Is for an IntlNidual building component, not a truss system. Before use, the building all must ver the appllcablllN of design parameters and properly Incorporate this design Into the overall building design Bracing indicated is to prevent buckling ofJndlvlduolnuss web and/or chord members only. Additional temporary and permanent bracing M)Tek* Is always required for gal and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss systems, seeANSU P11 CualBy COtMb, DSBAI9 and Ill Building Component 6904 Parke East Blvd. Safety Nformatbmvallable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22914. 7em a, FL 33610 P Job Truss Truss Type Ply ELDER MENDOZA T7878fi995 504191 T01 Flat Girder �Qty 2 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL - 32905, 6.320 a Nov 19 2019 MiTek Industries, Inc. Mon Dec 2 13:26:00 2019 Page 1 ID:X4smh90YGcbvihjtD_O_KKzNVGR-YaVis4XdzMOF9XP2PcJej4iiKonF Aw5ndoCAyD_gr 2-114 5.10­8 2-11.4 2-114 3x4 = 1 2x4 II 2 58x8 = 3x4 = Scale = 1:14.5 6 2x4 II 2x4 II 2-11-4 5.10-8 2.11.4 I 2-11.4 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) -0.01 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.26 Ven(CT) -0.02 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr NO W B 0.24 Horz(CT) 0.00 4 n/a n(a BCDL 10.0 Code FBC2017/7PI2014 Matrix -MP Wind(LL) 0.01 5 >999 240 Weight: 3616 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 6=754/Mechanical, 4=755/Mechanical Max Uplift 6= 235(LC 4), 4=-236(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-6=-595/213, 1-2=-906/269, 2-3=-906/269, 3-4=-595/213 WEBS 1-5=-311/1049, 3-5=-311/1049 Structural wood sheathing directly applied or 5-10-8 oc During, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=15tt; 8=45tt; L=24ft; eave=4ft: Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2351b uplift at joint 6 and 2361b uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54716 down and 144lb up at 1-11-4, and 649 lb down and 147 lb up at 3-11-4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-3=-54, 4-6=-20 Concentrated Loads (Ib) Van: 7=-547(B)8=-549(8) Thomas A. Milani PE No.39380 h1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 O WARNING -Verify design parameters and NERD NOTES ON THISAND INCLUDED MITEKREI=ERANCE PAGEUX7473.e.. ItVUYtp15aEFOREUSE. Design valid for use only with MrekO connectors. This design Is based only upon parameters shown, and Is for on Indlvldual bulidng component, not a hum system. Before use, the bullding designer must verify the appllcablllty, of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regordIng the WOW fabrication, storage, delfvery, erectlon and bracing of trusses and hum systems, seeANSI/IPIt CuolO8yy Clitoris, DSO-69 and SCSI Building Component 69N Parke East Blvd. Safety Informotbmrvallabie from Tmm Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply ELDER MENDOZA • T78786998 504191 Vol Valley 1 1 Job Reference (optional) I lbbens Lumber Company, re nbay, FL-J2aub, e d ba[u s Nov iv [ura rune, Inausrnes, me. mun uec z rsco:vr cvm rdyv r ID:%4smh9GYGcbvihjtD_4KKxNVGR-Om344QYGkf86mh_Ez gtGIFndCIEOU84KRNMkcyD_gq 4.6 = 171 Scale =1:21.9 34 2xd II 3xd x4 LOADING (psf) SPACING- 2-M CSI. DEFL in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ve t(LL) n/a - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB O.Ofi Horz(CT) 0.00 3 n/a n/a BCDL 10.0. Code FBC2017/TPI2014 MSIR: LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=198/13-7-13, 3=198/13-7-13, 4=510/13-7-13 Max Horz 1=-81(LC 10) Max Uplift 1=-106(LC 12), 3=-106(LC 12), 4=-195(LC 12) Max Grav 1=203(LC 21), 3=203(LC 22), 4=510(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4— 334/350 PLATES GRIP MT20 2441190 Weight: 43 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=6.Opst h=15ft; B=451t; L=24ft; save=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Intenor(1) 3-9-1 to 6-10-8, Exterior(2) 6-10-8 to 9-10-8, Interior(1) 9-10-8 to 12-11-15 zone; cantilever left and night exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pi f bottom chord live load noncon current with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 1, 106111 uplift at joint 3 and 195111 uplift at joint 4. .d b Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cork 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 O WARNING -Verity desl9npmemefersand READ NOTES ON THISAND INCLUDED MmEKREFERANCEPAGEMII-7473ts' ramvzorSBEFOREUSE. Design valid for use only with MRek0 connectors, This design Is based only upon parameters shown, and Is for on Individual bulltling component, not a truss system. Before use, the building designer must verily the oppllcabllBy of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and eons systems, seeANSVIPIT Quality CrXrrdo, 090.89 and III Bu9tlbp Component 6904 Parke East Blvd. Safety Infonralbrnvciloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply ELDER MENDOZA • T78786997 504191 V02 Valley 1 1 Job Reference o tional Tibbetts Lumber Company, Palm Bay, FL - 32905, B.320 s Nov 19 2019 Mil Industries, Inc. Mon Dee 2 13:26:02 2019 Page 1 ID:x4smh9OYGcbvihjtD_O_KKzNVGR-UzdSHmZuVzGzOrZR W 1 L6oVoOlchZlsrzDZ56vG3yD_gp 4-10.8 9.9-0 ' 4-10.8 4-10.8 Scale-1:17.6 4x4 = a d d 4 2x4 G 2x4 11 20 1 9.8-6 0. -10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.24 Vert(LL) n/a - n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) rda - rda 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 30lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.2 REACTIONS. (Ib/size) 1=133/9-7-13.3=133/9-7-13,4=343/9-7-13 Max Horz 1=55(LC 10) Max Uplift 1=-71(LC 12). 3=-71(LC 12), 4=-131(LC 12) Max Grav 1=137(LC 21), 3=137(LC 22), 4=343(LC 1) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-225/285 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=1Sit; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0-9-1 to 3-9-1, Interior(1) 3-9-1 to 4-10-8, Extedor(2) 4-10-8 to 7-10-8, Interior(1) 7-10-8 to 8-11-15 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will It between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ito uplift at joint 1, 71 Ito uplift at joint 3 and 131 lb uplift at joint 4. Thomas A. Albanl PE No.36380 MiTek USA, Inc. FL Cert SS34 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 Q WARNING -Verify d4s/gnparamefere and READ ROTES ON TN/SAND INCLUDED UnSKREFERANCEPAGEMR-7473 rev. 10,10.LYUI5BEFORE USE. Design valid for use only with M6ekO connectors. Thls design Is based only upon parameters shown, and Is for on IntlNltlual building component, not �'- a truss system. Before use, the bulltling designer must verify the appllacblllty of design parameters and properly Incorporate this deslgn Into the overall building deslgn. Bracing Indicated is to buckling lndvIdual truss only.Addltlonal temporary and permanent bracing MiTek' prevent of web and/or chord members Is always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd, fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVIP11 CuolNy Cifi rb, D554 9 and BCSI Building Component Tampa, FL 33610 Safety Informatbrrnolloble from Truss Plate Insfil 218 N. We Sheet Suite 312, Alexandria. VA 22J314. Job Truss Truss Type Oty Ply ELDER MENDOZA • T78766998 504191 V03 Valley 1 1 Job Reference (optional) Tibbetts Lumber Company, Palm Bay, FL-32905, 6.32U a NOV 19 2019 MI I ex InCwtnes. Inc. MOn Uea Z 1J:Zb:UJ ZUI V rage 1 3x4 = 2x4 i 2x4 Scale=1:10.6 LOADING (pst) SPACING- 2-M CSI- DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TIC0.15 Vert(LL) n/a - We 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) Na - n/a 999 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 151Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc pudlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=157/5-7-13, 3=157/5-7-13 Max Horz 1=-28(LC 10) Max Uplift 1=-70(LC 12), 3= 70(LC 12) FORCES. (Ib) - Max. CompJMax- Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-165/267, 2-3=-165/267 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; B=45tt; L=2411; eave=4ft; Cat. II; Expr C; Encl., GCpi=0.18: MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 7011b uplift at joint 1 and 70 lb uplift at joint 3. +d d Thomas A. Albani PE No.3938D li iTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ,&WARNING-Verlry deslgnpemmeters end READ NOTES ON THISAND INCLUDED MREICREFERANCEPAGEMIF747Jnv, f0A19R0156EFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Ind ycuol bulitling component, not a muss system. Before use, the bulging designer must verity the applicatrIty, of design parameters and properly Incorporate this design Into the overall bulitling design. Bracing Indicated is to prevent buckling of Individual truss were and/or chord members only. Addmonol temporary and permanent bracing MiTek' Is always required forstablilty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the p Component fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSIM11 GuaIM Cored% DS349 and BC61 Building Palle East BNd. East B Safety Infoenalbrpvollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22 14.33610 Tampa. FL Job Truss Truss Type Ply ELDER MENDOZA T78786999 504191 VO4 Valley �Qty 1 1 Job Reference (optional) ubbens Lumber company, ralm bay, rL- bzeua, 2 4 2x4 i 0.0eu s "ov n zu r a mi i ex mousDins, nm. men aea < sca:w m m rays r ID:X4smh90YGcbvihitD_QKKzNVGR-OUDiSaB1 aW hd8ipeROahvtMzPMZOr4W OPbOLxyD_gn 4x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Udell Utl TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) rda - n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) rJa - n1a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a We BCDL 10.0 Code FBC2017ITPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.2 REACTIONS. (lb/size) 1=119/8-0-0, 3=119/8-0-0, 4=306/8-0-0 Max Hoe 1=-48(LC 10) Max Uplift 1=-64(LC 12), 3=-64(LC 12), 4— 117(LC 12) Max Grav 1=122(LC 21), 3=122(LC 22), 4=306(LC 1) FORCES. (lb) - Mau CompJMax. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-201/278 Scala=1:14.0 2x4 PLATES GRIP MT20 244/190 Weight: 261le FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0ps1; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0.3-15 to 3-3-15, Interior(1) 3-3-15 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 7-8-1 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6416 uplift at joint 1, 641b uplift at joint 3 and 117 lb uplift at joint 4. 19 d Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 2,2019 Q WARNING - Verily design parameters and BEAD NOTES ON THIS AND INCLUDED MREK REFEFANCE PAGE MIP74M rev. InMY10I5 BEFORE USE. Design volld for use only with Mgek® connectors. This design Is based only upon parameters shown, and Is for an Indlvldual building component, not ��- a truss system. Before use, the building designer must verlty the appllcablllty of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW Is always real for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabricaflon, storage, delivery, erection and brocing of trusses and hum systems, seeANBUIPII Quality Cdfeda, D3649 and BCSI Building Component 6904 Parke East Blvd. Safety Informalbmvalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 2231 A. Tampa, FL 33610 Job Truss Truss Type Ply ELDERMENDOZA ., T18787000 504191 V05 Valley �Qty 1 1 Job Reference (optional) Tibbetts Lumber Company, Falm bay, PL-329O5, n.3auswovlezmemuexmousmes,inc. monveccia:m:va turn rngn, I D:X4smh90YGcbvihjtD_(L_KKzNVGR-uYlbwobmoueYFIH7C9vpO80ZOpinyl5fF3LZtOyD_gm a d 2x4 3x4 = 2x4 c Scale =1:8.9 r� LOADING (Pat) SPACING- 2-0-0 CS1. DEFL. in (lot) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.10 Vert(LL) Trial - n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) Na - Na 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hors(CT) -0.00 3 Tire n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 12111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-9-10 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. REACTIONS. (lb/size) 1=122/4-8-6, 3=12214-8-6 Max Horz 1=-22(LC 10) Max Uplift 1=-55(LC 12), 3= 55(LC 12) FORCES. (III) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.0psf; Irl B=45ft; L=24ft; eave=4ft; Cat. 11; Espy C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 55 lb uplift at joint 1 and 55 lb uplift at joint 3. Thomas A. Affair! PE No.39300 fill USA, Inc. FL Cart 0834 6904 Parke East Blvd. Tampa FL 33610 Date: December 2,2019 ®WARNING -Verity design pammetem and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MLL7473roe 10,111,3015 BEFORE USE. Daslgn valid for use only with Mlle& connectors. This design Is based only upon parameters shown, and Is for an individual bulltling component not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling lndledual truss Additional temporary and bracing Well prevent of web and/or chord members only. permanent Is always required for notallity end to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP11 QuolMy Crlodo, DSSd9 and SCSI Bueding Component 6904 Parke East Blvd. Safety Informallonavallable from Truss Plate Institute. 218 N. Lee Street lo, Suite 312, Alexar VA 229914. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q �/jar For;4 x 2 orientation, locate plates 0-1441 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of The output. Use T or I bracing if indicated. 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 shown InfTsixteenths t scale) IIll (Drawings not to scats) I 2 3 TOP CHORDS 0 O U U a O 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, ESR3282 0 of O 2 U 0 O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIrrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved W1 a MiTek' 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS17TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.