Loading...
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® 1*40S _49 � 31 AUG 1E41010 1n9 0epa ent RE: J38150-J38150A - BALFOORT CONTRACTING MiTek USAPqq9tuc1e Count" Site Information 6904 Parke East Blvd. Customer Info: Balfoort Contracting Project Name: Lyles Model: Addition Tampa, FL33610-4115 Lot/Block: Subdivision: SCANNED Address: 600 NW Winters Creek Road BY fit. Lucie YOUI1Qj/ City: Palm City State: Florida 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[TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 9 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 T17744345 A01 7/31/19 2 T17744346 A02G 7/31/19 3 T17744347 ZCJ.1 7/31/19 4 T17744348 ZCJ3 7/31/19 5 T17744349 ZCJ5 7131/19 6 T17744350 ZCJ7 7/31/19 7 T17744351 ZEJ7 7/31/19 8 T17744352 ZHJL 7/31/19 9 T17744353 ZHJR 7/31/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin 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 ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. .Y82 TATE OF .� (0RtpP`,���`� ONA1 * %% N it W0 J Quin Vel PE No.68182 July 31,2019 Velez, Joaquin 1 of 1 Job , Truss Type Oty, Ply BALFOORT CONTRACTING T17744345 J38150.138150A Piss Scissor 3 1 ,.e Rarer ,.e (optional) tea,....I„I , 11 fICIGtl, rL Y al. dad 8.240s Jun 82019MTeklndustries, Inc. Wed Jul 3111:26:05201V 44 = Santa =1:44.9 10 3x8 O 2-9-0 8-74 145-8 1]-241 2-g-0 I 610d itOd 9-M I - Plate Offsets (X,Y)— (1:0.1-4 0-2-01 15:0.1-4 0-2-01 16:a3.o 0.0.111 rlO:0-3-0 0.0.111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Bde1l L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.20 7-8 >996 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Ved(CT) -0.15 7-8 >999 180 BOLL 0.0 ' Rep Stress Ina YES W5 0.52 Horz(CT) 0.17 6 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight: 971Is FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except- 1.10,5-6: 2x8 SP No.2 REACTIONS. (lb/size) 10=830/0-7-4, 6=830/0.7-4 Max Hom 10=326(LC6) Max Uplift 10=-680(LC 8), 6=680(LC 8) BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. FORCES. (Its)- Max. CompJMax. Ten. -All forces 250 Ill or less except when shown. TOP CHORD 1-2=-1615/1326, 2-3=1673/975, 3-0=1673/975, 4.5=1615/1326 BOT CHORD 9-10=-356/387, 8.9=-1017/1480, 7-8=1017/1460 WEBS 3-8=.847/1365, 4.8=-348/566, 2-8=1761540, 1-10=-814/657, 1-9=1032/1297, 2-9=-471/136,5-6=814/657, 5-7-103211297, 4-7=403/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=16Dmph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcufrart 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 3.8-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at Jolnt(s)10. 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 6801b uplift at Joint 10 and 6801b uplift at Joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chard. 9) Warding: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Velez PE No.68132 MTek USA, Inc, FL Cad 6634 6904 Perko East Blvd. Tampa FL 3361D Data: July 31,2019 ®WARNING-Vedfyd.ID;npaammtmsand READNOTES ON rHISANDINCLUDEDANTER REFERENCE PAGEMV-743.. 10030015SEFOREUSE Design valid for use ontywah MRedsocesectora This design Is based ony upon paemeters shown, end la far en Individual toadies component, not a truss soon Before use, the building desanef muslveriythe epplicalarhy of sedgy peramelers end properly In arporafe this dealgn intotm aweall B building design. redng Indicated is to prewnt buckling of individual truss web enNor chant members cry. Medians] temporary and pressmen bracing MOW Isa,Ways required for dabirty and to prevem collapse with posslile personal Injury, and proper damage. For general guidance raganng the fabrication. storage, delivery.emotion and trades ofeusses and boas"am&. see ANSWRI Quality Griroda, DSB49 and SCSI Building Component food Parke East and. SafatylnformMlon avadmblefrom Truss Flats lndaNe.21a N. Lae Sired. SuAe312.Xexardda.VA223I4. Tampa, FL 3MI0 Job Truss Truss Type Oty Ply BALFOORT CONTRACTING T17744346 J38150J38150A A02G Hip Girder 2 1 Job Ref(optional) casu.ueas puss, rL Marco. 1-1-34e4b 6.240 a Jun 82019 MTek Industries. Inc. Wed Jul 31 11:26:07 2019 Pagel ID:mSKwMWF9H12aCCp_U8diFyupxs-YJi z366DsbGM7F5FdhXt7Sic5Xs4Z9T05F3vWysZHU 2-9-0 8-11-0 I 8.74 1 103-0 11 17-2.8 2-9-0 4-2-0 141-0 1-8-0 4-01 2.9-0 4x1r 7x1OMISSH6 i 7xlOM18SHS 64 3 14 4 15 5 A 4 J fi Ia 2-9-0 7.0110112 I 1I 17-2-8 2--0 I 312 3-0 32 2.-0 Scale-1:36.6 Plate Offsets (X Y)— 1310-7-3 0-3-41 14:0-3-0 0-0-01 15:0-7-3 0-3-41 18:0-3-0 0.0.111 (10'D-4-8 0-2-121 (11:0-4-8 0-2-12) (13:D-3-00.0-111 LOADING last) SPACING- 2-0-0 CSI. DEFL. In (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) 0.63 10-11 >316 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.5610-11 >358 180 M185HS 244/190 BCLL 0.0 ' Rep Stress Ina NO WB 0.79 Horz(CT) .0.75 B n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 105 lb FT=0% LUMBER - TOP CHORD 2X4 SP 285OF 1.8E'Except- 3-5: 2x6 SP SS BOT CHORD 2X4 SP No.t'Except- 10-11: 2x6 SP SS WEBS 20 SP No.3'Except- 3.11,5-10,1-12,7-9: 2x4 SP No.2, 1-13,7-8: 2x8 SP No.2 BRACING - TOP CHORD Structural woad sheathing directly applied or 2.6-6 cc purling. BOTCHORD Rigid Ceiling directly applied or 2-2-5 cc bracing. WEBS 1 Row at mldpt 2-11, 6-10 REACTIONS. (lb/size) 13=1755/0-74, 8=1755/0-7-0 Max Harz 13=-260(LC 6) Max Uplift 13=3563(1-C 8), 8=3563(LC 8) Max Grav 13=2517(LC 29), 8=2517(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-5205/7090, 2-3=7975/10630, 3-4=-6615/8890, 4-5=6438/8889, 5-6=7856/10630, 6-7=-5010/7090 BOT CHORD 12-13=285/332, 11-12--6149/4937, 10.11=8324/6719, 9-10=-6149/4546 WEBS 2-12=-1612/1838, 2-11=3015/2572, 6-10=3154/2625, 6-9=-1537/1838, 3-11=5982/4392, 6.10=-5982/4454,4-11=395/325,4-10=-382/312, 1-13=2605/3501, 1-12=5659/4162, 7-B=-2509/3501, 7-9=-5659/4006 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wad: ABC 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsg BCDL=6.Opsf, h=1511; B=45ft; L=24ft; eave=411; Cat. 11; Exp D; Encl., GCpi=0.18; MW°RB (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water bonding. 4) All plates are MT20 plates unless otherwise Indicated, 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This buss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/rPI i angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to beading plate Capable of withstanding 35631b uplift at joint 13 and 3583 Ib uplift at joint 8. 10) Hangegs) or other connection device(s) shall be provided sufficient to support concentrated load(s) 21281b doom and 2707 IS up at 7-0-12, and 275 Ib dawn and 399 Ib up at 8-7-4, and 2128111 down and 2707 lb up at 10-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss ere noted as front (F) or back (B). Joaquin Velez PE No.68182 MITbk USA, Inc. FL'CBrt 6034 6904 Parke East Blvd. Tampa FL 33610 Dal: July 31,2019 LOAD CASES Standard WARILNG-Vwlfy design paramerors and READ NOTES ON MIS AND INCLUDED NITER REFERENCE PAGE A9WIre mv. 10.=2016 BEFORE USE Design valid far use enlywllh MTek®connectors. This design ie breed only upon parameters shown, and is loran individual balding component, not ��' a tmss system. Bafare use, Ne bwldNp daelpnar munvedy Na appllcablay0ldesi9n Darameten end pmperyincomomte Nb deslAn Into ma gversll builtlNgdesign. Erasing Indicated IS to PreventbuckGnAofInd'Mdualtmeswebandlarchordmembersony. ArIcHonallmporeryandpomlanembracing MiTek' Is ehv46 required for Nabilry and to prevent collapse corm passible personal ln)uryand property damage. FergenearguidenmregaNlni Oe fabrication,storage, dafvcryry eredvon and among efWsses and V�ss"dems,sea ANSWP/f coarser,Cdbdo, OS"9 and SCSI Building Component SefeylnfermNlon evereble from Truss Plata Institute, 218 N. Lae Street, Suee 31Z Alexandra, VA 22314. 690/ Parke East Blvd, Tampa. FL 36610 Jab Truss Truss Type all Ply BALFOORTCONTRACTING T17744346 J38150.J3Bi50A A02G Hip Girder 2 i Jab Reference (optional) Truss, Ft. Pierce, FL 34946 8.240 s Jun 82019 MRek Indusidas, Inc. Wed Jul 31 11:26:07 2019 Paget ID:mSKwM W F9Hl2aCCp_UBdiFyupxs-YJi_z366DsbGM7F5Fdh%t7Sic5%s4Z9TO5F3vWysZHU LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=80, 3-5=80, 5.7-80, 11-13=-20, 10.11=20, 8-10-20 Concentrated Loads (Ib) Vert: 11=787(F) 10=787(F) 16=-275(F) ® WARNING -Vodydaslgn paomorws and READN07ES ON MIS AND INCLUDED MIlEK REFERENCE PAGE MP7473 aP. saffl 1015 BEFORE OGE Design valid across onlywbh MiTeW conneelors.This design is based onyupon parameters shown, and Is for an Inewdual building Component, not ��' a tmss system. Before use, the building designer musIvedytbe applicablliyof design parameters and property Incorporate this design Into the mush buildingdoslgn. Bracing indicated is to prawns Welding of Individual huw web andlor Nord members any. Motors] temporary, and permanent baring M!Tek' is ali required for Mobley and to prows collapse win possible personal lNuryand property damage. For general guidance regarding viafabrication,90TyO,cannery. madden and cradle oftnsses and buss systems, sae ANT Fir Dually Cdteda, DSB49 and SCSI Building Component 6904 Parke East BAN. SahylMold an aw9ableham TmssPlde InMWe,21e N.tee Btad.Sube3lZ.Alexandria,VAZZ314. Tampa, FL 36810 Job Truss Truss Type Oty, Ply BALFOORT CONTRACTING J38150-J38150A ZCJ1 Jack -Open Supported Gable B 1 T17744347 Job Reference (optional) •� •• • � �•��� U.24U S Jun 6 2019 MITek Industries, Inc. Wed Jul 31 11:26:08 2019 Page 1 ID:mSKwMWF9Ht2aCCp_UBdiFyupxs.OVGMBP6kfy7 9gloKCmPK755V1TpC9cU7dRyysZHT 0.85 a." 7x6 2x4 Qi6.5 i Scale -1:9.7 Plate Offsets (%YI- 11:0-5-6 Edoel 14:0-2.9 0.1-01 LOADING (psi) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefi Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC O.D4 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 4 -999 180 BCLL 0.0 ' Rep Stress Ina YES WE 0.00 Horz(CT) -0.00 1 Na We BCDL 10.D Code FBC20171TPI2014 Matrix.R Weight: 5lb FT-O% LUMBER• BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD SOT CHORD 2x4 SP ND.3 WEBS 2x8 SP ND.2 BOTCHORD REACTIONS. (III/size) 4=12/0-8-5, 3=19/0-8-5, 1=31/Mechanical Max Horz 4=43(LC 8) Max Uplift 4=-21(LC 13), 3=-119(LC 8), 1=-50(LC 8) Max Gras, 4=124(LC 8), 3=28(LC 13), 1-32(LC 13) FORCES. (@) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 0-8-5 cc purllns, except end verticals. Rigid ceiling directly applied or 10-0-0cc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-sewnd gust) Vasd=124mph; TCDL=9.Opsf, BCDL-6,Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cal. II; Exp D; Encl., GCpi=D.18; MWFRS (directional); porch 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?PI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0.0 oo. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrenl with any other live loads. 7) • 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 tell by 2.0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 4, 11916 upl'dt at joint 3 and ED Ib uplift at Joint 1. 10) Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Warding: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Vela PE No.0e182 MiTak USA, Inc. FLCort 6034 SOU Parke East Elvd. Tampa FL 33610 Sato: July 31,2019 ®WARNING -Vwlrydaahm,mmetonwdREADNOTES OHMS AND INCLUDEDAYIEK REFERENCE PAGE M74MIne, fa.'WRa15BEFORE USE Design vagd (Or use onlyw,N MTek®ConneGnrs. We design Is based only upon parameters shown, and Is far an InuMdual building wropUn9nt, not �[]�• Bet B abuse system. Befog use, ale bulldlag designer must varlfy D,e applicabilfyrif deep parameters and augury, Incorporate aria daslgn Into the owerall bulltlNgdoegn. Bracing Indicated latopmvna buesng of NtllNduel Uussweb enAorchard members only. AEdMlonallemporaryeMpermenmrtbmGng WOW Is always required for stability and to prevent calkpSe wMh possible personal Injury and property damage, For general guidance regarding Vie febdeaaon, porege.M,Nuv. erection and bracing of busses and Miss systems, see ANSVlPH Quality Cohorts, DSB49 and BCSI Building Component SaFelylefameflan available ham Tmes Mee lnstade,218 N. Us Street, Sure 312. Alexandda, VA M314. 6904 Perko East Blvd. Tamp., FL SWIG Job Truss Truss Type 0ty ply BALFOORT CONTRACTING J38150-J38150A ZCJ3 Jack -Open 9 1 T1774434B Job Referenw o floral 3x4 34 i e.24u aJun 62U19 MIIeK Industries, Inc. Wed JUI 3111:26:092019 Pagel ID:mSKwM WF9HI2aCCp_UBdiFyupxs-Uhgk0I7NIUr—bJOUM2j7yYXDTvE3YdXltPkA—PysZHS 2-85 2-8.5 Scala- IAZ3 - Plate Offsets (X,Y)— (2:0-3-9 0-0-81 15:0-3-0 0-0.111 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.02 4-5 -999 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.15 Hom(CT) -0.09 2 n/a ma BCDL 10.0 Code FBC2017/TPI2014 Malrb(-MP Weight: 141b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 WEBS 2x8 SP No.2'Except' BOTCHORD 24: 2x4 SP No.3 REACTIONS. (Ito/size) 3=23/Mechanical, 2=91/Mechantcal, 5=ll4/0-74 Max Horz 5=170(LC 8) Max Uplift 3=-448(LC 6), 2=1072(LC 8) Max Grav 3=843(LC 8), 2=535(LC 6), 5=114(LC 1) FORCES. (Ito) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BOTCHORD 3-4=202/377 WEBS 24=1059/476 Stmcturel wood sheathing directly applied or 2-8-5 oc purling, except end vedicals. Rigid ceiling directly applied or 6-()-0 oc bracing. NOTES. 1) Who: ASCE 7-10; Vuh=160mph (3-second gust) Vesd=124mph; TCDL=9.opsf, BCDL-6.Opsf, h=15B; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree notation about Its center. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/I-PI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 448111 uplift at joint 3 and 1072 lb uplift at joint 2, 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.e8182 MITak USA, Inc. FLCei1 e834 ES04 Parks East Blvd. Tampa FL 33818 Data: July 31,2019 ®WARNING-Vortydaslgnpaiamolon and READ NOTES ON THIS ANDINCLUDEDMREKREFERENCE PAGEASL7473nov. fam212415 BEFORE USE Design valid for use onlywith Mmecs, ocrab ctsm. This design Is based only upon paematem shorn, and Is for an Individual touading component, not a bass System. Before use, to bWldkg designer must vedry rue 8pplicablidy ofdasip pansmetem and pmpery Noorporeto the design into the owmll bulldogdougn. ensuing lndiostedistopreAnd bucYJNg of NalNdueltmsswebenNorchoNmemban only. Motorist temporary and permanent braChg MiTeW Is always required (or stability and to prevent collapse who possible personal Injury and property domes@. For general guidance repenting Pe f.aWban,doubts, deWaryry section and tonsure of trusses and Was systems,see ANSOr%tDoallly Crnada, DSB49 and SCSI Buffbang Component S&Nfylnformetsan available free Truss Plate lnshate,218 N. toe Steel, Suite 31Z Alexandra, VA 22314. 6904 Parke East Blvd. Tampa, FL 36310 Job Truss Truss Type Oty Ply BALFOORTCONTRACTING T17744349 J35150-J38150A ZCJS Jack -Open 8 1 Job Reference (optional) 2x4 1 6 3x8 ; 3 mlla. Ias vvwa am al ir.4e:vn Av iw Scar=1:24.8 Plate Offsets (X Y)- (6:0-3-00-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Wall Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.13 5-6 >387 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.11 5.6 >452 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.02 Horz(CT) -0.10 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matml Weight: 21 Ib FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x8 SP No.2'Except- 2-5; 2x4 SP No.3 REACTIONS. (lb/size) 3=127/Mechanical, 4=89/Mechanical, 6=216/0-7-0 Max Harz 6=312(LC 8) Max Uplift 3=172(LC 8), 4=152(LC 8), 6=30(LC 8) Max Great 3=137(LC 13), 4=89(LC 1), 6-216(LC 1) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid tailing directly applied. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL-6.0psf; h=1511; B=45ft; L=2411; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional): porch left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pal bottom chord live load nunconcurent with any other live toads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1721b uplift at joint 3, 1521b uplift at joint 4 and 30 Its uplift at joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Wareing: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Joaquin Velez PE No.68182 MITek USA, Inc. FL Coil 6634 6904 Parke East Blvd. Tampa FL 3361E bate. July 31,2019 ® WARNING -Vodfy UeslgnParamotas antl READNOTES ON noSANDINCLUDED AUTEKREFERENCE FAGEAVWMJI ray. 10=015 SUORE USE Design valid crass onlywftlt Make camedon. This dosign Is based ony upon parameters shown, and Is for an individual building oemponenl not ��• a tress system aerore use, to building designer mrdveny Neapplicabllftyofdesign parameters and properyincorponte Ws design IM.M. overall adlilingdesign. erecing logical la to prevent burMng oflndivitlual tress web anmor Nord members onN. Adtlbional temporary and peemanem brairng -•Y MOW Is a4sys requlnd forstabilM and to prevent collapse wM possible personal lyuryand property damage. Forgeneropidanceregaminglae labtleaGon, slamye,delivery, eredi.n end bradng ofUu.ses and bus. syalams, sea ANSVTP11 OuaIgy Made, DS"9 and BCSl Balloting Component adds Parka Best Blvd. Safefylnfarmar on available from Truss Plata Insflute, 218 N. Lee Street, suite 312, Alexandre, VA 22314. Tampa, FL 3010 Job Truss Truss Type City Ply BALFOORT CONTRACTING T17744350 J38150-J38150A ZCJ7 Jack -Open 4 1 Job Reference (optional) F=bwoax uuba, n. rrarce, rL sRv.o 3x8 3.4 II 36 i Jun 02019 MTek Industries, Inc. Wed Jul 31 11:26:10 201 2-9 0 8-&0 2.9A lt1.r1 I Scale-1:34.1 Plate Offsets(XY)— f1:0.1-0D-1-8113:039048j ITO-3-00-0.11) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Uden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 5.6 -999 240 MT20 2441190 TOOL 20.0 Lumber DOL 1.25 BC 0.29 Verl(CT) 0.03 5-6 >999 180 BCLL 0.0 ' Rep Stress Inv YES WE 0.18 Hom(CT) -0.01 5 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matra -AS _ Weight: 391b FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 -Except- 1-7: 2x8 SP No.2 REACTIONS. (lb/size) 5=260/Mechanicel, 3=61/Mechanlcal, 7=305/0-7-4 Max Harz 7=452(LC 8) Max Uplift 5=370(1_C 8), 3=89(LC 8), 7--50(LC 8) Max Grav 5=260(LC 1). 3=124(LC 13), 7=305(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-286/235, 1-2=493/424 BOT CHORD 6-7=-486/31, 6-6=720/432 WEBS 1-6=-291/380,2-5=382/604 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCOL=6.Opsn h=15ft; B=4511; L=24ft; eave=4ft; Cal. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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) Refer to girder(s) for truss to Wss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSIfrPI I angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 5, 89 Ib uplift at joint 3 and 501b uplift at joint 7. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheeueck be applied directly to the bottom chord. 9) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MITak USA, Ire. FIL Con 8634 6904Parke East Blvd. Tampa FL 33610 Data: July 31,2019 ®WARNING-VmNydoalgnPa.Nons and READ NOTES ON TNISANDINCLUDED MITER REFERENCEPAGE Na7473 roe f0,021015 BEFORE USE �■R- Design valid for use onlywan MITeallcoorworn. The design Is based onyupon parameters shown, and Is loran IndlMdual buileing component, not pii�i■pr` is"IS Welem. Beram cm. Me building deegner mustwedythe appla cildy of dealt parameters and amparly Incorporate this design Into to owusil bulldingdoslgn. BraeNgIndicatedIstopmwnlbuckingofIndidualWaswebandlorchoNmembaRanly. Additional temporary and pemlBneMbracing Wek' Is always required for stability and to prevent collepsewdh possible personal Injuryi nd papery damage. Far general guldance ragarding me fabricator, storage, delvery eredtr section bredng ofsses and Was systems, see ANSIMP/f Duality CNrer/e, DSB49 and Best Building Component Sarerytnrormudan Truss Platelns Oe,218N.Leea.M,Suds312,Alexandda,VA223/4. Islas IM Parke East B. awlableeom Temps,R 36610 Job Truss City Ply BALFOORT CONTRACTING T17744351 J38150J38150A ZEJ7 7J,,k-Opr 2 1 Job Reference (optional) team s.aasuruss, n. tierce, rL 44d4e 6.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 3111:26:112019 Page I D:mSKW M WF9Hl2aCCp_UBdiFyupxs.04%VpR9dH55treYtUSmT1 zdS6iu2OST2LjDH2HysZH O 2.9.0 6-114 2 9-D 4.24 54 = 3 1`7c -0- r12� 2> Scale-1:33.3 Plate offsets (x Y)- (1:D-1-4D-1-Bt 14:D-2-0 D-1.5t (6 D-3-o o-0-111 LOADING (psf) SPACING- 2.0-0 CS]. in (too) utlen Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.70 0.21 4-5 >379 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 0.17 4-5 >450 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 -0.00 7 n/a Ne BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 391b FT ce0% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' 1-6: 2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=32510-8.0, 7-295/Mechanical Max Horz 6=450(LC 6) Max Uplift 6=-82(LC 8), 70-426(LC 8) FORCES. (Ib)-Max. CompJMax.Ten.-All forms 250(Ib) or less except when shown. TOP CHORD 1-6=292/232, 1-2=315/114, 3-4=342/201 BOTCHORD 5.6=667/148,4-5=413/245 WEBS 1-5=1281260. 3-7=301/435 BRACING - TOP CHORD Structural wood sheathing directly applied, except end venicels. BOTCHORD Rigid Calling directly applied. NOTES- 1) Wind: ASCE 7-10: Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its Canter. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconwment with any other live loads. 4) • 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. 5) Refer to g(rders) for truss to truss connections. 6) Bearing at Joint(s) 6 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821b uplift at joint 6 and 426111 uplift at joint 7. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.63132 MITak USA, Inc. FL Carl 8834 6904 Parke East Blvd. Tampa FL 33610 Dato: July 31,2019 ®WARNING-Verfrydeai9n Peramotmsand READ Morn ON TRISANDINCLUDED M17i REFERENCE PAGEAVI7472... 10.9L30f5BEFOREUSE Desl9n valld far use onlywah MRe di connectors. Tina design Is based ony upon parameters shorn, and Is for an lediAdual building ampommi not ��• e Was 6ygem. Before use, IhabulltlNg designer mustwdy Pe apppabley of design parameterend propeMlacoroorate0la design intolhammust bull0ingdesign. Bracing Indicated is to prevent buddrg of lndiAdual Was web andlar trod members only. Additional temporary and permanent bracing a^s /p� IV1111Bk• Is always required for stability and to preyed cp0apse with Possible personal injury and property damage. For general guidance regarding the Iabrlomon, storage,deWery, election and bledng of tmasoa and Wsa systems.sea ANSIRPI10omiy Cdleda, DSB89 and SCSI Building Component 6904 Parke East BIM. Seferyfnformallan awl.bla hom Truss Prole lnWHN., 218 N. Lee greet, Sude 31Z A.ndda, VA22314. Tampa, FL 36010 o miss toss yet, Uty y 1A 00RTCOWRACTING J3B160JJB160A IHJL Jack -Closed Gkder 4 T1T ddJ52 1 Eesl c...t m,.. Er Pl.- �, ae..a Job Reference o lanai 4x6 8 3x8 = e240 "War 2r 2019 MITAk IOdusblee, Inc. Wed Ju131 12:55:03 2019 Page 1 ID:mSKwMWF9H12aCCp_U8diFyupxs-2fGDmd3TPTRsCJxaXc00aiMObuBgglG cBnxnlysysM 310.1 6.8.0 9.8-4 31G1 2-9.15 I 3a-04 3.10 = 4 3101 &3o I W I isna Scale=1:35.2 Plate Offsets(X,V)- 11:0-1-120-2-0112'0-2-80-2-12115:N2-00-1-81 LOADING (ps1) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.12 7 >920 240 MT20 244tl90 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.11 7 >994 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 5 n/a We BCDL 10.0 Code FBC2017rfP12014 Matrix -MS Weight: 58 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP 140.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except- BOT CHORD 1-8: 2x8 SP No.2 OTHERS 2x6 SP No.2 REACTIONS, (Ib/size) 4=767/Mechanical, 8=482/0-8-12 (min. 0-1-6), 5=0/Mechanical Max Harz 8=459(LC 8) Mu Upllft4=1627(LC 8). 8=1214(LC 8) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 1-8=d69/1283, 1-2=-940/3180, 2.3=664/1539, 4-9=-1516/670 BOTCHORD 8-11=-668H01,7-11--683/123,6-7=3296/823,5-6=1616/577 WEBS 3-6=-1032/240, 3-5=545/1554, 1-7=2518/668, 2-6=231/1550 Structural wood sheathing directly applied or 5-10-1 oc pudins, except end verticals. Rigid ceiling directly applied or 3-2-1 oc bracing. NOTES. 1) Wnd: ASCE 7-10; VUR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsp BCDL-6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left end righlexposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 last bottom chord live load noncencurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0pd1 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) Refer to giMer(s) for truss to truss connections. 7) Bearing at jolnt(s) 8 considers parallel to grain value using ANSITrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16271b uplift at joint 4 and 12141b uplift at joint B. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1124 lb up at 3-10.12, and 281b down and 238 lb up at 6-8-11, and 16 lb down and 1101b up at 93-12 on top chord, and 8 He down and 74 Ib up at 1-0-13, 4051b up at 3-10-12, and 61 Ib down and 114 to up at 6-8-11. and 25016 dawn and 356 Ib up at 9-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 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 Continued on pace 2 Joaquin Velez PE No.68182 Walk USA, Inc. FIL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: h dv 31 7M Q ®WARNING- V.Ntydeslgnpvam.l. .d READNOTES ON MSANONGLUDEDA KREFERENCEPAGENg 7473mv. 10..11MO1SEEFORE USE �e Design valld foruse onyw8n MTaksconnsdool. TOIs design le based ony upon parameters shown, and Is foran IndWdual building component, not a0�y rA� e Uusesy1me. Sefce use,lbab.11dngdesigner must verify Me applimeilay of deep parameters and pmpeltylncaryareta Nlsdeslgn Womeowall bmldingdesign. Bracnglndicatedbtoplewntwuungmmdldadlraeswebandlorau.mmembers only. Additional temporary and permanent bmchg WOW b always required for stability and to pewnl conep¢eweb possible Personnel Injury and proper, damage. Foryyanerelguldencoegardingibe fabdwdon, storage. delivery, election and bRdng of Wates and Mass systems. see ANSVTPIf Gualrcy Craedo, 11SBAg and SCS) Building Component Safobinformerlon available from Truss Plata Institute, 218 N. Lae Sleet, 6une 312, A axaddda, VAM14. 6904 Perko East Bled. Tampa, FL 36610 DTruss was I ype Qty Ply 84tF0011TCONTRAITING 117/p352 JJ0150J30150A nJL Jeds-Closed Order 4 1 Job Reference rnnfnne 8240 a Jul 27 2019 MITek Industries, Inc. Wed Jul 31 12:55:04 2019 Paget ID:mSKwMWFgHl2aCCp_U8diFyupxs-VJsgby45AnZigT Wm5Jxd6wubLIU2ZCW8W%kJNKy5VsL LOAD CASE(S) Standard Uniforrn Loads (p11) Vert: 1-4-80, 5-8=20 Concentrated Loads (Ib) Vert: 4=16(F) 3=-14(F) 6=-61(F) 5=250(F) 11-8 WARNING- Vwiy design haramators and READ NOTES ON TMS AND INCLUDED SUTEK REFERENCE PAGE BUF7473 tee 10MV2015 BEFORE USE Design valid for use calf, win MR¢k®connMors. This design Is based any upon parameters shown, and is for an Inc lOdual building component, not ��' a Class system. Baron use, Me building designer mug veriy me appl abillly of design panemeters and properly Incorporate MIS design Into the overall butdingdeeign.Bracing Indicated is to holding ofmdMdual Vase web andivel members any.Add'elonellemponsryendperrameMbrachng M!Tek' prevent Is always required for stability and to proi mPop.. on possible personal In)ury and property damage. For general guidance regaining Me febdratlon. Etongge. depvery,emdlon end hreUrq of Wssae and Wae Eyetams,sea ANSgTPH Dually Cdbde, DSBdO and SCSI Building Component Saleylnformotlon anflabie from Trues Plata Inslitule, 218 N. Lae Siraet, Sure SIZ Nagai VA 22314. 0604 Perk. East Bind. Tempe, FL 36610 Job Truss Truss Type Cry Ply BALFOORT CONTRACTING T17744353 J38150438150A ZHJR Jack -Closed G'vtler q 1 ,.___. r_.__ ...,.___ .. _._._ Job Reference (optional) 6.240 s Jun 5 2019 MITek Industries, Inc. Wed Jul 31 11:26:14 2019 Scale: 3M'=1' 3-10.1 I 6-8.0 &S2 I anal Plate Offsets IX Y)- [1:0-1-12 0.2-01 12:0-2-8 0.2.121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) gdeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) 0.11 7 -953 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.10 7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.61 Horz(CT) -0.03 5 We Wa BCDL 10.0 Code FBC2017/rP12014 Malrlx-MS Weight: 571b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except- BOT CHORD 1-8: 2x8 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 8=465/0-8-12, 5=0/Mechanical, 4=491/Mechanical Max Horz 8=445(LC 8) Max Uplift 8=1182(LC 8), 4=1219(LC 8) Max Grav 8=1023(LC 19), 4=810(LC 25) FORCES. lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1031/1247, 1-2=-2476/3081, 2.3=1028/1403, 4.9=1179/739 BOT CHORD 7.8=-666/174, 6-7=3191/2340, 5-6=1476/970 WEBS 3-6=-1044/676, 14=-2435/1984, 2.7-881327, 2.6=1338/1585, 3-5=997/1476 Structural wood sheathing directly, applied or 3-7-11 cc pudins, except end verticals. Rigid ceiling directly appiled or 3.2-12 cc bracing. NOTES- 1) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL=6.Opsf, h=15f; B=45ft; L=24% eave=oft; Cal. II; Exp D; Encl., GCpi=0.18: MWFRS (directional); parch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwrent with any other live loads. 4) - 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. 5) Refer to girder(s) for truss to truss connections, 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/rPl1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11821b uplift at joint 8 and 1219 lb uplift at joint 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 1124 Ito up at 3.10.12, and 170 Ito dawn and 238 lb up at 6-8-11 on lop chord, and 66 lb down and 74 Ito up at 1-0-13, and 902 Ib down and 405 lb up at 3.10-12, and 62 lb down and 114 Ib up at 6-8-11 on bottom chord. The design/selection of such connection devica(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) sermon, 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 Joaquin Velez PE No.68182 MITek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33810 Date: July 31,2019 fin..d an An ®WARNING- VwlfydehAparannIi nand READN0rES ON MSANDINCLaDEDMITERREFERENCEPAGENe7473r 1u.DL1015BEFORE ME Design va,d for use only with MTek®connedars. This design Is based ony upon pammeers shown, and Is for an IndlNdualbustling component, not ��- 0 truss eygem. Befom use, No color, tlesigner m¢gvedfy Me applicability of design parameters and pmpedy Incorporate Nis design Into the overall busdingdengn. among indicated b to prevent bucking ofhdivdual twee web aoixr char members any Aditlonal temporary and permanent bracing MITek' Is always required for stebllnyand W prevent collapse with possible personal lNuryand property damage. For general guidance regarding the (.1mostlon,alolag.. delivery eredlon and bmdng ofbusses and base systems, see ANSg7PH 00.1*CAINI., OS6A9 and SCSI Building Component 6W4 Parke East Bind. SamfylnAhoraf0n ever. teaom Tmss Plgeingaule,218N.t oMmM,Sufte312,AIexandda,VA22316. Tampa, FL 36610 Job Truss Truss Type pry Ply BALFOORTCONTRACTING T17744353 J38750.J38150A ZHJR Jack -Closed Girder q 1 Jab Reference (optional) 2..t Cm>L uu>, rr. risrutr, ,. su. 8.240 s Jun 82019 MTek lndumies, Inc. Wed Jul 31 11:26:15 2019 Paget ID:mSKwMWF9H12aCCp_U8diFyupssJr87foC7K107JEsejlgPBpn8 KHryDpeGLBUB2ysZHM LOAD CASE(S) Standard Uniform Loads (plf) Vert: 14=80, 5-8=20 Concentrated Loads (lb) Vert: 3=14(F) 6=-61(F) 11=8 ®WARNING- limlydnalgnpavmorr andREAD NOTES ON MIS ANDINCLODED M MKREFERENCE PAGEaAp)aTe rev. 10MV2015 BEFORE USE Dmlgn vend for use onlywM MTekOoonneolor. This desgn b based any upon parameter shown, and b loran Individual building component, not a tram eystem.Below um, the building designer must vedN the eppilomityefdesign parameters and pmpedy incorporate this design into the overall belleingdmign. Bmmigindicated IstoprevaMbuSIcltndMdualloss web andlerchoNmemberony. AddNanaltemporryand pereementbacing M!Tek' la always required for stability and to annerd collapse wM possible personal injury and property damage. For general guldaM I mps, ing the fchhuan,Morgge,d.hreq. election and bradngof Useses and Waa"wees, sae ANSITPll Quality CrNede, DS"S and SCSI Building Component 6904 Parke East BIM. Saleryfnformrtlon available from Trse Plate Instkvte, 216 N. Lee Street, Suae 312, Alekantlda, VA22314, Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION E 3/ -- Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-tiT1s' 1 For 4 x 2 orientation, locate plates 0- y,d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. `Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERALBRACINGLOCATION Indicated symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSbTPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6"4"8 Idimensions shownixteenths (Drawings not too solecale)) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek®AII Rights Reserved mim MiTek Engineering Reference Sheet MII-7473 rev. 10/032015 ® 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 busses. 4. Provide copies of this truss design to the building designer, erection supervisor, properly owner and ag other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of Voss 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 ANSIlrPI 1. B. 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 nonsbuctual consideration and is the responsibility of truss fabricator. General practice is to camberfor dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing Indicated on design. 14. Bottom chorus require lateral bracing at 10 It. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not at or alter truss member or plate without prior approval o1 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. �® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: J38150-J38150A - BALFOORT CONTRACTING MiTek USA, Inc. Site Information 6904 Parke East Blvd. Customer Info: Balfoort Contracting Project Name: Lyles Model: Addition Tampa, FL 33610�115 Lot/Block: Subdivision: SCANNED Address: 600 NW Winters Creek Road BY City: Palm City State: Florida St. Lucie County 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: FBC20171TP[2014 Design program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17744345 A01 7/31/19 2 T17744346 A02G 7131/19 3 T17744347 ZCJ1 7/31/19 4 T17744348 ZCJ3 7/31119 5 T17744349 ZCJ5 7/31/19 6 T17744350 ZCJ7 7131/19 7 T17744351 ZEJ7 7131/19 8 T17744352 ZHJL 7/31/19 9 T17744353 ZHJR 7131/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin 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 ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSUTPI 1, Chapter 2. % IN V OPQUrpj i���. GEMS .2 No 68182 9 ` 'STATE OF :�/� �4�Cc: O R Si:S!ONAtS;%% BW.Tampa H-33610 July 31,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type Oty Ply BALFOORT CONTRACTING T17744345 J38150-J38150A 01 Scissor 3 1 Jab Reference (optional) east Goau Iwas, FI. PI6rao. yL 44948 8.240 s Jun 62019 MTek Industries, Inc. Wed Jul 31 11:26:052019 Page 1 ID:mSKwM W F9Hl2aCCp_UBdiFyupxs-bwaE)YO4shFLY7h5j7Cf3niNUilvfcjoAynmvdysZH W 2-s-0 1 4-1-6 I 8.7.4 F 12.9-2 14.543 i 17-2-8 2-9-0 1AS 4-1-14 4.1-14 1-&6 2-" 4xa 8�)e 2-9-0 1%4 145-8 1 17-2-8 i 2Z 5-10.4 5-103 2-9-0 Scale-1:44.9 Plate ORsets(XY)- [1:0-1<0.2-0115:0.1-40-2-0] [6:P3-00-0.11] [10:0-3-00-0-111 LOADING (psp SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(L-) 0.20 7.8 >996 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.15 7.8 >999 180 BCLL 0.0 Rep Stress Ina YES WS 0.52 Horz(CT) 0.17 6 nta n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 97 lb FT=0% LUMBER- BRACING. TOP CHORD Zx4 SP No.2 TOP CHORD Structural mod sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3 *Except* 1.10,5.6: 2x8 SP No.2 REACTIONS. (Ib/size) 10=83010-7-4, 6=83010-7-4 Max Hoe 10=-326(LC 6) Max Uplift 10=-680(LC 8), 6=680(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=1615/1326, 2-3=1673/975, 3-4=1673/975, 4-5=1615/1326 BOT CHORD 9-10=-356/387, 8-9=1017/1480, 7-8=1017/1460 WEBS 3-8=847/1365,4-6=-348/566,2-8=-176/540, 1-10=-B14/657, 1-9=.1032/1297, 2-9=-471/136,5-6=814/657,5-7=1032/1297,4.7=-A03/136 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-9.Opsf; BCDL-6.Opsh h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about Its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcertent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 10 and 680 lb uplift at joint 6. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Joaquin Velez PE No-68132 MITek USA, Inc. FL Cart 6834 6904 Parke test Blvd. Tampa FL 33810 Data: July 31,2019 ® WARNING. VedlydeslgwpafdmelorsandREAD NOTES ON TIUSANDINCLUDEDMITEKAEFERENCEPAGEAV47472 .10.N3/e016BEFORE USE Design valid for use only win Mrtek® correctors. ThIS Eeslga Is based only upon parameters shown, and is for an individual funding component, not �■' a "as system. Before use, the bunk rs designer must verify no applicability of deep parameters and property incoryorete NIs design this the overall buildingdeslgn. Maseng Indented is to Revert bud,rng of InclNdual Mass web andeorchord members only. Additional lamporsry and permanent bracing MiTek' Is always required for stability and to prevent collapse wM possible personal Stury and property damage. For general guidance regarding Pe fatedraffon,storage. delivery. erection and emcng of Maser and Vuss systems. see ANSM11 Guelgy Cmede,DSB-99 and SCSI Building Component 6904 Parke East Sne. Sefeylaformutlon available ham Teas Plate Inat'nute, 218 N. Lee Street, Suee 312, Alexandde, VA22J14. Tampa. FL 36610 Job Truss Type Oty Ply BALFOORTCONTRACTING T77744346 J3B/50J38150A LAOM2G Hip Gilder 2 1 Job Reference o Clonal truss, Ft. Pierce, FL 34946 8.240 a Jun 82019 MTek Industries, Inc. Wed Jul 31 11:26:07 2019 Pagel ID:m SKwMWF9H12aCCp_U8diFyupxs-YJi z36GDsbGM7F5Fdh%t7Sic5Xs4Z9TD5F3vWysZHU 2-30 I 2114 I 8-74 10-34 145d I 170 2-9-0 4-2-0 1-8-0 1-M 12 22-9-0 13 N10MIMHS % 7x101018SHS 8x8 = 14 4 15 5 2-9-0 10.1-0-12 -a7W IL:8 29-0 ZN2 42 Scale=1:39.5 Plate Offsets (X,Y)- 13:0-7-3 0-341 [4:0-3-0 04-01 15:0-7-3 0-3.41 [8:0-3-0 0-0-111 [10:0-4-8 0-2-121 [71:0-4-8 0-2-121 ry 3:0-3-0 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(L-) 0.63 10-11 -316 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.56 ID-11 -358 ISO M18SHS 2441190 BCLL 0.0 ' Rep Stress Ina NO WEI 0.79 HonI -0.75 8 n1a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 105 Be FT=0% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E'Except' 3-5: 216 SP SS BOT CHORD 2x4 SP No.i'Except' 10-11: 2x6 SP SS WEBS 2x4 SP No.3'Excepl' 3A 1,5-10,1-12,7-9: 2x4 SP No.2, 1-13,7-8:2x8 SP ND.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 cc puffins. BOT CHORD Rigid calling directly applied or 2-2-5 cc bracing. WEBS 1Row at millet 2-11.6-10 REACTIONS. (lb/size) 13=1755/0-7-4, 8-1755/0-7.4 Max Harz 13=-260(LC 6) Max Uplift 13=3563(LC 8), 8=3563(LC 8) Max Grav 13=2517(LC 29), 8=2517(LC 30) FORCES. (lb) -Max. CompJMax.Ten. - All farces 250(I11) or less except when shown. TOP CHORD 1-2=5205/7090, 2-3=-7975/10630, 34=6615/8890, 45=6438/8889, 5-6=7856/10830, 6-7=501077090 BOT CHORD 12-13=-2851332. 11-12=614914937, 1D-11=8324/6719, 9-10=6149/4546 WEBS 2-12=-1612/1838,2-11--3015/2572,6-10=315412625.6-9=-1537/1838, 3-11=-5982J4392, 5-10=-5982/4454,4-11--395/325,4.10=-382/312,1-13=2605/3501, 1.12=5659/4162, 7-8=2509/3501, 7-9=-5659/4006 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=9.Opst BCDL=6Dpsf; h=15ft; 8=45ft; L=24ft; eava=4tt; Cat. II; Este D; Encl., GCpi=0.18; MWFRS (directional); porch 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) Plates checked for a plus or minus 0 degree rotation about its Center. 6) This truss has been designed for a 10,0 self bottom chord live load nonconwrtent with any other live loads. 7)' This truss has been designed for a live load of 20.Ops/ on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at Jolnt(s) 13, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3563 Is uplift at joint 13 and 35631b Uplift at joint 8. 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 2128 Its down and 2707 Ile up at 7-0-12, and 2751b down and 399 Ib up at 8-74. and 2128 Its down and 27071b up at 10-1.12 on bottom chard. The design/selection of such Connection device(s) is the responsibility of others. 11) Waning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back IS). LOAD CASEIS) Standard Joaquin Velez PE ND.68182 MITek USA, I=Fl. Can 6834 69U Parke East Blvd. Tampa FL 33810 Data: July 31,2019 ®WARMND7Vedrydesi9n paramolen and READ NOTES ON THIS ANDINCLUDEO MITEN REFERENCE PAGE All mv. fomL201e BEFORE USE Design valid far use ony wimi lurchesconnemom. This design Is based ony upon parameters shown, and Is for an Mc Mdual buadlr,p compeneol, no ��' a Wss system. Before use. Me building designer must verily the eppacabllsy of design parameters and properly Incomorate one design Into 0e aversg buildingdeslgn. Building Indicated is to prevent buckang of Individual pass web ali chord members only. Montana[ temporary and Palmeri teradng MiTek' is always required for stabllXy and to provenl collapse won possible personal Injury and property damage. Forgeneralguldenceregadingthe fabrication. stone. Millinery, emotion and bmdng efeusses and Wee systems, see ANSVfPI10ua1W Colonel, DSB49 and SCSI Building Component Safalylnformasion from Truss Plate Institute, 218 N. Lea Sued. Suite 312. Alexandria, VA22314. 6904 Perko East Blvd. Tampa, FL seat swerable Job Truss Truss Type Oly Ply BALFOORTCONTRACTING T17744346 J3B150-J38150A A02G Hip Girder 2 1 Job Reference D tional Cast Doast Iwas, M. Pierce, FL 34945 LOADCASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=80, 3.5=80, 5-7=80, 11-13=-20, ID-11-20, 8-10=20 Concentrated Loads (lb) Vert: 11=487(F) 10=787(1e) 16=-275(F) 8.240a Jun 82019 Wait Industries, Inc. Wee Jul 31 11:26:07 2019 Paget ID:mSKwMWF9H12aCCp_UBeiFyupxs-VJI z366DsbGM7F5FdhXt7Sic5Xs4Z9TD5F3vVNysZHU ®WARMW. Vwiydeslgnpalamermaand READ NOTES ON TMSANO INCLUDED AUTERREFERENCE PAGEAfe7473 rw. 10MV2015 BEFORE USE Design valk! feruse onlywlal Mill mmunators. Tllla design Is based any pan generators shown, and Is for an InallAdual building Component, net �� S buss System. Before use, the building deslgnermust ndf, the eppgcalaiRtratilesigh parameters and property Nwnpomte this design Nis Me ovmail bulldingdeaign. Bening Indicated is to buckling conduct web andler Word mambas only. Addbbnallemp4reryandpermanentbradng M!Tek' prewnt of rss Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance manning lbe fabrication. Storage. delivery, erection and bidding of trusses and Was "ems, see ANSUTFlf Duality Corona, OSB49 and SCSI Building Component deal Parke East BNd. SafeylnformeUon available from Tmm Plre InMRO., 2fa N. Lee 51met. Suds 312. Nl .dda, VA 22314. Tempa,:FL 36610 Job was TNss Type Dry ply BALFOORT CONTRACTING T77744347 J38150JS8150A ZCJt Jack -Open Supported Gable 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 31 11:26CB 2019 Page 1 ID:mSKvM1WF9H12aCCp_U8diFyupxe-0VGMBP6k Aj7 9g1oKCmPK756V1TpCgcfl7dRyysZHT D-8.5 OF $5 9.Go 12 n 7.6 2x4 885 0� f 85 Scale = 1:9.7 Plate Offsets (X Y)— 11:0.56 Edael [4:0-2-8 0-1-01 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 4 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.12 Ven(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 1 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-R Weight:5 to FT-0% LUMBER- BRACING - TOP CHORD Zx4 SP No.3 TOP CHORD BOT CHORD 2a4 SP No.3 WEBS 2x8 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=12/0-8-5, 3=19/0.8-5, 1=31/Mechanlcal Max Hom 4=43(LC 8) Max Uplift 4=-21(LC 13), 3=-119(LC 8), 1--SO(LC 8) Max Grav 4=124(LC 8), 3=28(LC 13). 1=32(LC 13) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1d) or less except when shown Structure] wood sheathing directly applied or 0-8-5 cc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-sewn gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Trues 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) Plates checked for a plus or minus 0 degree rotation about its canter. 4) Truss to be fully sheathed from one few or securely braved against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0-0 cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20,Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical Connection (by others) of truss to bearing plate Capable o1 withstanding 21 lb uplift at joint 4, 119 Ib uplift atjoint 3 and 50 Ib uplift at joint 1. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 11) Waring: Additional permanent and stability bracing for truss system (not part of this Component design) Is always required. Joaquin Velez PE No.68182 MlTok USA, Inc. FL Cliff 6834 6004 Parke East Blvd. Tampa FL S3610 Date: July 31,2019 ®WARNING. Vedyde9gnpwerm wa.wd READ NOTES ON MS AND INCLUDED WMK REFERENCE PAGE WL7173.. 10,M015BEFORE USE �■F Design valid truss only with MiTek® connectors. D13 design is based only upon parameters shown, and Is for an individual burning wmponaM net [`.�i■�, a trusses system. Before use, the bunting designer mug veAyllho epprobilay of design parameters end property IntemperateIntemperateWs design (Me the oral bulldingdeslgn. indicated is buckMg hdMdual Wss web ardfor chord members only. Mckdong temporary and bracing MiTek' Bracing to prevent of permanent Is always requited for Stability and to pavans collapse with possible personal injury and property damage. For general guidance mgading Ne labdcaaon,storage, calvary emcdon and trading of Wsses and truss systems, see ANSU7P/I dually CrNada, DSB49 and SCSI Bulldln9 Component Soreylnrm foelloo ifrom TNss Pita Insttoe,218N.Lae&.e.Su1.31ZAlexandria,VAM314. 6904 Parke East Blvd. FL 36610 swellas Tampa, Job Truss Truss Type Ory, Piy BALFOORT CONTRACTING T77744348 J38150JJ8150A ZCJ3 Jack -Open 8 1 Job Reference (optional) East coast buss, rL Plerce, hL:e494e 8.240 s Jun 82019 MITek Industries, Inc. Wed Jul 31 11:26:09 2019 Pagel ID:mSKwMWF9H12eCCp_UBdiFyupxe-Uhgk017NIUr bJOUM2j7yYXDTvE3YeXltPkkPysZHS 22 B5 ' -8-S 3x4 34 i Scale =1:17.3 Plate Offsets (X,Y)— [2:0-3-9 0-0-81 15:0.3-00-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) gdefi IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 4-5 >999 240 MT20 2441190 TOOL 20.0 Lumber DOL 1.25 BC 0.61 Vert(CT) .0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Hoa(CT) .0.09 2 me n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 141b FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2xB SP No.2'Except' BOTCHORD 2-4: 2x4 SP No.3 REACTIONS. (lb/size) 3=23/Mechanlml, 2=91/Mechanical, 5=114/0-7-4 Max Harz 5=170(LC 8) Max Uplift 3=448(LC 6), 2=1072(LC 8) Max Grav 3=843(LC 8), 2=535(LC 6), 5=114(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (to) or less except when shown. BOT CHORD 3-4=202/377 WEBS 24=1059/476 Structural wood sheathing directly applled or 2-8-5 0o purlins, except end verticals. Rigid coiling directly applied or 6.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6.0psf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl.. GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its canter. 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.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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 448111 uplift at joint 3 and 1072111 uplift at joint 2. 8) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500(n. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Vetere PE No.68182 MITek USA, Inc. FL Cod 6834 8304 Parke East Blvd, Tampa FL 31610 Date: July 31,2019 ®WARMING-Vwrydezlgn pammorars andREAD NOTES ON This ANDINCLUDEDAll REFERENCE PAGE AW479 rw. 10.03#Ors REFORE USE valid for use onlywnt Khrek®oonnactors. This design le based only upanparamate , shown, and Is far an IndlNdual bull component not oil' e truss system. Bofors use, the building designer must vedy the apPgcabiitty oral parameters and property Incorporate his design Intothe owner building design. indicated to bualing vast antler all members only. AddPoonel temporary and bracing MiTOW Bracing is povem ofdiAdual web permanent Is always required for stability and to prevent collapse wain possible personal lniuy and property damage. ForgenemlguldenceregaMing Vie febda,50n,storage, selleryry,ereoon and bracing oflmases and truss systems, see ANSUTPIr quality Cdrade, DSBA9 and SCSI Bulld/ng component Sayeyleformmron hem Tress Plate Instal., 21a N. Lee sheet auae312, Nexandda, VA22314. 6904 Pinks East BIM. 35610 e.gabie Tampa, R Job cuss Truss Type Ory Ply BALFOORT CONTRACTING T17744349 J3B150J38150A ZCJS Jack-0pen 8 7 Jab Reference (optional) =o, woo, ......ri. r ercu. rL 44tl 0 2x4 8 34 cs 8,240 s Jun 82019 MTek Industries, Inc. Wed Jul 31 11:26:09 2019 1� some =1:24.8 Plate Offsets (X Y)— 16:0-3-0 0-0-111 LOADING last) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TOLL 20.0 Plate Gap DOL 1.25 TC 0.57 Vert(LL) 0.13 5-6 >387 240 MT20 2441190 TCOL 20.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.11 5-6 >452 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Hom(CT) -0.10 3 Dial We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 211b FT=0 LUMBER. TOP CHORD 2x4 SP No.3 BOTCHORD 2x4SPNo.3 WEBS 2x8 SP No.2'Excepr 2.5: 2x4 SP No.3 REACTIONS. (lb/size) 3=127/Mechanical,4=89/Mechanical,6=216/0-74 Max Hare 6=312(LC 8) Max Uplift 3=172(LC 8), 4=-152(LC 8), 6=30(LC 8) Max Gras, 3=137(LC 13), 4=89(LC 1), 6=216(LC 1) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid Calling directly applied. NOTES- 1) Wnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h-1511; B=45ft; L=24ft; eave=4ft; Cat. II; Exp 0; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gap DOL=1.60 2) Plates checked for a plus or minus 0 degree natation about Its center. 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 240-0 wide will 8t between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(.) 6 Considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1721b uplift at joint 3, 1521b uplift at joint 4 and 30 lb uplift at joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: AddiBonal permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.e8182 'MlTek USA, Ire; FL Cott el 6904 Parke East Blvd. Tampa FL'33810 Data: July 31,2019 ® WARMING -Vsnfy Je91n1aramolwe antl READ NOTES ON Me AND INCLUDED WTER REFERENCE PAGE 1141s.7473mv. 10MV2015 BEFORE WE Design valid for use ontywah MTek®connestors. Tbis design Is based any upon parameters shorn, and Is for an IMMdual building component, not �■� a taus. eymem. Before use, the building designer must verify the applicability, of design parameters and proper "corporate We design Imothe o"nell buildingdesign. Bracing indicated is to prevent buckligofind'Mdual truss web andlor Nord members any. Additional temporary end permanent besCing WOW Is always required Ian stability and to prevent collapse won possible personal Injuryand property damage. For generel guldnece rega clog the bidders.. games. deWaryry. erectlan and bmdng of and Wee systems. we ANSMD Cushy Canada, DSB49 and BCSr Beeffd/ng Component SeleryAnessilfon every Is from Truss Plate tnM"e,218 N.LwGreat. able 312, Atesandr". VA 22314. 6904 Parke East Blvd. Tampa, FL 35610 Job Truss Truss Type City Ply BALFOORT CONTRACTING T77744350 138150-J38150A ZCJ7 Jack -Open 4 1 Jab Reference (optional) East Coast Truss, Ft. Pierce, FL 34M 8.240 s Jun 82019 MTek Industries, Inc Wed Jul 3111:26:102019 Pagel ID:mSKwM WF9H12aCCp_UBdiFyupxs-yuO6b587 WnuDSZgwlEEU WMYJfMH4Nv63UjWrysZH R 2.9.0 6-8-0 2-9-0 3.11-0 3a5 2.9-0 6-0-0 2-9-0 3-11-0 3x4 II scale=1:3I.1 Plate OBsets(XY)— [1:0-1-40-1-8] [3'0-3-90-0-8] [7'0.3-00-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 5-6 -999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.01 5 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 39 lb FT=0% LUMBER- TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 1-7: 2x8 SP No.2 REACTIONS. (Ib/size) 5=260/Mechanical, 3=61/Mechanical, 7=305)0-7-0 Max Horz 7=452(LC 8) Max Uplift 5=-370(LC 8), 3=89(LC 8), 7=50(LC 8) Max Gran, 5=260(LC 1). 3=124(LC 13). 7=305(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=2861236. 1-2=493/424 BOT CHORD 6-7=486/31, 5-6=720/432 WEBS 1-6=291/380, 2-5=382/604 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vull160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-D-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for trusts to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connemlon (by others) of truss to bearing plate capable of withstanding 370 to uplift at joint 5, 891b uplift at joint 3 and 50 Ib uplift at joint 7. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MTek USA, Inc. FL'Can 0634 6904 Parke East Blvd. Tampa FL 33810 Daze: July 31,2019 AWARNMG-VM11d.sl9n,e1m.lms.nd READ NOTES ON Ras ANDINCLUDEDANTEK REFERENCEPAGEWL7473.. 16MV2016 BEFORE USE Design valid (ores. onlywdh Milos ® cannemors. This design Is based only Wonperamet.rs shown, and is for an Individual building component not �gYp3 a twos system Before two, site building dosigner mustveriythe appdcabMy of design parameters and Property tnoomorste this design Into to overall buildingdeslgn. Bracing indicated is to provem buckling ofindlvidual Ines web andlor chord members only. Additional temporary and permanent bracing WOW Is always required for Mobility and to prevmd collapse with possible personal iMay and property damage. Forgenamiguidanceregamingthe febdoadan, storage. delivery, erection and bracing ofbusses and Wee systems, see ANSM11 Quality CdteN, DSB419 and SCSI Building LOmP.dsm 6904 Parke East Bind. Sefeyleformetlon inotleblefrom Truss Plate Institute, 218 N. Lea So aI.Suae312,Alexandria.VA22314. Tampa. FL 36610 Job Truss Type pry Ply BALFOORT CONTRACTINGT77744351 J38150J38150A LZMEJs7s Jack -Open 2 1 Job Reference o Clonal East Coast Truss, FL Pierce, FL 34946 8.240 a Jun 82019 MTek Industries, Inc. Wed Jul 31 11:26:11 2019 Page 1 ID:m SKwM W F9H12aCCp_UBdiFyupxs-04xVpR9dH55ircYlUSmTlzdS6iu2OST2LjDH2HysZHO 2-9-D 6-114 2-9-0 I 2 Side- 3 306 -0{ M 2-9-0 i 8-14 Scale-1:33.3 Plate Offsets(XY)- [1:0.1-00-1-81 [4:0.2-OD-1-51I6:0-3-00-0.11) LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.21 4-5 >379 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Ven(CT) 0.17 4-5 >450 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.44 Mar(CT) -0.00 7 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 39 lb FT=0% LUMBER - TOP CHORD 2c4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3'Excepl' 1-6:'2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=325/0-B-0, 7=295fMechanlcal Max Has 6=450(LC 8) Max Uplift 6=82(LC 8), 7=-426(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 1-6=292/232, 1-2=315/114, 3-0=-342/201 BOT CHORD 5-6=667/148, 4-5=413/245 WEBS 11-5=128/260, 3-7=3011435 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=9.Opsf; BCDL=6.Ops(; h=15ft; B=45ft; L=24ft; eave=4fl; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 fd between the bottom chord and any other members. 5) Refer to girder(s) for truss to buss connections. 6) Beading at joints) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 821b uplift at joint 6 and 4261b uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68162 MITek USA; Inc. FL Cdr16634 0904 Parke East Blvd. Tampa FL 33610 Data: July 31,2019 �WARNINO-Ywda-dsw apmenmlaaandREAD NOTES ON TMSANUINCLUDEDMNEK REFERENCE PAGE n94 M.. fG.DD]015aEFOREUSE Design valid for use only with hAii cannectan. This design la based" upon parameters shown, and Is for an IndMdual butting component. not a truss system. Before use, the building designer must van he epplicabillyof deAgn parameters and propaM Ncoryoese This design Nlo the owall bullEingdesla.Bredng indicated is to marringbuckgng MndlVdial truss web endlor chard members ony, Additional temporary and permanent bating Is.1wris required far stabiliy and to prowlt collapse with passible personal lnjay and mipedy damage. For general guidance regarding She lebncal stamps. delivery. erasion and bracing Glossies and osss systems, see ANSWPH overlay, afraid, DSIT419 and SCSI Building Cemponanf Suyafylasomreflon evalable ram Truss Plate lnsWNa, 219 N. Lae Street, Suae 312. Alexandda, VA 2231d. ��- WOW 6904 Paris East BIM. Timpa.FL MIS o mss ruse ype ty y B 00RTCOWRACTINO T1TT4e352 J38150JJ8150A ZHJL Jack -Closed Girder 4 1 Job Reference (optimal) Enal Coast Truss, Ft. Pie oe, FL 34M 3.10 = 4 N I� 6.36 12 3x6 i o 3 N 5.5 % 1 2 9 � 5 Y 36 N 4x4 = Asti G 6 f 3x4 i 7 4xfi a 11 4.24 11IT 8 3x8 = 3161 &BO 964 3-161 2-&15 364 Scale=1:35.2 Plate Offsets(XY)- fl:0-1-120-2-01 t2'0.2-80-2-12115.62-00-1-81 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.12 7 ,920 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.11 7 >994 180 BCLL 0.0 ' Rep Stress Ina NO INS 0.64 HGrz(CT) -0.03 5 n/a RIG BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 58 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOPCHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 1-8: 2xB SP Na.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 4=767/10echanical, 8=482/0-8-12 (min. 0-1-8), 5=0/10echanical Max Horz8=459(1_C B) Max Uplift4=-1627(LC B), 8=1214(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-469/1283, 1-2=-940/3180, 2-3=664/1539, 4-9=-15161670 BOTCHORD 8-11=-668/101,7-11=-683/123, 6-7=3296/823, 5-6=-16161577 WEBS 3-6=-1032/240, 3-5=-545/1554, 1-7=2518/668, 2-6=231/1550 Structural wood sheathing directly applied or 5-10-1 oc puffins, except end verticals. Rigid Ceiling directly applied or 3-2-1 cc bracing. NOTES. 1) Wnd: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left end right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface, 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1627 lb uplift at joint 4 and 1214 lb uplift at joint 8. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 11241b up at 3.10-12, and 281b down and 23816 up at 6-8-11. and 161b down and 110 to up at 9.3-12 on top chord, and 8 lb down and 74 lb up at 1-0-13, 4051b up at 3-10-12, and 61 lb down and 114 Ib up at 6-8-11, and 250 Ib down and 356 lb up at 9-2-12 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 12) 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 t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Joaquin Vela PE No.68182 MIT& USA, Inc. FL Cart 6834 6904 Parke East Blvd, Tampa FL 33010 Date: July 31,2019 Continued on age 2 ®WARNING-Vmiy da Jl9 ParamHers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE r4IL1472 rev. 10.TV2015 SUORE USE Design valid for use only with MITek® connectors. This design 13 based ony upon parameters shown, and is for an IndhAdual building component, net L-e.]YG9 a truss system. Before use, the luncing designer must verify Me appheabiBy of design parameters and properly IhooTorate Nis design Into the ...It Adual truss any. Addrional temporary and bracing WOW buildingde3gn.Bnsehg indicated is to prevent Welding ofind web andlor chord members permanent Is always required for stability and to prevent cogapm win possible personal injury and property damage, For general guidance regarding me fabrication. storage, delivery eraldlen and braing M misses and truss systems, see ANSVTPIl Quslgy Cued., US649 and SCSI Building Component from InAANe, N. Lee strand, suits 312, Alexandra, VA22314. 6804 Parke East Bird. Tampa, FL 36610 Seleylnformallon evaileryle Truss Plate 218 Truss I russ I ype Qty BAISOORTCONTRACTINO T1n443sz J3816WOBISM 2NJL Jaa-Closes Ginner 0 jPly 1 Job Reference (Optional) East CO2M Truss, FL planes, FL 34945 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=80, 5-8=20 Concentrated Loads (Ib) Vert: 4=-16(F) 3=-14(F) 6=61(F) 5=250(F) 11=8 $240 a Jul 27 X19 MR9K Industries, Inc. Wed Jul 31 12:55:04 2G19 Page 2 ID:mSKwMWF9Hl2aCCp_U8diFyupxs-Wsgby45Ar¢jgTWm5Jxdb bLIU2ZCVJBnWUNKysYSL WARNING- Verity devgnparam0lara and READ NOTES ON THIS AND INCWDED AVER REFERENCE GAGE Morels roe 1"V2a15 BEFORE USE �wR Design valid for use only wall Mirada,connectors. This design Is based any upon pamenders shown, and Is for an IndlOdual hording component non aImas system.Before use, the building designer must we Na applicability of design parameters and property incorporate this design Into the ommg bull5ingdosign. Brecing Indicated is to prevent buckling of IndMdual truss web anelor chord members only. Addelonaltempamryarepemlammilboomil M!Tek' Is advays required for stability and to prevent collapse weh posalble personal Injury and property damage. For gemand guidance regarding the fabrication. storage, delryCly, aRNon and bmdng Wtmases and trust Waters. me ANSM11 Dually CrkaN, DSB49 and BCSI Building Component 6904 Parent East BM. Salclylnrormation awflable from Truss Plate loaieute,218 N. Lee Sosel. Su6e312, Plexandde, VA22314. Tampa. FL 36510 Job Truss Truss Type Oty Ply NTRACTINGT17744353 J38150-J3815OA ZHJR Jack -Closed Girder 4 A]BALIOORT (optional) East Goe51 iwas, Vt. Fierce, VL J9a45 8.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 31 11:25:14 3-10-1 e4r-0 2t2 ann_t >a1s zg_2 k Scale: ale'=T Plate Offsets(%,h-- [1:0-1-120-2-0] (2:0-2-80.2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot) Well L d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.11 7 "53 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.10 7 "99 180 BCLL 0.0 Rep Stress Ina NO WE 0.61 Horz(CT) .0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 571b FT-0% LUMBER- BRACING - TOP CHORD 2z4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except' BOT CHORD 1-8: 2x8 SP No.2 OTHERS 2,6 SP No.2 REACTIONS. (Ib/size) 8=465/0.8-12,5=0/Mechanical,4=491/Mechanical Max Ho¢ 8=445(LC 8) Max Uplift 8=1182(LC 8), 4=1219(LC 8) Max Gmv 8=1023(LC 19), 4=810(LC 25) FORCES. (I s) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.S=1031/1247, 1-2=-2476/3081, 2-3=1028/1403, 4-9=1179R39 BOT CHORD 7-8=-666/174, 6.7=3191/2340, 5-6=1476/970 WEBS 3-6=-1044/676, 1.7=-2435/1984,2-7--88/327, 2-6=-1338/1585,3-5=-997/1476 Structural wood sheathing directly applied or3-7-11 cc purlins, except end verticals. Rigid ceiling directly applied or 3-2-12 cc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.OpsF h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrenl 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 fall 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1182 lb uplift at joint 8 and 12191b uplift at joint 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n, 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb dawn and 112416 up at 3-10-12, and 1701b down and 238 lb up at 6-8-11 on lop chord, and 66 to down and 74111 up at 1-0-13, and 90210 down and 405 lb up at 3-10-12, and 62111 down and 114 Ib up at 6-8-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Wafting: Additional permanent and stability bracing fortruss system (not part of this component design) is always required, 11) 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 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 8804 Parke East Blvd. Tampa FL 33810 Data: July 31,2019 ®WARNING-Ve4rydestgnparamaloe—d READNOTES ON TI SANDINCWDEDA9rEKREFERENCE PAGE W7472 . 10.9Y2o15REFORE ME Deego vaatl for use onywrm MTeM connedori dmlgn IS based only uponparametme Shown, and Is for en IadMdual butting componen4 not a truss system. Before use, the buiNing designer must vedpp the eppllwblldy ofdesign parameters and properly Incorporate Nis design into the o erell bulldngdealgo. Brad, indicted! Is toprewmbacking aflndMtivelmasweb aoVor cdord members only, Additional temporary and pennaneNtreeing MiTek' Is always required for Stability and to prevent careless with possible personal Injury and property damage. For general guldance regarding the fabrication. Morege,dativeryryerecton and trading of WSses and Was systems, we ANSMII Quake, Crkorle, OSB49 ant SCSI Sainting Component 690,1 Parke East gave. SehrylnbrmaDon swilablefrom TrussRatelrustle.21BN.Lea street suSs312.Alerardrlw VA4314. Tampa, FL 3010 Job Truss Truss Type Oty Ply BALFOORT CONTRACTING T17744353 J38150-J38150A ZHJR Jack-Closad Girder 4 1 Job Reference (optional) Edx waei imsu, Fr. r,.ros, FL:wano 8.240 s Jun 82019 MTek Industries, Inc. Wed Jul 31 11:26:15 2019 Paget ID:mSKwMWF9Hl2aCCp_UBdiFyupxs-JrB4foC7KKb7JEse)IgPBpnB KHryDpeGLBUB2ysZHM LOADCASE(S) Standard Unllorm Loads (plf) Vert: 1-4=-80, 5-8=20 Concentrated Loads (lb) Vert: 3=14(F) 6-61(F) 11=8 Symbols PLATE LOCATION AND ORIENTATION 374- Center plate on joint unless x, y F[: W offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1116" I For4 x 2 orientation, locate plates 0- Vid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or 1 bracing if indicated. BEARING Indicates location where bearings (supports) occur. [cans vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSUTPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown o cane ixteenths I��II (Drawings not to wale) JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 ® 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 otherinterested parties. S. Cut members to bear fightiy against each other. 6. Place plates on each face of buss at each joint and embed fully. Knots and wane at joint locations am regulated by ANSMPI 1. 7. Design assumes hussesvAl be suitably protected from the environment in accord with ANS9TPI 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 buss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless Otherwise Shown. 13. Top chords must be sheathed or pur ins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 9 Y 14' Bottom chords c require lateral bracing at h iL senate, arless, if no ceiling is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. © 2012 MiTek®All Rights Reserved MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015 16. Do not cut or alter buss 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 ANSUTPI 1 Duality Criteria. Lumber design values are in accordance with ANSI/TPI 1 s §&3 These truss designs rely on lumber values established by of ers. Permitting 0epartrne" cr. Lucie Ca!^` RE J38150-J38150A - BALFOORT CONTRACTING MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Balfoort Contracting Project Name: Lyles Model: Addition Tampa, FL33610-4115 Lot/Block: Subdivision: SCANNED - Address: 600 NW Winters Creek Road BY City: Palm City State: Florida St. Lueie,Coun Name Address. and License # of Structural Engineer of Record, If there is one, for the buildi g. Name: License If Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE'7-10 [All Heighlt Wind Speed: 160 mph Roof -Load: 50.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I' hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17744345 A01 7/31/19 2 T17744346 A02G 7/31/19 3 'T17744347 ZCJ1 7/31/19 4 T17744348 ZCJ3 7/31/19 5' T17744349 ZCJ5 7/31119 6 T17744350 ZCJ7 7/31/19 7 T17744351 ZEJ7 7/31/19 8 T17744352 ZHJL 7/31/19 9 T1.7744353 ZHJR 7/31/19 The truss ( referencedabove ared-by`�O NN Inc..under my die supervi ion based on n the parameters MiTek USA,N C' provided by East Coast Truss.'• �'• Truss Design Engineer's Name: Velez, Joaquin *? sal e2- . ';• * G My license renewal date for the state of Florida is February 28, 2021. = k IMPORTANT NOTE: The seal on these truss component designs is a certification �9 . TATE OF : �44/ that the engineer named is licensed in the jurisdiction(s) identified and that the ,p •, p•,� _ �� designs comply with ANSI/rPl 1. These designs are based upon parametersLQ i�Ss •••••.... •��>`, shown (e.g., loads, supports, dimensions, shapes and design codes), which were A„ to MiTek or TRENCO's e mlofor �ir� �N %P� eOreference pore sct customeriven s file only,ecific and was not taken ac account in the preparation of these designs. MiTek or TRENCO has not independently verified the quip Velez No.68182. applicability of the design parameters or the designs for any particular building. Before use, mekUS& t FL Cart 6634 - the building designer should verify applicability of design parameters and properly 6 Parlor Blvd. Tampa FL33610 incorporate thesedesigns into the overall building design per ANSI/rPI 1, Chapter 2. B a: Velez, July 31,2019 1of1 ' Truss Truss Type Oty PIy BALFOORT CONTRACTING ;Job T1750-J38150A A01 Scissor 3 1 Job Reference (optional) caxwoaa uusx, rs. merce, eLu4a4d 8.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 3111:26:052019 Pagel I 4se ID:mSKwMWF9Hl2aCCp_U8diFyupxsbwaDY04shFLY7h5j7Cf3niN UilvfgoAynmzrdysZHW 8-74 I z 18 17-212-9-0 z4 .I2-M 4-9 N2-9-0 axe 4x6 = 10 sad Q 2-9-0 8-74 14543 17-2-8 2.g-0 s1 a,s_m� e_on Scale=1:44.9 Plate Offsets KY)— 11:0-1-40-2-01 [5:0-1-00-2-0][6:G.3-00-0.11] 110:0-3-00-D-111 LOADING (part SPACING- 2-0.0 CSI. DEFL. in (too) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 0.20 7-8 >996 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Ven(CT) -0.15 7-8 -999 180 BCLL 0.0 ' Rep Stress Inns YES VVB 0.52 HOR(CT) 0.17 6 n/a r1a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 9711a FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 *Except• 1-10,5-6: 2x8 SP No.2 REACTIONS. (Ib/size) 10=B30/0-7-4, 6=830/D-7-4 Max Horz 10=-326(LC 6) Max Uplift 10=-680(LC 8), 6=680(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1615/1326, 2-3=-1673/975, 3-4=1673/975, 4-5=-1615/1326 BOT CHORD 9-10=-356/387, 8-9=-1017/1480, 7-8=1017/1460 WEBS 3-8=-847/1365,4-8=-348/566, 2-8=176/540, 1-10=814/657, 1-9=1032/1297, 2-9=471/136, 5-8=814/657, 5.7=-1032/1297, 4-7=403/136 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=9.Opsf; BCDL=6.Opsf h=15ft; 5=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl.. GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about 8s center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurem with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 10, 6 considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 680 lb uplift at joint 10 and 680 Is uplift at joint 6. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Wanting: Additional permanent and stability bracing for truss system (not pan of this component design) Is always required. Joaquin Vein PE No.68182 'MITak USA, Inc. FL Can 6034 6611a Parke fast Blvd. Tampa FL 33610 Data: July 31,2019 �WARARIG-wW41dexlpnW mw.hnd READNOTES ON THE AND INCLUMOMREKREFERENCE PAGE 1471.7473mv. 10.m]18016 BEFORE ME • Design valid for use only wfth earplug correctors. This design is based only upon parameters shown, and is for an Individual Memo component, not a buss system. Before use, the building designer must vedry the applicability of design parameters and property incorporate rub design into fee overall �f�•YY building design. Bracing Indicated is to prevent buckling of indMdual Uuss web show chow members only. AddConal temporary and p eraner4 bracing MiTek' Is okays required for stability and to prevent conapse wM possible personal Injury and property damage. For general guidance regarding the fabrication.storage, delivery, emetion and bracing of genes and Was sWems, see ANSV7FH Duality Crfleda, DSB49 end SCSI Building Component 6904 Parke East EW. Berey/nronnWan available from Tress Plata institute, 218 N. Lee &.M. Suite 3t2, Nexandda, VA 32314. Tampa, FL 36610 Job Truss Truss Typa cry Ply BALFOORT CONTRACTING T17744346 J38150438150A A02G Hip Girder 2 1 Job Reference fo011Onall Truss, Ft. Pierce, FL 34946 8.240 s Jun 8 2019 MITek 4x14 13 7xlOM18SH6 i 7x1e M18SHS axe = Inc. Wed Jul 31 11:26:07 2019 I 10112 7-2-047 -1- 2-90 1:14A 2-9 Scale=1:3e.5 Plata Offsets(X,V)— 13:0-7-30-3-41 [4i0-3-00.4-01 [5:0-7-30-3-41 f8:0300-0-11] [10:0-4-80-2-12) [11:0-4-80-2-12] [13:0-3-00.0.11] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) gdeft Vd PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert LL) 0.63 10-11 >316 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.5610-11 >358 180 M18SHS 244/190 BOLL 0.0 ' Rep Stress Incr NO WB 0.79 Horz(CT) -0.75 8 We Na BCDL 10.0 Code FBC2017rrPI2014 Matrix -MS Weight: 105 lb FT-0% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E-Excapt' 3-5: 2x6 SP SS BOT CHORD 2x4 SP No.1 *Except' 10-11: 2z6 SP SS WEBS 2x4 SP No.3 *Except* 3-11,5-10,1-12,7-9: 2x4 SP No.2, 1-13,7-8: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6i6 oc purling. BOT CHORD Rigid Ceiling directly applied or 2-2-5 oc bracing. WEBS 1 Row at midpt 2-11, 6-10 REACTIONS. fib/size) 13=1755/0-7-4, 8=1755/0-7-4 Max Holz 13=-260(LC 6) Max Uplift 13=3563(LC 8), 8=3563(LC 8) Max Grav 13=2517(LC 29), 8=2517(LC 30) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(I1d) or less except when shown. TOP CHORD 1-2=520577090, 2-3=-7975/10630, 3-4=6615/889D, 4-5=6438/8889, 5-6=7856/10630, 6-7=-5010/7090 BOT CHORD 12-13=-285/332, 11-12=6149/4937, 10-11=-8324/6719, 9-10=6149/4546 WEBS 2-12=-1612/1838, 2-11=3D15/2572, 6-10=-31542625, 6-9=153711838, 3-11=-598214392, 5-10=5982/4454, 4-11=395/325, 4-10=382t312. 1-13=260513501, 1.12=-565914162, 7-8=2509/3501, 7-9=-5659/4006 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vu4=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load non rmcurent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSIIIPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 3563 IN uplift at Joint 13 and 3563 lb uplift at joint 8, 10) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 2128 IN down and 2707 lb up at 7-D-12, end 275 Ib down and 399 Ib up at 8-74, and 2128lb down and 27071b up at 10.1-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) Warding: Additional permanent and stability bracing for truss system (not pan of this Component design) Is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(SI Standard Joaquin Volaz PE No.68182 MITek USA, Inc. FL Cat e634 6904 Parke East Blvd, Tampa FL 33810 Date: July 31,2019 WARNING- wenrydeslgnparamNo,land READ NOTES ON MS AND INCLWEDANTEK REFERENCE PAGE MP7473rov. f0.DY2015BEFORE USE Design valid for use onywtlb Mrenb connemon. This design Is based only upon pammelem shown, and is for an Individual building component nor �R" a truss system. Before the e building designer must vary the oppgtaduy of design parameters and properly Incorporate Ihle design Into the.halt bulidingdesign. BracinglndicatedlatopreventbuckiingoflndMdualCutswebendluchordmembersony. AddNonattemporayandpmmanentbracing `J MITek' Is always required for sabilhy and to prom collapse with possible personal lnluryand Import damage. For general guidance regarding the fabdcebon,storage ,carver,eadl.n end creche ofUorses and buss systems. see - ANSOTPH Quality Canada, DSii and BCSI Building Component 6904 Perks East Blvd. SOutylafearchi n evellable tram Tmsa Plate Inalgute, 218 N. Lea gtnet Butte all Alexandria, VA 22a14. Tampa, FL 361F0 Job ' Truss Truss Type pry Ply BALFOORT CONTRACTING T77744346 J38150-J38150A A02G Hip Girder 2 1 Job Per ererice (optional) Truss, Ft. Pierce, FL 34M LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-5=-80, 5-7=80, 11-13=-20, 10-11 =20,8-10=20 Concentrated Loads (Ib) Vert: 11=-787(F) 10=787(F) 16=275(F) 8.240 s Jun 8 2019 MTek Industries, Inc. Wed Jul 31 11:26:07 2019 Page 2 ID:mSKwMWF9Hl2aCCp_U8diFyupxs-YJi z366DsbGM7F5FdhXl7Sic5Xs4Z9TD5F3vWysZHU ®WARNING - Yonfydesignpammotem and READ NOTES ON THIS AND INCLUDEDMrEK REFERENCE PAGE AMA7472 rev. 10.MWO15 BEFORE USE Design valid for use only with MTek®connedam. Thla design is based only upon pa ametem shown, and Is for an Individual bullGng component, not ��• a truss system Before use, No building designer must verity the Applicability of design parameters andpmperlylncorperzta Nis daignlototheoveral bulldingdesign. among Indicated is to prevent buckling oflndMdual truss web anTorchaN members only. Magiore! temporary and pennanerrt bracing MiTek' Is always required for Maely and to prevent collapse with possible personal Injury and property damage. Forgeneralguldanceregardingthe febnw8on, atarage, degvery,eredion endbratln9 of lmaseaantl Was rystema,sea ANSITPUQeegty Crode, Minas and SCSI Building Component 6904 Parke East End. Sarotylnfmmaflon avabble horn Twsa Plale Institute, 218 N. Lee SlhhL Butle 312,Atexmdne VA23314. Tampa, FL 36610 Job, mss Truss Type Oty Ply BALFOORTCONTRACTING T77744347 J38150-J38150A ZCJ1 Jack-0pen Supported Gable 8 1 Job Reference (optional) I cuss, Ft. Pierce, FL 34945 8.240 s Jun 82019 MITek Industries, Inc. Wed Jul 31 11:26:08 2019 Pagel I D:m SKwM W F9H I2aCCp_UBdiFyupx"VGMBP6k_Aj7_9gloKCmPK755V iTpCgcfl7dRyySZHT 0-BS 9.00 12 e Taft 2x4 %S-5 04 5 Scale -1:9.7 Plate Offsets (X.Y)— [1:0-5-6,Edge] 14:0-2-8 0-1-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Ndeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 20,0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 4 -999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 1 Dial rda BCDL 10.0 Code FBC2017/fP12014 Matrix-R Weight: 5lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x8 SP No.2 BOT CHORD REACTIONS. (lb/size) 4=12/0-8-5,3-19/D-8-5,1=31/Mechanical Max Horz 4=43(LC 8) Max Uplift 4=21(LC 13), 3=-119(LC 8), 1=-50(LC 8) Max Grew 4=124(LC 8). 3=28(LC 13), 1=32(LC 13) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 0-8-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wlnd: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL-6.0psf; h=15ft; B=45ft; L=2411; eave=2ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); porch 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?PI 1. 3) Plates checked for a plus or minus 0 degree rotatlon about its center. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2-0.0 Go. 6) This truss has been designed for a 10.0 Pat bottom chord live load nonconctffant with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections, 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 21 Ib uplift at joint 4,119 lb uplift at Joint 3 and 501b uplift atjoint 1. 10) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Warning: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Joaquin Velaz PE No.88182 MITek USA, Inc. FL Cad 8834 6904 Parka East Blvd. Tampa FL 33810 Data: July 31,2019 ®WARNING-Vrnlydeslgnp®amelars and READ NOTES ON ayes AND INCLUDED mNEKREFERENCE PAGE WF7472.. forIV2015eEFORE USE Design valid for use only wen Wolof connectors. This design is based only upon parameters shown, and is for an IndlNtlual building Component, mot a truss system. Before use, the building designer must vedy 0e spoicabiNy of dedpn parameter and pmpedy Incomomta this design into the awreli buiclogdeslga. Bracing Indicated Is to prevent buckling of MdMdualtmss web andbrchorl members only. Addltlonal temporary and permanenl bracing MiTek' Ie always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 0e fabrication. storage, delvery, eroCon and trading of Vussea and truss quart. see ANSI?PI1 Quality Cotlem, DS949 and SCSI Building Component sets Parke East Bind, S4Farylarormallnn available from Tmss Pule Institute, 218 N. Lee Effort. Suds e1Z Alexandra, VA 22314. Tampa, FL 3010 Job TNsa TNss Type City Ply BALFOORT CONTRACTING T1 T744348 J3815CW38150A ZCJ3 Jack -Open 8 1 Job Reference (optional) cast coast I was, Ft. Pierce, FL 34946 34 r 8.240 s Jun 8 2019 MITek Industries, Inc. Wed Jul 31 11:26:09 2019 Page 1 ID:mSKwMWF9H12aCCp_U8diFyupxs.Uhgk017NIUr biOUM2j7yYXDTvE3Y0XltPkkPysZHS Scala = 117.3 Plate Offsets (X,Y)— 12:0-3-8 0-0.81 15:0-3-0 0-0-111 LOADING (psp SPACING. 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 VINUCT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 Hom(CT) -0.09 2 me Wit BCDL 10.0 Code FBC2017/7PI2014 Matti Weight: 14 Is FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4 SP No.3 WEBS 2x8 SP No.2'Except- BOTCHORD 24: 2x4 SP No.3 REACTIONS. (flu/size) 3=237Mechanical,2=91/Mechanical,5=114/0-7-4 Max Horz 5=170(LC 8) Max Uplift 3=-448(LC 6). 2=1072(LC 8) Max Grout 3=843(LC 8), 2=535(LC 6), 5=114(LC 1) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. BOTCHORD 3-4=-202/377 WEBS 2-4=-1059/476 Structural mod sheathing directly applied or 2-8-5 oc purlins, except end verticals. Rigid calling directly applied orb-D-0 oc bracing. NOTES. 1) Writ: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf; BCDL=6.OpsY h=15ft; B=45ft; L=24ft; eave=4fl; Cat. II; Exp D; Encl., GCpi=0.10; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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.Opsl 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) Bearing at joint(s) 5 Considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 4481b uplift at joint 3 and 1072 In uplift at joint 2. 8) Gap between inside of top chard bearing and first diagonal or vertical web shall not exceed 0.500m. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Velez PE No.63162 Walk USA, InerFBCod 6834 6904Park. East Blvd. Tampa FL 33010 Data: July 31,2019 ® WARNING -Vonydouampwamare,za dREADMornONTonsANDINCLUDEDIN ERREFERENC£PAGEM19LT473r f"V2045BEFOREUSE Design valid for use only with NRaklecanectom. This design is based ay upon parameters shown, and Is for an IndMduel building component, net a was system. Before use, the building designer must veathe applicablldy olds parameters and properly Incorporate this design Into No overall b idingdeslgn. Bracing Indicted Is to prevent buckling or,cM truss web andlorchommembers only. Adddlonallempoaryandpermanentbrecing MiTek' Is ahvays required for slabitty and to prevent collapse win poeslbte personal Injury and property damage. For general guidance regarding the fabrication, storage, deMery erection and brad OffN6aeaend Wsa".rn,,see ANSV Il Duallry Cdade,DSB49endaCSl BuildMg Component Sefeylnformadon ovate lafam TrussRuslnslhule,218 N.Lee Street, Suite 31Z Nexandde,VA22314. 6904 Parka East SIW, ' Tampa, FL 36610 Job Truss Truss Type City Ply BALFOORTCONTRACTING T17744349 .1381501 ZCJ5 - Jack -Open 6 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 8.240 a Jun 82019 MiTek Industries, Inc. Wed Jul 31 11:26:09 2019 Pagel ID:m SKwMWF9Ht2aCCp_U8diFyupxs-Uhgk017NIUr bJOUM2j7yYXBXvDGYfaiIPkA_PysZHS 2.9-0 4- 5 2-9-0 1-11-5 2,,4 34 i Scale = 1:24.8 Plate Offsets (X Y)— [6:0.3-0 0-0-111 LOADING (lost) SPACING- 2-0-0 CSI. OEFL. In ([cc) Vdeff L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.13 5.6 o387 240 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.11 5-6 >452 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.02 Horz(CT) .0.10 3 We n/a BCDL 10.0 Code FBC2017/fP12014 Matti Weight: 211b FT=0 LUMBER - TOP CHORD 2x4 SIG No.3 BOT CHORD 2x4 SP No.3 WEBS 2x8 SIG No.2'Excepr 2-5: 2x4 SP No.3 REACTIONS. (Is/size) 3=127/Mechanical, 4=89/Mechanlul, 6=21610-7-4 Max Ho¢ 6=312(LC 8) Max Uplift 3-172(LC 8), 4=-152(LC 8), 6=-30(LC 8) Max Grav 3=137(LC 13), 4=89(LC 1), 6=216(LC 1) FORCES. (Ib)-Max. CompJMax.Ten. -All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vu3=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.0pi h=15ft; B=45ft; L=2411; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 201 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will for between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Bearing at joints) 6 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 1721b uplift at joint 3, 16216 uplift at joint and 301b uplift at joint 6. 8) This truss design requires that a minimum of 7116" structural wootl sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Waring: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 `MiTek USA, Inc. FL Cbrt 6634 6904 Parka East Blvd. Tampa FL 33610 Date: July 31,2019 ,®WARNING- VedlydoAgnpoawrin and READNOTES ON rsaSANDINCLUDEDeNTEK REFERENCE PAGE 111547413rev. 10.03,2015BEFORE USE *� Design valld for use onfywiU NLTea®caMe sbass This design is based only upon pa2melers shown, and la for an indlNdual buaong component, not p+, a truss system. Before use, Me building deslgnermust vanfythe applicability of deep parameters and property Incorporate this design Into the overall building design. Breong Indicated Is to prevent bucking of lnNbual trans web molar chard member Only. Additional temporary and permanent bracing •�i■q MiTek' Is always required far subley and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabrication, sbre9e,dalivery,erection and among oftmsses and Wase,ders, see ANSIiOuality Ctlteda, DSB49 and BCS/ Building Component Serarylnfofmnlon avaaaale hot Tress Pleb Insl4ute, 21a N. Lea aWM, eu4a312, Alexendd., VA22314. e904Panw East BIW. Tampa, R. 3010 Job toss Truss Type Oly Ply BALFOORT CONTRACTING T77744350 J38150-J38150A [was Jack-Open q 1 Job Reference (optional) Iruss, Ft. Pierce, FL 3,1946 8.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 3111:26:102019 Pagel ID:mSKwM W F9H I2aCCp_USdiFyupxs.yu06b5B7 WnvDSZgwiEEUMMYJfMH4Nv63UjWrysZHR 2-9-0 6-8-0 3-11.0 ' Scale-1t34.1 3x4 II 31 7 34 i 2-9-0 6-8-0 �-g.fl a-ttn Plate Offsets(X,Y)-- f1:0-1-40-1-81 (3:0.3-90-0-81 (7:0-3-00-0-11) LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 5-6 >999 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 5.6 1999 180 BCLL 0.0 ' Rep Stress for YES WE 0.18 Hom(CT) -0.01 5 Na flat BCOL 10.0 Cade FBC2017/TPI2014 Matrix -AS Weight: 391b FT-0% LUMBER - TOP CHORD 2x4 SP N0.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 -Except- 1-7:2xB SP No.2 REACTIONS. (Iblsize) 5=260/Mechanical, 3=61/Mechanical, 7=30510-7-4 Max Harz 7=452(LC 8) Max Uplift 5=-370(LC 8), 3=89(LC 8), 7--50(LC 8) Max Grew 5=260(LC 1). 3=124(LC 13), 7=305(LC 1) FORCES. (Ili - Max. CompJMax. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 1-7=286/236, 1-2=-493/424 BOT CHORD 6-7=-486/31, 5-6=720/432 WEBS 1-6=-291/380,2-5=382/604 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-sewn gust) Vasd=124ni TCDL=9.OpsY BCDL=6.Opsf; h=15ft; 3=4511; L=2411; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed: Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about As center. 3) This truss has been designed for a 10.0 last bottom chord live load nanconcurenl with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSIrPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3701b uplift at joint 5, 891b uplift at joint 3 and 50 As uplift at joint 7. 8) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112" gypsum sheelrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.66182 -MiTek USA, Ina; FL Cart 0034 6904 Parke East Blvd, Tampa FL 33610 Date: July 31,2019 ® WARNING -Vony dovgnplamof..md READ NOTES ONMSANDINUUDEDA KREFERENCEPAGEN97473me f0.9L2015BEFOREUSE Design valid for use onlyweh Mrek®connetlon. THIS tlaelgn la based only upon parameters ahuxn, and Is for an In llhcual building component, not �- a truss system. Before use, the building designer must nuts Ue apple di ri design parameters end properly incorporete ihla design Into the overall bulldbgdealgn. BraungIndicated Istopreventbudding ofIndMtlualWasweb endf"ondlmembers cay. Acclaraltemporary and MiTek- pennanealbracall Is always required for etabilgy and to pmvend collapse with possible personal Injury ad property damage. For general guidance regarding the febdoadon, storage. delivery. erection and bracing of busses and Was systems, see ANSIrtPIf Dually Cdfode, DSB49 and SCSI Building Component 6904 Parke East BIW. Stlufyln/ormeflon available from Tmas Plato lntlMute, 21B N. Lae Street, Sune 3lZ Mnandda, VA 22314. Tampa, FL 30610 Job' Truss Truss Type pty Ply=lonal) RACTING T17744351 J38150-J35150A ZEJ7 Jack -Open 2 East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jun 82019 MrTek Industries, Inc. Wed Jul 3111:26:112019 Pagel ID:mSKwM WF9Hl2aCCp_UBdiFyupxs-04xVpR9dH55ircYtUSmT1 zdS6iu2CST2LIDH2HysZHO 2-9-0 S11 4 2 9-0 4 2-4 l S8= 3 34 -Mh12 2-9-0 6-11.4 0-0. 2 2' 1.0 4-2d n 4 9 Scala=1:33.3 Plate Oflsets(XY)- [1:0-1-40-1-81 [4'0-2-00.1-5]16:0.3.00-0-111 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In (roc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip COL 1.25 TC 0.70 Vert(LL) 0.21 4-5 ,379 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.17 4-5 >450 180 BCLL 0.0 ' Rep Stress Iner YES WB 0.44 Horz(CT) -0.00 7 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 39 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No,3'Excapt- 1-6: 2x8 SP No.2 OTHERS 20 SP No.3 REACTIONS. (lb/size) 6=325/0-8-0, 7=295/Mechanical Max Hom 6=450(LC 8) Max Uplift 6=-82(LC 8), 7=-426(LC 8) FORCES. (to) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-6=-292/232, 1-2=-315/114, 3-4=342/201 BOT CHORD 5-6=667/148, 4-5=413/245 WEBS 1-5=128/260, 3-7=301/435 BRACING - TOP CHORD Structural wood sheathing directly applied, except end venlcals. BOT CHORD Rigid calling directly applied. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL-1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tell 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) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Build Ing designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Its uplift at joint 6 and 4261b uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the tap chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MITek USA, Inc. FLCwt 6834 9904 Parke East Bled. Tampa FL 33810 Date: July 31,2019 ®WARNING-VwdydealDepvamof.sadREAD NOTES ON Thais AND INCI.NDEDOMKREFERENCEPAGEN97) 3. 10MV2015BUORE ME Design vetid for use only wilh Meek® connectors. This design is based ony upon parameters shown, and Is for an Individual building component, net e lnsse system. Before use, the b0chng designer must verly Me appllcabtley of design parameters and properly Incorporate this design Into the ov"mtI buildingdealgn. among Indicated is to prevent truWng of INIMdual tress web wdror Nord members any. Additional temporary and permanent bracing i�Y[�[■� WOW Is owns repulradfar stobliy and to preverd collapse possible personal Injury and property damage. ForgeneralguldanceregeNingthe fabdcason,storege,deliveryry eredton and bracing oftmsses and truss m symes,we ANSUrP11 Quality cited., OSIN89 sad SCSI Bulldlna Component 6904 Parke East BM. Bafoylnformollon avallle from Truss Plate Insists. 218 N. Lee Street, SuN,312, Alexandria, VA22314. Tampa, FL 36610 Job Naa I N55 I trips Uty Hit, BALFOORT COrRRACTING 44J52 J30150. 38150A ZHJL Jack -Closed older 4 1 Job Reference o tional East Coast Truss, FL Plans, FL 34946 a 3.8 = BIdOf Jul2]2m9MRek lndusNa I, Inc. Wed Jul 31 3,10 = 4 ELLY10.1 I , 1 4T 4 1 2-&15 30.4 I� Scale=1:35.2 Plate Offsets (XV)- 11:0-1-120-2-0112:0-2-80-2-12115:0-2-00-1-81 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (loc) uden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.12 7 -920 240 MT20 244/190 TCDL 20,0 Lumber DOL 1.25 BC 0.22 VerICT) 0.11 7 b,994 180 SCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix -MS Weight: 58 lb FT= 0% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-8: 2x8 SP No.2 OTHERS 21S SP No.2 REACTIONS. (lb/size) 4=767/Mechanical, 8=48210-8-12 (min. 0-1-e), 5=0/Mechanical Max Horn 8=459(LC 8) Max Uplift4=-1627(LC 8). 8=1214(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=469/1283, 1-2=-940/3180, 2-3=664/1539, 4-9=1516/670 BOT CHORD 8-11=.668/101, 7-11=683/123, 6-7=32961823, 5-6=-1616/577 WEBS 3.6=1032/240, 3-5=545/1554, 1-7=2518/668, 2-6=231/1550 Structural wood sheathing directly applied ors-10-1 oc purling, except end verticals. Rigid ceiling directly applied or 3-2.1 oc bracing. NOTES- . 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL=6.Opsf, h=15ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1627111 uplift at joint 4 and 1214 Is uplift at joint 8. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 1124 Ib up at 3-10-12, and 281b down and 238 Ib up at a-8-11, and 161b down and 1101b up at 9.3-12 an lop chord, and 8 Ib down and 74 Is up at 1-0-13. 4051b up at 3-10-12. and 61 It, down and 114 lb up at 6-8-11, and 250 I6 down and 3561b up at 9-2-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) 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 Continued on Cape 2 Joaquin Votes PE No.68182 MITOR USA, Inc. FL Colt 6034 8904 Parka East Blvd. Tampa FL 33610 Date: July 31,2019 ®WARNING- V4dfy Cosign paramoton and READ NDTES ON MS AND INCLUDED MITER REFERENCE PAGE 49/.7472nrv. IOMV2015 BEFORE USE Design valid for use ant, with Mnek®Connectors. Tills design Is based only upon parameters shawq and Is for an incMduaicutting component, mat F`� ��• a truss synem. Bar. use. the bUTding designer ..at Verify No epPS<aEllily of cmlgn parameters and properly Incomerate able deal, Into the Overall bullOingdesign. Bmcing Indicated is to prevent buckling of removal truss web mover chord members ens, AdtlXional temporary and permanent bracing MiTek' Is always required for clabiaty and to prevent collapse with possible personal injury and property damage. For general yuldance regonli g 0m fabdcodon, donge,dellvery.eretale0 and bredog MtrussmaMWes"Moms. Me ANSVnP1I Qualify Crrrorra, DSB49 and 9"1 Building Component 6904 Parke East Blvd. Saroylnbnnation available from Truss Rude Inat0ute,218 N. Lee Street, Sure 312. Alexandre, VA 22314. Tampa, FL 36510 Job Twsss I was 1 ype Dry Fly B 1-FOORTCONTRACTINO T1TTdd]52 J30150-39150A ZrJL JackAlmyd Circler 4 1 Job Reference (optional) East coast TNSs. FL Memo, FL Made LOAD CASE(S) Standard Uniform Loads (plp Vert: 1-4=-80, 5.8=20 Concentrated Loads (Ib) Vert: 4=16(F) 3=-14(F) 6=-61(F) 5=250(F) 11=8 8.240 s Jul 27 2019 MITek Industries. Inc. Wad Jul 31 12:55:04 201E Page 2 ID: mSKwMVVF9Hl2aCCp_UBdIF%upAs-Nkgby45AnZgT Wm5J:d6xubLIU2ZCW&r4W NKysYsL ®WARNING-Von(y4oslimparamolors and READ NOTES ON Th SANDINCLUDED ANEK REFERENCE PAGENI47I73 On, 10.NL2015 BEFORE USE Design valid for use onry win IWTesall, corrections. This design Is based only upon parameters Mown, and b for an IndMduai building component, net piiJi -% a mass system. Before use, the belong designer must verify the applicability of design paameters and property recryaMe this design Into Me overall buildingdesign.Breen, Indicated b to prevent bucUmg of Individual Was web andlor chord members only. Additional temporary and command bracing MiTek' Is always required for stability and to prevent collapse with possligs personal Injury and property damage. For general guidance regarding Me fabrication. Monday, delvery..do. end bracing gibbouslyandW55 Systems. doe ANSVIP11 Qualify Canada, DSB49 and SCSI Bultafng Component SAfeylnformaeon Sabel Parke East BM. avagaryle tram Taas Plata inslMNa.21B N. Lee SbeM, BUMa ]12, Aleaendrla. VA 12]14. Tampa, FL 36510 Job ' Truss Truss Type Oly Ply BALFOORT CONTRACTING T17744353 J38150-J38150A ZHJR Jack -Closed Girder 4 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 s Jun 8 2019 MTek Industries, Ina, Wed Jul 31 11:26:14 2019 Page 1 3-10-1 6-8-0 1 2 3-10-1 2-&15 2.9.2 f Scale: 318'=1' Plate Offsets (X Y)- (1:0-1-12 0.2-01 12:0-2-8 D-2-12) LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.11 7 -953 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.10 7 s,999 180 BCLL 0.0 ' Rep Stress Ina NO WE 0.61 Horz(CT) -0.03 5 Flat me BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Weight: 57 Is FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3*Except* BOTCHORD 1-8: 2xe SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (Ito/size) 8=465/0-8-12, 5=0/Mechanlcal, 4=491/Mechanical Max Horz 8=445(LC 8) Max Uplift 8=1182(LC 8). 4=1219(1_C 8) Max Grav 8=1023(LC 19). 4=810(LC 25) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-8=-1031/1247, 1-2=-2476/3081, 2-3=-1028/1403, 4-9=1179/739 BOT CHORD 7.8=-666/174, 6.7=3191/2340, 5-6=1476/970 WEBS 3-6=-1D44/676, 1-7=2435/1984,2-7=88/327, 2.6=-1338/1585, 3-5=-997/1476 Structural wood sheathing directly applied ar3.7-11 cc purtlns, except end verticals. Rigid calling directly applied or 3-2-12 cc bracing. NOTES. 1) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 1D0 psf bottom chord live load nonconcurent with any other live loads. 4) -This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to glyder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 11821b uplift at joint 8 and 1219111 uplift at joint 4. 8) Gap between inside of lap chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shell be provided sufficient to support Concentrated load(s) 602 lb dawn and 1124111 up at 3-10.12, and 170 Ib down and 238 It, up at 6-8-11 on top chord, and 66 Ib down and 74 Ib up at 1-0-13, and 902 Ib down and 4051to up at 3-10-12, and 62 Ib down and 114 lb up at 6-8-11 on bottom Nord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) 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 Incease=1.25 Joaquin Velez PE No.88182 M1Tek USA, Inc. FL CSC 8634 6904 Parka East Blvd. Tampa FL 33310 Date: July 31,2019 a ®WARNING -Voaly doslgnparanrorwe and READ NOTED ON THISANDINCLUDED MTER REFERENCE PAGEADF1473 rev. 10.TWO15BEFORE USE Design valid kruse onyweh Miele® connectors. This design Is based on"on parameters shown, and is foran Individual building component, not a tress system. Baton use, the building designer must vedythe amakabiliry of design parameters and properly Ncoryorsta Mb design into the overell buildingdesign. Bracing indlcated late prevent buckfmg ollndlNdual Wsa web Never chord members only. Acddtanaltemporeryand,bronembractng MiTek' Is Miays required for stalAity and to prevent cugapaa with possible personal in)uryand property damagB. Forgeneralguldanceregancragme (abdragan, stor�gga,degvery,erectlan and among ofthesesalldtNas"stems.see ANSVrPII Dustily Canada, DS"9 and SCSI Building Component 69W Parke East Blvd. aeleylarMoran available ham Tresf Plate lnstdme, 210 N. Lee Sireel, Sube312, Alnandde, VA223f 1. Tampa,R. 361310 Job TNss TNsa Type Oly Ply BALFOORTCONTRACTING r T17744363 J38150-J3B150A 2HJR Jeck-Closed Girder 4 1 Job Reference (optional) East Coast Titles, FL Pierre, FL 34946 LOAD CASE(S) Standard Uniform Loads (plq Vert: 1-4-80, 5-8=20 Concentrated Loads (Ib) Vert: 3=-14(F) 6=-61(F) 11=8 8,240a Jun 82019 Mifek Industries, Inc. Wed Jul 31 11:26:15 2019 Page I D:m SKwM W F9H I2aCCp_UBdiFyupxWrB7foC7KKb7JEsa119PSpnB_KHryDpeGLBUB2ysZHM �WARMNO-Vadlpdes4M paramotws and READ NOTES ON MS AND ANCLUDEDANTEK REFERENCE PAGE buffers tax. 10MV2015 BEFORE USE far use onywah MrekW connedore. This design is based only upon parameters shown, and is for an IndMdual Wfldin9 w WoneM, not p■j PatDeslgavagd s truss system. BefoM use, the building deslgnermud veriy the approobllity of desgn parameters and pmpedy in oyorde laid design Into Ne mid: buildingdealgn. among Indicated is to pawns buokMg of indMdual trade web sooner stand members ony. Addilionat temporary and pemleneM bracNg MiTek' Is always required for debility and to pravwt collapse with possible personal Injury end pmpedy damage. For general guidance regarding the Iabdwtlon,dotage, degwry, eacuon and broomh of busses and truss systems, see ANSWPN Quarter (means, OS949 and SCSI Building Component 69M Parke East Sind. Safery/nfmmatlan ..liable fmm TNss Plate IndhNe.216 N. Lae 01,t, Sup. 312. Nesmdda, VA 22014. Tempe, FL 36610 Symbols PLATE LOCATION AND ORIENTATION ti 31 .. 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. -yT1fi r I For 4 x 2 orientation, locate plates 0- Yaf' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated symbol shown and/or by text in o in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI7rPi1: 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 648 I I dimensions shown scale) (Drawings not too sccalee) 1 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/032015 ® 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 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 camberfor dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or forms provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 0. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cot or alter muss 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 ANSIRPI 1 Quality criteria. Lumber design values are in accordance with ANSI/ TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: J38150-J38150A - BALFOORT CONTRACTING MiTek USA, Inc. Site Information' 6904 Parke East Blvd. Customer Info: Balfoort Contracting Project Name: Lyles Model: Addition Tampa, FL 33610 4115 Lot/Block: Subdivision: SCANNED Address: 600 NW Winters Creek Road BY City: Palm City State: Florida St. Lucie County 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 S Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20171TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 50.0 psf Floor Load: N/A psf This package includes 9 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17744345 A01 7/31/19 2 T17744346 A02G 7/31/19 3 T17744347 ZCJ1 7/31/19 4 T17744348 ZCJ3 7/31/19 5 T17744349 ZCJ5 7/31/19 6 T17744350 ZCJ7 7/31119 7 T17744351 ZEJ7 7/31/19 8 T17744352. ZHJL 7131119 9 T17744353 ZHJR 7/31/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin 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 ANSUFPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Wok or TRENCO. Any project specific information included is for MTek'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 properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. PpUINv rle No 68182 = 9 : 1J �t STATE OF : �� oFSA'1 OR 10 P \�`�� Jw" Vela PENo.68182 MiTek USk I= Fl.Ced66M 6904 Parke East Blvd. Tampa FL33610 Daw_ July 31,2019 Velez, Joaquin 1 of 1 Jab � Truss Truss Type 0ty PlA]SALFOORT NTRACTING1T17744345 J38150438150A A01 Scissor 3 (optional) 4x(f 5.34U s Jun 8 2019 MITek 4x6 = 2-9-0 8-74 14-H 1 -2.8 2-9-0 5.md I Inc. Wed Jul 3111:26:052019 Pagel Scale =1:44S Plate Offsets (% ))-- 11:0-1-4 0.2-01 [5:0-1-40-2-01 I6:0-3-0 0-0-111 110:0-3-0 0-0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC 0.50 Vert(L-) 0.20 7-8 -996 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.45 Vert(CT) .0.15 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.52 Horz(CT) 0.17 6 n/a file BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 971b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except- 1-10,5-6: 2x8 SP No.2 REACTIONS. (Ib/size) 10=83010.7-4, 6=830/0-7-4 Max Harz 10=326(LC 6) Max Uplift 10=680(LC 8), 6=680(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=1615/1326, 2-3=-1673/975, 3-4=1673/975, 4-5=1615/1326 BOT CHORD 9-10=-356/387, 8-9=1017/1480, 7-8=101711460 WEBS 3-8=847/1365, 4-8=348/566, 2-8=176/540, 1-10=814/657, 1-9=1032/1297, 2-9=471/136,5-6=814/657, 5-7=-1032/1297, 4-7=403/136 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=411; Cat. II; Exp D; Encl., GCpl=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 2-04 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 10, 6 considers parallel to grain value using ANSI/1P1 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 680 lb uplift at Joint 10 and 6801b uplift at Joint 6. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. .Joaquin Velez PE NO.69162 MITek USA, Ina: FL'Cart B634 6904 Parke East Blvd, Tampa FL 33610 Data; July 31,2019 WARNING-Vanrydaal9nper..,1nEAPADNOTES ON THISANDINCLUDEDIAMER REFERENCE PAGE 01-74e3 rev. 1e411aR915BEFDREUSE Design valid far use only with MreM cannedion. This design Is based only upon parameters shown, and Is for an Individual building component, not �^ a Was system. Before use, the building designer must venfy the applicabiity of design parameters and property incorporate Nis design Into the Overall buildingdesign. Bracing indicated is to prevent buckling of Individual Miss web anions chord members only.Additions! temporary and monsters bracing MiTek' Is always required for stability and to prevent co9apsewith possible personal injury and property damage. For general gWdance regarding the fabnwtion,stonga,defvery erection and bradog Ofbusses and trusssymems, see ANSMIf Duality cations, DSB89 and BCSI Building component SaralYlnlormarlan available from Tnsa Plele Ind9Ne, 218 N. Lee SVeep 6u9a 312, AlaxNdna, VA 22314. 6994 Parke East Blvd. Tampa, FL 313610 Job I Truss Truss Type pry Ply BALFOORT CONTRACTING T17744346 J38150-J3B150A AD2G Hip Girder 2 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 4x1< 8.240 a Jun 82019 MRek Industries. Inc. Wed Jul 31 11:26:07 2019 7x10MISSRS i 7xIOM18SHS 6x6 = 3 14 4 15 5 2-9-0 7-0-12 1U-1-12 145A 17-2A z-a0 4512 s-1-n 4 O Scale=1:36.5 Plate Offsets (X Y)- 13:0-7-3 0-3-41 14:D3-0 0-4-01 "' 0-7-3 0-3-41 18 - - - - ---11 ry0:0-0-8 0-2-121 (11:0-4-8 0-2-121 (13:0-3-0 0-D-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefi Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.63 10-11 -316 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.72 Verf(CT) 0.56 10-11 >358 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr NO WB 0.79 Holz(CT) -0.75 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 1051b FT-O% LUMBER - TOP CHORD 2x4 SP 285OF 1.8E'Except' 3-5: 2x6 SP SS BOTCHORD 2x4 SP Na.1'Excopt' 10-11: 2x6 SP SS WEBS 2x4 SP No.3'Except' 3-11,5-10,1-12,7.9: 2x4 SP No.2, 1-13,7-8:2xB SP No.2 REACTIONS. (Ib/size) 13=1755/0-7-4, 8-1755/0-7-4 Max Ho¢ 13=-260(LC 6) Max Uplift 13=-3563(LC 8), 8=-3563(LC 8) Max Grant 13=2517(LC 29), 8=2517(LC 30) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 cc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-5 cc bracing. WEBS 1 Row at midpt 2-11, 6-10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-5205/7C90, 2-3=-7975110630, 3-4=-6615/8890, 4-5=6438/8889, 5-6=7856/10630, 6-7=-5010/7090 BOT CHORD 12.13=-285/332, 11.12=6149/4937, 10-11-8324/6719, 9-10=-6149/4546 WEBS 2-12=-161211838,2-11=-3015/2572,6-10=-3154/2625, 6.9=-1537/1838, 3-11=-5982/4392, 5-10=-5982/4454,4-11=-395/325,4-10=382/312, 1-13=2605/3501, 1-12=5659/4162, 7-8=-2509/3501, 7-9=-5659/4006 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Ops1; BCDL-6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp D; Encl., GCpl=D18; MWFRS (directional); porch 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) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed fare 10.0 last bottom chard live load nonconcoment with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 13, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3563 he uplift at joint 13 and 3563 He uplift at joint 8. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 2128 lb down and 27071b up at 7-0-12, and 2751b down and 399 lb up at 8-74, and 2128 lb down and 2707 lb up at 10.1-12 on bottom chord. The daslgn/selection of such connection device(s) Is the responsibility of others. 11) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 12) 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 Joaquin Velar PE No.68132 MiTok USA, Inc, FL Cut 6834 sSO4 Parka East Blvd, Tampa FL 33810 Date: July 31.2019 WARNING -Venrydealgnparzm,twe and READ NOTES ON ME AND INCLUDED OWK REFERENCE PAGE ha sang W. 10.e1N015 BEFORE USE Design valld or use onywim M1LTe101) connectors. The design la based only upon paremoters Own. and to for an IndlNdual bugdng component. not ��• a Wes stream. Before use, the building designer must vedy the appllcabllRy of design parameters and properly incorporate this design We the overall bulldingde ran. Bracing Inclosed is to prevent buckIng oflndMdual miss web andlor chord! members only. Mehemet temporery and permanent bracing M!Tek' I, always required for stablRy and to provers th apse with possible personal lnluryand popery damage. For general guidance regaining the ffluestom,storage,d.tNery,erecdion and breGng of Vuesesana Wn systems, see ANSIII'll QuallryGreen, OSBA9 and BCSI Building Component 6904 Perk, East BNB. Ssforylnformetlon avalable from Truss Plate Ironies. 218N. Lea Street.5uae312.Nexandda, VA22314. Tampa, FL 36010 Job Truss TRIss Type Oty Ply IAIFOORT CONTRACTING T17744346 J38150J38150A A02G Hip Girder 2 1 Job Reference (optional) Ea„ Coast uuss, FL Pierce, FL 34946 8.240 a Jun 8 2019 MiTek Industries. Inc. Wed Jul 31 11:26:072019 Page 2 ID:mSKwMWF9Hl2aCCp_UBdiFyupzs-VJi z366DsbGM?F5FdhXt7SIc5Xs4Z9TG5F3vWysZHU LOAD CASE(S) Standard 1) Dead+ Rood Live (balanced): Lumber Invease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=80, 3-5=80, 5-7=80, 11-13=-20, 10-11=-20, 8-10-20 Concentrated Loads (lb) Vert: 11=-787(1c) 10=787(F) 16=-275(F) WARNING-Vedtydoslgnpwamarors anCREADNOTES ON TPoS AND INCLUDEDINTEH REFERENCE PAGEOP7172 rov. 10..VW016 BEFORE USE Design valid for use only with Mies S) connectors. This design is based only upon paamelers shown, and is for an Individual building component, net a truss system. Before use, the bulking dovgnermustven". applicability of design pe ameters and pmpeM Incoryoala this design Into the cw all buiidingdesign. Bradng indicated is to prevent bucking of lndiNdual Was web andlor chord members only. Modern] tompoary and permanent bracing MiTek' Is swats required for stability and to prevent cc0epse with possible personal injuryand property damage. For general guidance regarding the fabdda0n, storage, delivery, erection and bredng oftrusses and Vuss systems. see ANSIRP11 Qualify Cdarfe, 0S840 and SCSI Building Component 6904 Parke East BIW. SadatylMormetion available from TN9s Plate InMOo.218 N. Lee Street, Suge312, Aleaandda, VA22314. Tampa, FL 30610 Job cuss Truss Type Oty Ply BALFOORT CONTRACTING T17744347 J38150-J38150A 2CJ1 Jack -Open Supported Gable B 1 Job Reference (optional) ..w=a, „ s, H. r,e, u, FL 34946 8.24D s Jun 82019 MTek Industries, Inc. Wed Jul 31 11:26:08 2019 Pagel ID:mSKwMWFSHI2aCCp_USdiFyupxsAVGMBP6k—AJ7 9gloKCmPK756V1TpCgcn?dRyysZHT OAS 9.0o 12 7xe 2.4 Q48 5 nA5 Scale= 1:9.7 Plate Offsets (X Y)— 1110-5-8 ecli 40.2-8 0-1-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.04 Vert(LL) 0.00 4 -999 240 MT20 244/190 TOOL 20.0 Lumber DOL 1.25 BC 0.12 Vert(CT) -0.00 4 >999 180 SCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 1 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix-R Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x8 SP No.2 BOT CHORD REACTIONS. (Ib/size) 4=-12/0-8-5,3=19/0.8-5,1=31/Mechanical Max Hove 4=43(LC 8) Max Uplift 4=-21(LC 13), 3=119(LC 8), 1=50(LC 8) Max Grav 4=124(LC 8), 3=28(LC 13). 1=32(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural mod sheathing directly applied or 0-8-5 0o purling, except end vedicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7.10; Vuti 60mph (3-second gust) Vasd=124mph; TCDL=9.OpsY BCDL-6.Opsf; h-15ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp D; Encl., GCpi=0.18; MVJFRS (directional); porch 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 ANSI7TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web), 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pal bottom chord live load nonconcefrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss Connections. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 4, 119 lb uplift at joint 3 and 50 Ib uplift at joint 1. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. 11) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Vales PE No.66132 MiTak USA, Inc. FL Cart B834 6904 Parke East Blvd. Tampa FL 33810 Data: July 31,2019 ®WARNING- Vody daagnparamobra and READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE WL7173 mv. 10.=2015 BEFORE USE �e Design V81Id for use only with Amer ® tornadoes. nis design Is based only upon paramdond shown, and Is for an Individual tundra ra eomponent net �[]�• a truss swam. Before use, the building designer must veriy Ne applwbRy Cfdedgn parameters and propaMincoryorte Nis design Into the overall buddingdesign. Broths Indicated is to prevent buckling of lntlMdual Was web andlor chord members only. AtldxlonaltemporsryendpMmene,nbraclno `•Y We[( Is always required for stability and to preal collapse was possible personal lnJuryand properly damage. Fur general guidance regareing the labdostton. elaregga,deWery. Melon and bracing oflmssesaMVuss"Uhns, see ANSI,7PHoua/M Canada, OSS49 and BCSI Building Component Safmylnformadan awalablahom Tmss Plate mandate,218 N.Lee Sboef, Suae312 Alevandrla,VA22314. 6904 Paho East BM. Tempe, FL 36810 Job Truss Truss Type Oty Ply BALFOORT CONTRACTING T1774434B J38150J38160A ZCJ3 Jack -Open 8 1 Job Reference (optional) East Coast mus., Ft. Pierce, FL:14946 8.240 s Jun 82019 MTek Industries, Inc. Wed Ju13111:26:092019 Pagel I D:mSKwM W F9Hl2aCCp_U8diFyupxs-UhgkOI7NIUr—bJOUM2j7yYXOTvE3YdXltPkA_PysZHS 24 2-8-5 Scale=1:17.3 3x4 Plate Offsets (% Y)— f2:0-3-9 0-0-81 15:0-3-0 0-D-111 LOADING (pat) SPACING. 2-0-0 CSI. DEFL. In floc) gdeff Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.19 Vert(LL) 0.02 4-5 >999 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.09 2 Me n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 141b FT=0% LUMBER- BRACING. TOP CHORD 2z4 SP No.3 TOP CHORD BOTCHORD 2x4 SP ND.3 WEBS 2x8 SP ND.2'Except' BOTCHORD 2-4: 2x4 SP No.3 REACTIONS. (lb/size) 3=23/Mechanical, 2=91/Mechanical, 5=114f0-7-4 Max Horz 5=170(LC 8) Max Uplift 3=-448(LC 6), 2=1072(LC 8) Max Grav 3=843(LC 8). 2=535(LC 6), 5=114(LC 1) FORCES. fib) -Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. BOTCHORD 3-4=-202/377 WEBS 2-4=-1059/476 Structural wood sheathing directly applied or 2-8-5 oc putting, except end verticals. Rigid ceiling directly applied orb-0-0 oc bracing. NOTES- 1) W nd: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwment with any other live loads. 4) ' 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. 5) Refer to girder(s) for truss to truss Connections. 6) Bearing at joints) 5 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 448 IS uplift at joint 3 and 1072 lb uplift at joint 2. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Joaquin Velez PE No.68182 MITok USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: July 31,2019 &WARNING-Vanryde.U9npaametan and READ NOTES ON THIS AND INCLUDEDANTEK REFERENCE PA6EM19474Tam610,1212015SEPORE IISE aaaaaa Design valid for use only war MITeko o0orectem. Tais design Is based only upan paramme , shown, and is for an McMiduel building component, not ��• a Was system. Before use, be building designer must very the appliaabigly of design parameters and properlyincorporate MIS design Into the overall buiidingdaelgn. Seeing indWted is to prevent buckMg ofindiwilual truss web never grand membem only. Additional temporary, and pmmanem bracing Male IS shvays required for stealthy and to prevem collapse with possible personal bjury and pmpaty damage. For general guidance agaming Dle fabdrallon,storage, denvery, erecllan and lament oftmsses and buss systems, sea ANSVTPN Duality Canada, Ds949 end SCSI Building Component 6904 Parke East Bled. SaagVinfprmeean ..liable town Truss Plate Institute.218 N. Lee Street. Suite 312, Nexandda, VA 22314. Tamp,,R. 36610 Jab 1. Truss Truss Type pry Ply BALFOORT CONTRACTING T17744349 J381SU38150A ZCJ5 Jack -Open 8 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.240 s Jun 82019 MiTek Industries, Inc. Wed Jul 31 11:26:09 2019 Pagel ID:mSKwMWFSHI2aCCp_U8diFyupxs-Uhgk017NIUr bJOUM2jTyYXBXvDGYfahPkA_PysZHS 2.9.0 4.8.5 2-9-0 1-115 t 2x4 6 36 EI� Scala=1:24.8 Plate Offsets (X Y)— I6:0-30 0.0-111 LOADING (psQ SPACING- 2-G-0 CSI. DEFL. in (too) gdeg Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.13 5-6 >387 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.66 Vert(CT) 0.11 5-6 >452 180 - SCLL 0.0 ' Rep Stress ]nor YES WB 0.02 Horz(CT) -0.10 3 nia n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 21 lb FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x8 SP No.2'Except• 2-5: 2x4 SP No.3 REACTIONS. (Its/size) 3=127/Mechanical, 4=89/Mechanical, 6=216/0.7-4 Max Hom 6=312(LC 8) Max Uplift 3=-172(LC 8), 4=152(LC 8), 6=-30(LC 8) Max Grav 3=137(LC 13). 4=89(LC 1), 6=216(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid calling directly applied. NOTES- 1) Wind; ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; 8=45ft; L=24ft; save=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked fora plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrenl with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSITTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1721b uplift at joint 3, 152 lb uplift at joint 4 and 30 lb uplift at joint 6. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Warding: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Valor PE No.98182 MITek USA, Inc: FL Ced 6674 0904 Parka East Blvd. Tampa FL 33610 Date: July 31,2019 haw—roo-Vedlyd-so-paramorwa and READ NOTES ON THUS ANDINCWDEDAUTEK REFERENCE PAGE MI-7473.. 10MMOMBEFORE USE �■�' Design vag4 for use only with MiTek® connectors. This design is based only upon parameters shown, and Is far an Individual building componem, not e truss system. Before use, the burding designer must vadf&. appiomil"I design parameters and property Incorporate this design Into the overall bW0ingdeslgn. Bracing indicated is to prevent budding of Individual truss web andlcr chord members only. AddNonallamparsryendp oreanenibradng +.��o MiTek' 13 always nfqud for readily and to prevent Collapse whh posetere personal Injury and property damage. Forgeneralguldameregamingthe fabricator. storage. delivery, emuan and broug ClUusses and ones systems,see ANSUTP/1 Qualify omens, DSB49 and SCSI Building Component 60" Pehe East BAN. Solabmformafloo available fmm Truss Plata InVdWo.21s N. Leo S1md, Sutte312, Nexandda, VA 22314. Tampa, FL 36610 Job rvss Truss Type Cry Ply BALFOORT CONTRACTING T77744350 J38150438150A ZCJ7 Jack -Open 4 1 Job Reference (optional) I was, H. Plence, FL 34946 8,240 s Jun 82019 MITek Industries, Inc. Wed Jul 31 11:26:10 2019 Paget ID:m SKwM W F9HI2eCCp_UBdiFyupxs-yuO6b587 WnuDSzgwIEEU14MYJfMH4Nv63Uj WrysZHR 2-9-9 20 G4 0 ' -0 3-11.0 34 34 i 2-9-0 6-60 2.9-0 3-11-0 Scale-1:34.1 Plate Offsets (X Y)- 11:D-1-4 0-1-81 f3:0-3-9 0-0-81 17:0.3-00-0-111 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Joe) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 5-6 -999 240 MT20 244/190 TCOL 20.0 Lumber DOL 1.25 BC 0.29 Vert(CT) 0.03 5-6 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.18 Hom(CT) -0.01 5 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 39 I6 FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3'Except' 1-7: 2xe SP No.2 REACTIONS. (lb/slze) 5=260/Mechanical, 3=61/Mechanicel, 7=305/0-7-0 Max Hoe 7=452(LC 8) Max Uplift 5=370(1-C 8), 3=89(LC 8), 7=50(LC 8) Max Grey 5=260(LC 1).3=124(LC 13), 7=305(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 1.7=286/236, 1-2=-493/424 BOTCHORD 6.7=-486131, 5-6=720/432 WEBS 1-6=-291/380, 2-5=382/604 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid tailing directly applied. NOTES- 1) Wild: ASCE 7-10; Wit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL-6,Opsf,, h=15ft; B=451t; L=24ft; save=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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.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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable ofwithstanding 3701b uplift atjolnt 5, 89 lb uplift atjoint 3 and 50 lb uplift at joint 7. 6) This truss design requires that a minimum of 7116" structural mod sheathing be applied directly to the top chord and 1/2a gypsum sheetrock be applied directly to the bottom chord. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MITilk USA, Inc. FL Cort 6834 8804 Parke East Blvd. Tampa FL 33610 Data: July 31,2019 ®WARNING-VWfydaa1gnpamnolua andREAD NOTES ON THIS AND INLLUDEDMITEK REFERENCE PAGE NW-7473 run 10/2/2015 BEFORE USE Design valid for use onlywAn M170M radon. This design is based anyupon parameters sheen, and Is for an Individual bu0ding c.mpea.M. not e truss system. Before use, the building designer must vedlylhe appgcabllxy afdeslgn penmetwe and properly hotmerete We design ineftus overall bellidlogdesign. BncingindiceedlstopmwntbucklingafNdMdueltmsswebuacrchoNmembenonty.Millions] temporary and purmenent bracing MOW Is eWays required for asserts and to prevent collapse with possible personal INury and property damage. For'anent guidance regarding the nbilcalian, staage, deWery, erection and bracing oftrusses and truss systems, see ANSMIIDuegry Comde,DSBZPond BCSIBullWng Camponene 6904 Parke East BW. Sarayfnroenareon evailabb from Tmas Plna InsONe, 21e N. Lea Slrest, Suxe 312, Alesendda, VA 32314. Tampa. FL 36610 Job Truss Job150J3B750A 2EJ7 JT7wssType::::��Q�Typly]BALFOORTONTRACTINGT17744351 F^•r r^ stT F Pi ^•^ o tional 9 rvsa, t. lance, FL 82019 MTek Industries. Inc. Wed Jul 3111:26:112019 54 = Scale=1:33.3 3 34 -0-Q,12� 299 6-11-0 I Plate Offsets (X Y)— (1.0-1-4 0-1-81 r4:0.2-0 0-1-51 I6:0-3-0 0-0.111 LOADING (pso SPACING- 2-0-0 CSI. OEFL. in (lac) gtle0 Utl PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0.70 Ven(LL) 0.21 4-5 >379 240 MT20 2441190 TCOL 20.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0.17 45 o450 160 BCLL 0.0 Rep Stress Incr YES WB 0.44 _(CT) -0.00 7 n!a Na BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 391b FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOTCHORD 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 1-6: 2x8 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 6=325/D-8-0, 7=295/Mechanical Max Hom 6=450(LC 8) Max Uplift 6=82(LC 8), 7=-426(LC 8) FORCES. (lb) - Max. Comp./Max. Ten, -All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-292/232, 1-2=315/114, 3-0=-342/201 BOTCHORD 5-6=-667/148, 4-5=413/245 WEBS 1-5=128/260, 3-7=301/435 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid railing directly applied. NOTES- 1) Wind: ASIDE 7.10; WIT=160mph (3-second gust) Vasd=124ri TCDL=9.Opsf; BCDL-6.0psf, h=1511; B=45ft; L=24ft; eave=4ft; Cat. 11: Exp D; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl with any other live loads. 4) • This truss has been designed for a live load of 20.Opsl 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) Bearing at jolnt(s) 6 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 821b uplift at joint 6 and 4261b uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) Waring: Additional permanent and stability bracing fortruss system (not part of this component design) is always required. Joaquin Velez PE No.68182 MITak USA, Inc. FL Can 6034 6904 Parka East Blvd. Tampa FL 33610 Data: July 31,2019 ®WARNING -Vadly OaaiDnparamotax and READ NOTES ON MSANOINCUDEOA9TEA REFERENCEPAGEa947472 rw, 10.TWO15 BEFORE USE �* Design valid forase onlywsh MTek® connectors, Thb design Is based onlyWonparemeters shown, and Is loran Individual building oamporwnt, not ^� it a mass system. Befom Use, aw building designer must venythm e oplakei ofdesign parameters and properly incorporate me deep his a awall i■�• buildingdeslgn. Bredng indicated is to prawnt buckling or Individual Was web orasheet members ony. Additional tamperer, and permanent bracing WOW Is eWayt o pured for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 0e fabrication, storage, deWeq, election and broung sinuous and Was ensure, we ANSVTP11 DuelNy CMatle, OSS49 and SCSI BUIaffhq Component Saraylnlormotlon available ham Tass Plata lnsixute, 218 N. Lee Seel, SUAe312, Alexandria, VA M14. egos Parka East BAN. Tampa, FL stand Job truss mss type y BALFOORTCONrRACTINO J3amw3atsoq zHn Jecic.Oloeed ctrdar a rinaaas2 1 Job Reference (optimal) .a......o,. .. ,,, r,..,e ,FL wa.a 8140s Jul 27 MIS MillilodmMee. Inc. woolJul 3112;56:032019 Paget ID:mSKwMWF9H12aCCp_UBdIFyupxs-2fGDmd3TPTRsCJxa%c00aiMObuBgglG cBrwuysYsM 3101 6B0 PBi 3161 2-&15 I 30d I Scale=1:35.2 3x10 = 4 yin lY C 6.36 12 3xII G 0 3 N 5x5 6 2 9 5 3x6 4x4 = Axe G 6 1 3x4 7 4x6 4 4 a4 11 4.24 12 B 3xB = 3f41 a.1n1 Plate Offsets (X.Y)- 11:0-1-12 0-2-01 f2,0-2-8 0-2-121 f5:0-2-0 0-1-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in ([cc) YdeO L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.72 Vert(LL) OA2 7 >920 240 MT20 2441190 TCDL 20.0 Lumber DOL 1.25 BC 0.22 Vert(CT) 0.11 7 -994 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.64 Hou(CT) -0.03 5 Na n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Weight: 5B III FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOTCHORD 2x4SPNo.2 WEBS 20 SP No.3 -Except' SOT CHORD 1-8: 2x8 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (Ib/size) 4=767/10echanical, 8=48210-8-12 (min. 0-1-8). 5=0/Mechanical Max HOrz8=459(LC 8) Max Uplgl4=-1627(LC 8).8=1214(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-469/1283, 1-2=940/3180, 2-3=664A539, 4-9=1516/670 BOT CHORD 8-11=-668/101, 7-11--683/123, 6-7=3296/823, 5-6=1616/577 WEBS 3-6=-1032/240,3-5=545/1554, 1-7=2510/668,2-6=-231/1550 Structural wood sheathing directly applied or 5-10-1 cc puffins, except end verticals. Rigid ceiling directly applied or 3.2-1 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=45tt; L=24f1; save=4ff; Cat. 11; Exp D; Encl., GCpl=0.18: MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcarant with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjolnl(s) 8 Considers parallel to grain value using ANSI/TPI i 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 1627 lb uplift at joint 4 and 121416 uplift at joint 8. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 10) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated load(s) 1124 lb up at 3-10.12, and 281b down and 2381b up at 6-8-11, and 161b down and 110Ito up at 9.3.12 on top chord, and 8 lb down and 741b up at 1-0-13, 4051b up at 3-10-12, and 61 Ill down and 11416 up at 6-8-11, and 250 lb down and 356 lb up at 9-2-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss ere noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 continued on Pane 2 Joaquin Valaz PE No.88782 MITdk USA, Ina FL'Cart 6034 SOU Parke East BNd. Tampa F1.336111 Dale: July 31.2019 ® WARNING -Verify designparI.M. antl READ NOTES ON THIS AND INCLUDED"TEN REFERENCE PAGE OP7473 row. f0.NXOM BEFORE USE Design wand for use only with MTek® connector. The design Is based ony upon parameters shown, and Is for an individual budding component net a truss system. Before use, the building designer must wady the appedablydy of dedgn parameters and property Incoryoale the design IMP the Quern building design, Bracing indicated is to prevent buckeng M lndrAduel"o web endear Chard members only. Additional temporary and permanent bracing MiTek• b always required for stability and to paveot collapse with passible personal iniuryand Property damage. Forgenealguldanceregardingths Abdomen,stoagga,deliwery.nU,hon and bracing ofbusses and bass systems, sae ANSI/TPlf Quality Chard., DSB49 end BC5l Building Component 6904 Peas Past give,Sahytnformollon tworable from These Plata Instdme, 218 N. Lea SUBM, SuBe 312. Alexandda, VA22314. Tampa, N. 36810 0 Nsa was I yp0 Oty Ply BALFOORTCONTRACTING J]8160.J38150A 2tl1JL Jack-Olased Ghder 4 TtnaaT52 Job Reference o tl0nel JN L( aV1 V MI l OF mavaalSa, me. Wed JVI 3112:W042019 page 2 ID:mSKwMVJFBH12aCCp_UBdiFyupxs-Wsgby45An7{gT Wm5JxdbwubLIU2ZCWBrrMNKysYsL LOAD CASE(S) Standard Unllomn Loads (pif) Vert: 14=80, 5-8=20 Concentrated Loads (lb) Vert: 4=16(F) 3=14(F) 6-61(F) 5=250(F) 11=8 ®WARNING-Veritydesign parameters and READ NOTES ON MS ANOINCLUDEO MITER REFERENCE PAGEMP7472 mv. 10.91020166EFOFE USE Design Vail fal m0 anywEh MTeL®connectors. This cosign Is based only upon parameters shown, and Is far an InclNdual bugling oomponent, not ��• 81MBS system. Before use. Me building designer musivedythe appgwbigy of design parameters and property incorporate the design Into the owreA buildlogdesign. gracing indicated is to prevent bucking ofirdMdual Was web andlor chord members only. AdcItIonal temporary and peanmers bmcleg MiTek' Is always required for stability and to pant collapse with possible personal Injury and property damage. For general guidance regarding No Madwdan, storage, delivery, erection and bracMg of We4es and Was systems. see ANSVTPlI ODellry Cdfod4, DS849 and SCSI Building Component WaylnfOMm on aw3able from Truss Piste Institute,218 N.Lac Strem,Sude312,Nesand1a,VA22314. 6904 Parke East Blvd. Tempe.FL MID Job - Truss Truss Type Oty ply BACONTRACTING T17744353 J38150-J3015DA ZHJR Jack -Closed Ginter q 1 J.LFOORT Jod 8.240s Jun 82019MiTek Industries, Inc. Wed Jul3f 11:26:142019 3-10-1 643-0 9S2 r 3-10-1 2-g-15 ao.o Plate Offsets (X Y)— (t0-1-12 D-2-0) (2'o-2-e D-2-12) LOADING (pat) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.11 7 >953 240 MT20 244/190 TCDL 20.0 Lumber DOL 1.25 BC 0.59 Ved(CT) 0.10 7 -999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Hoa(CT) -0.03 5 Na n/a BCDL 10.0 Code FBC20177TPI2014 Matrix -MS Weight: 57 to FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 1-8: 2x8 SP No.2 OTHERS 2x6 SP No.2 REACTIONS. (lb/size) 8=465/0.8-12, 5=0/Mechanlcal, 4=4911Mechanical Max Hoe 8=445(LC 8) Max Uplift 8=-1182(LC 8).4=1219(LC B) Max Grav 8=1023(LC 19), 4=810(LC 25) FORCES. (lb) -Max. CompdMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-8=-1031/1247, 1-2=-2476/3081, 2.3=1028/1403, 4-9=1179/739 BOT CHORD 7-8=-666/174, 6-7=3191/2340, 5-6=1476/970 WEBS 3-6=-1044/676, 1-7=-2435/1984,2-7=88/327,2-6=1338/1585,3-5=-997/1476 Structural wood sheathing directly applied or 3-7-11 oc burials, except end verticals. Rigid ceiling directly applied or 3-2-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; Encl., GCpi=0.18; MVUFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate into DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its canter. 3) This truss has been designed for a 10.0 par bottom chord live load nonconcuffent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11821b uplift at Joint 8 and 1219 Is uplift at Joint 4. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb doom and 1124 Is up at 3-10-12, and 170 Ib dawn and 238 Ib up at 6-8-11 on lop chord, and 66 lb down and 74 Ib up at 1-0-13, and 902 Ib down and 405 Ib up at 3-10A2, and 62 Its down and 1141b up at 6-8-11 an bottom chord. The deslgntselection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. 11) 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 Incease=1.25 Joaquin Vela PE No.68182. MITsk USA; Inc. FL Cad 8634 6904 Parke East Bind, Tampa FL.33610 Date: July 31,2019 WARNING -1/odrx Levmia.1.1ersand READ NOTES ON TNISANDINCLUDEDMITEK REFERENCE PAGEIWA7423rov. 10MV2015BUCREUSE Design valid for use only wrh MReMemeectom 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 very me applicebiliy of design parameters and properly acoreorete Nis design Into the overall buflongdesign. Bracing Indicated is to prevent backing oflndMdual muss web andlor chord members ony. A4dNonaltemporayandpermanentbracing WOW Is always required for stability and to prevem cogapse win possible personal injury and property damage. Forgederaltuldenceregardingthe fabrication, storage, deliveryry creation and among oftmsses ant truss systems, see ANSMII Ouelny Cdtorlq DSB419 and SCSI Building Component 69N Parke East BM. Saferylydormm/on avallabla from Truss Plate Innstitute,218 N. Lee amid, Suite312, Alexandra, VA 22314, Tampa, FL 36610 Job 1 fuss e pry Ply BALFOORT CONTRACTING T17744353 138150-J38150A ZHJR ad Girder =Ja 4 1 Job Reference o tional East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=80, 5-8=20 Concentrated Loads (lb) Vert: 3=-14(F) 6=61(F) 11=-8 8.240 a Jun 82019 MTek Industries, Inc, Wed Jul 31 11:26:15 2019 Paget ID:mSKwMWF9Hl2aCCp_UBdiFyupxs-0rB7foC7KKb7JEsojlgPBpne KHryDpaGLBUB2ysZHM A—miND-Y RyessipnpalamalmsaadREAD NOTES ON THIS AND INCLUDEDAHTEK REFERENCE PAGE W7472 rrv. 1OXWO15 BEFORE USE Oealgn valid for use onlywah Woo wnneclon. Thls design Is based only upon parameters shuwn, and to for an IndlNdual funding compared. not �■' a bass system. Before use, the building designermust vedk Na appllrabitty of design parameters and property IncoMRSte one design Imo the owall bulldingdeslgn. Bracing lndiested is to prevent bucMing of diAdual"asweb andlor chow members only, AddAlond temporary and permanent bmctng MiTek' Is always required for stability and to prerent collapse with possible personal injury and property damage, For general guidance mending Pe fabrication, etoage, didwjry emotion and among OHNases and muss systems. sea ANSg7P/10utlgy Crows, OSB49 and BCS1 Building Compri Sefeylnfomnadon mars le hem Trans Plate Institute, 216 N. Lea Sawt. Sub. 31Z Nexnndda, VA 22314. 6904 Parke East Blvd. Tempo, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 1 3I - Center plate on joint unless x, y -IIj►r1Ij--"1��f�Fj—�\4 offsets are indicated. I1 6-4-8 1 dimensions shown in ft-in-sixteenths I I (Drawings not to sole) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-i des of trlhs. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing /carcass system, e.g. and fully embed teeth. L-..I �.�? TOP CHORDS diagonal or x-bracing, is always required. See SCSI. U-116 r cvz eta 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 wide was spacing, T WEBS cur C1N O R p °O may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never slack materials on inadequately braced trusses. O01-0 4. Provide copies o1 this ss design to the building Wdesigner, �r eu For 4 x 2 orientation, locale erection supervisor, property owner and BOTTOM CHORDS plates 0- tttd' from Outside all other interested parties. edge of truss. 8 7 6 5 S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slats in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSurPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIRPI 1. Plate location details available in MiTek 20/20 software Or upon request. NUMBERS/LETTERS. S. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time or fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design Is not applicable for PLATE SIZE use with fire retardant, preservative treated, or green lumber. ICGES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 Width measured perpendicular ESR-1 311, ESR-1 352, ESR1 988 responsibility of truss fabricator. General practice Is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load defection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better Than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise shown. specified. 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. {' if indicated. Lumber design values are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling Is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek®All Rights Reserved 15. Connections not shown are the responsibility of others. to. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushingon IY �� 0 16. Use of green ortreated lumber may pose unacceptable environmental, health r performance risks. Consult with project engineer before use. Industry Standards: ANSIfrPI1: National Design Specification for Metal 19. Review all portions of this design (front, baclr. words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone Design Standard for Bracing. Is not sufficient.DSB-89: BCSI: Building Component Safety Information, k® M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, �Te ANSUrPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet MII-7473 rev. 10/03/2015