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HomeMy WebLinkAboutTruss-MiTek I�E: J37880 - LeClere n Site information: ustomer Info: Mel-Ry Construction. ,ot/Block: 163 'Address: TBD City: St. Lucie Co. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 . These truss designs rely on lumber values established by others. Project Name: LeClere Model: Subdivision: Nettles Island State: Florida MiTek USA, Inc. 6904Parke East Blvd. Tam a, FL 33610.4115 Custom 2-sto;1 Name Address and License # of Structural. Engineer of Record, If there is one, for the building. Name: License #: Address: y City: State: r; 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: N/A Wind Speed: N/A mph Roof Load: N/A psf Floor Load: 55.0 psf This package includes 17 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 T18831719 FG1 12/5/1 2 T18831720 FG2 12/5/1 3 T18831721 FL01 12/5/1 4 T18831722 FL02 12/5/1 5 T18831723 FL03 12/5/1 6 T18831724 FL04 12/5/1 7 T18831725 FL05 12/5/1 8 T18831726 FL06 12/5/1 9 T18831727 FL07 12/5/1 10 T18831728 FL08 12/5/1 11 T18831729 FL09 12/5/1 12 T18831730 FL10 12/5/1 13 T18831731 FL11 12/5/1 14 T18831732 FL12 12/5/1 15 T18831733 FL13 12/5/1 16 T18831734 FL14 12/5/1 17 T18831735 FL15 12/5/1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under mydirect supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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 Wek'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 budding. 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. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY EOCC r, ne Copy Thomas A. Alban) PE No.39380 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: December 5,2019 Albani, Thomas 1 of 1 Job mss Truss Type Ory Ply7Job T78831719 J37880 FG1 Floor Girder 2 rence o tional east uoast lmss. rL nema, eL 4AU4b 1 2.10-12 I 25-2 3x4 2 3 0 .44USaen94Ule Mllex1Mxdades, mD. mu LIED 019:,seAZZU1a raga l ID:CE6td6KJkWXWaOV4zStGnWZ71XF-0rpuWLAi_X2h65KexMvLggxStBtBMZHV9H9ZgyC WL 2-0-0 2-10-12 F?1f8rkF41 1x4 II 1a4 II Sx6 = 5xe = 4 5 6 7 8 20 19 18 17 18 15 14 13 12 11 10 9 3x4 II 3x4 =8n14 113x4 = 5x5 = 3x4 = 3x4 = 3x4 = 1N14 II 3x4 II 3x4 = 3x4 = Special 343-0 I 6-2-150 9-11.1 1 1 4-1 tt-tn 13.11-7 1% 1 I zo- 3A0 2A10 2-10A 1410 2-t0a 2A10 3TI Plate Offsets (X Y)— 16:0-1-12 0-3-0) 18:0-0-0 0-1-8) 116:0-2-0 0-3-0) LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (Ix) Vde8 L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.39 13-14 >612 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.5313-14 >448 240 BCLL 0.0 Rep Stress [nor NO WB 0.97 Horz(CT) 0.05 9 n1a n/a BCDL 5.0 Code FBC2017rrP12014 MatrbFS Weight: 297 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* 9-16: 2x4 SP 285OF 1.8E BOT CHORD WEBS 2x4 SP No.3*Except' 1-20,8-9: Zx6 SP No.2, 1-18,8-11: 2x4 SP No.2 REACTIONS. (lb/size) 20=1610/Mechanica1, 9=3728/Mechanical FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-20=1402(0, 8-9=3069/0, 1-2=4624/0, 2-3=7056/0, 3-0=979010, 4-5=9790/0, 5-6=9790/0, 6-7=11194/0, 7-8=-10715/0 BOT CHORD 18-20=0/300, 16.18=0/4624, 15.16=D0110, 14-15=0/9790, 13-14=0/11193, 11-13--0110715.9-11=0/804 WEBS 4-15=571/0, 1-18=09483, 2-18=1205/0, 2-16=0/2610, 3-16=1199/0, 3-15=0/3237, 8-11=0l10277,7-13=0/513, 6-14=214910 Structural woad sheathing directly applied or 5-8-7 oc purling, except end verticals. Rigid ceiling directly applied or 104)-0 oc bracing. NOTES- 1) 3-ply truss to be Connected togetherwith 10d (0.13nT j nails as follows: Top chords Connected as follows: 2x6- 2 rows staggered at G-9-0 Go, 2x4 - 1 row at 0.9-0 Go. Bottom chords connected as follows: 2x4 - 2 rows staggered at 0-0-0 Go. Webs Connected as follows: 2x4 -1 row, at 0-9-0 Go. 2) All loads are Considered equally applied to all plies, except ff noted as front (F) or back (B) face In the LOAD CASES) section. Ply to ply Connections have been provided to distribute only toads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced Boor live loads have been Considered for this design. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Refer to g(rder(s) for truss to truss connections. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131"X W) nails. Strongbacks to be attached to walls at their Outer ends or restrained by other means. 7) Hanger(s) or other connection devlm(s) shall be provided sufficient to support concentrated load(s) 3170 lb down at 16-B-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Floor Lute (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert 9-20=10, 1-8=100 Concentrated Loads (lb) Vert: 11--3170(B) Thomas A Alban! PE No.39380 MITek USA Inc FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 5,2019 ' ®WARNING -Vedfydesign paramelem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M P7473 rev. IOM312015 BEFORE USE. Desi, Vasa far use only wl111 Make uacnedare Tlas design Is passel only upon paRmMers answer. and Is foran Individual Mating onspsanem, nm *ee HT 11 alms system Before use, be bwbingdougnermudwallythe app6rablayofdesigl pamunumandpropaMmryo lnlala Nladesgl ibdom menial buildingdesgn. Smog McWed late prevent bunking oflndMduat Wss web armor chord member[ Any. Addabnel temporeryand pallnanem braomg MiTek' Is always raiding by stablidy and to prevem collapse with possim personal lemy and property damage. For9enerapidancaregardiry No fabdcatlon,Momp, deliveryry eredlam and braling bftresess and truss Systems, see ANSWm RI DU.Ay Grande, DS049 antl Beal Building Component B904 Perko East BW. SMAylnbrmmlAn Swells le from Truss plate Instmde, 218 N. Lou Street, SuM 312, Nexandrla, VA 22314. Tampa, FL 36610 Job Truss Truss Type Cry Ply LeClere T18831720 J378BO FG2 Floor Girder 1 Jao Reference (optional) east Upset Iwas, YL Ylerce, l- L J U,;b 2.6.9 2 3x4 = MSH422 MSH422 to 11 12 9 4xt0 = 3x4 II e.24U 8 JUI 1 4 2Ultl MI I eK industries, Inc. I nu UBc a 14:J5J1 2UIU Vage l ID:CE6td6KJkWXWaOWhSIGnVJc71XFJasIPDHLsIBPhUWNzlZgsaYTpVKEoSJcZ3.NfyC WD Scale=1:19.5 1.4 II 3x4 = 4x12 = 3 4 5 MSH422 MSH422 4x10 = MSH422 13 8 14 15 8 3x8 = MSH422 3x4 II 3-1-13 5-11-14 8-10-0 11-11-13 3-1-13 2-1It 2-10.1 3-1-13 Plate Offsets (X Y)— p:038 0.2-01 19:038 0-2-0I LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) -0.19 8 425 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.68 VerUCT) -0.26 8 >532 240 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix -MS Weight: 117 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP 285OF 1.8E WEBS 2x4 SP No.3-Except* BOTCHORD 1-10,5.6: 2x6 SP No.2, 1-9,5-7: 2x4 SP No.2 REACTIONS. (Ib/size) 10=3313/Mechanical, 6=3180/Mechanical FORCES. (lb) -Max. CompJMm.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-10=2446/0, 5.6=2453/0, 1-2=6692/0, 2-3=.8729/0, 3-0=8729/0, 4-5=6713/0 BOT CHORD 9-10=01482, 8-9=0/6692, 7-8=0/6713, 6-7=0/483 WEBS 3.8=286/0, 1-9=0/6592, 2-9=948/0, 2-8=0/2170, 5-7-0/6613, 4-7=940/0, 4-8=0/2148 Structural wood sheathing directly applied or 34-9 cc pudins, except end verticals. Rigid ceiling dimcgy applied or 10-0-0 cc bracing. NOTES. 1)2-ply truss to be Connected together with 10d (0.131"x3") nails as follows: Top chords Connected as follows: 2x6 - 2 rows staggered at 0.9-0 cc, 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-5-0 cc. Webs Connected as follows: 2x4 -1 row, at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distdbu to only loads noted as (F) or (B), unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss Connections. 5) Recommend 2. 6 strongbacks, on edge, spaced at 10.0.0 cc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Use USP MSH422 (With 1 Old nails into Girder & 6-1 Gal nails into Truss) or equivalent spaced at 2-0.0 cc max. starting at 0-10-3 from the left end to 10-10-3 to Conned Buss(es) to front face of bottom chord. 7) Fill all nail holes where hanger is in Contact with lumber. LOAD CASE(S) Standard 1) Dead +Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plq Vert: 6-10=10, 1-5=100 Concentrated Loads (lb) Vert: 7=870(F) 11=872(F) 12=870(F) 13=870(F) 14=870(F) 15=871(F) Thomas A. Afoul PE No.39380 Walk USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 5,2019 a ®WARNING -Venly design paremeters and READ NOTE$ ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IM342015 BEFORE USE. Design valid for use only with Mink® nonnectom. This design is based only upon parameters show. and is for an Individual building component, not e Was system. Before use, Me building designer must vedfy the ayplicxblhty0f design parameters and properly Inempnreta mile design into the overall bulkingodgn. Bracing Indicated is to present bucklingofinalvkualtruss web anwa chandmembersonly. Addiroalbmporeryendpormana iloong MOW is always required for astray and to ma wat wllapse wM possible personal Injury and property damage. Forgeneral gukarce regarding the habitation, storage, derwhy,eremon and among Outages antl Was Systems. see ANSVIP11 Quality Comdo DS8J19 and BCS1 Building Component e904 Parke East Bbd. Saleyhotormadon ewaabkboth TmssHate Ina W9.218N.Leestreet.Sude312Alexand4a.VA22314. Temps, FL Sal Job cuss Truss Type Dry Ply LeClere - T18831721 J37880 FLU1 Floor 8 1 Job Reference (optional) East Guest Truss, Ft. Pierce, FL 34946 0-38 H �-4 64 = 34 = 4x4 = 34 = M 1 2 3 4 fl 8.240 s Jul 14 2019 MTek Industries, Mo. Thu Dec 514:36:52 2019 Page i ID: CE6td6KJkWXVVaOWZStGnWe71XFnnOgdml dbJGJd52XT430nsczvcdXzTlojlXvSyC WP 2-M 0-1��� ca $�e 3x3 = 3x3 = 1.4 II 1.4 II 3x3 = Sias FP = 4x4 = ass = ads = 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x3 II 4xe = 3x4 = 3x8M188HSFP = 3x3 = 3x3 = 34 = 31 = Axis = 3x3 II 3x3 = LOADING (par) SPACING. 2-0-0 CSI. DEFL. In (roc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.62 Val-0.33 18-19 >711 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 Sc 0.93 Vert(CT) -0.4518-19 >516 240 M18SHS 2441190 BCLL 0.0 Rep Stress Ina YES WB 0.68 HoR(CT) -0.08 13 n/a Iva BCDL 5.0 Code FBC2017rrP12014 MalrLw-S Weight: 106 lb FT=O%F,O%E LUMBER- BRACING. TOPCHORD 2x4 SP No.2(flat) TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOTCHORD 2x4 SP No.2(fiat)'Except' except end verticals. 14.21: 2x4 SP No. 1(Dat) BOT CHORD Rigid ceiling directly applied or 10-0-0Do bracing, Except: WEBS 2x4 SP No.3(flat) 2-2-0 Do bracing: 2D-22. REACTIONS. (lb/size) 1=1064/0-3-0.13=106410-3-0 FORCES. Uld) - Max. Comp./Max. Ten. -AU forces 250 (Ib) or less except when shown. TOPCHORD 1-3=1107/0, 3-0=2702(0, 4-5=3725/0, 5.6=-0215/0, 6-7=-0215/0, 7-8=4215/0, B-10=3725/0, 10-11=2701/0, 11-13=1107/0 BOT CHORD 22-23=0/2029, 20-22=0/3348, 19-20=0/4079, 18-19=0/4215, 17-18=0/4079, 16-17=0/3348, 15-16=012029 WEBS 6-19=336/49, 7-18=336/49, 1-23=0/1435,3-23=-1290/0, 3-22=0/935, 4-22=-899/0, 4-20=01525, 5-20=507/0, 5-19=-170/594, 13-15=0/1435, 11-15=1290/0, 11-16=0/935, 10-16=899/0, 10-17=0/525,8-17=507/0,8-18=-170/594 NOTES- 1) Unbalanced flour live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about Bs center. 4) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 0o and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A Albani PE 1,109380 MITek USA, Ina FL Cart 86M 8904 Parke East Blvd. Tampa FL 33810 Data: December 5,2019 a ®WARNING- Verily designpanmete- and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473aw. 1010312015 BEFORE USE. Design wild for use only with MTeIkil, connectors. this design is based ony upon parameters shown, and Is for an LWiOdual building component, not a truss system. Before use, the building designer must wady the applieabildy of design parameters and properly ineolpomte his design into Me dame buildingdeslgn. Bracing Indicated is to prevent Wading of haMtivel moss web senior chord members ony. AtltlNonal tomporoly and permanent meeting MiTek- Is always required for stabildy and to prevent collapse w0h possible personal Injury and property damage. For generel guldacoe regardNg the fabrication, storage, deliwely, amction and brai durusses and buss systems. we ANSUIPIf Guallry Cctteria, DSBA9 andOCSI Building Component Bill palm Fast BIM. Safetylnferdeall avabbkfrom Truss Rate[nWOu .218N.Lee Street,Suae31ZA..dM.VAM14. Tampa, FL 36610 0 Job Truss Truss Type Oty Ply LeCI re , T18837722 J37880 FL02 Floor 1 1 Job Reference (optional) cars uoass Ini rl. nerve, IL.weao aa-s H 1-a0 I ' 6x6 = 3x3 = 3x4 = 3x3 = • 1 2 3 4 fl o.zvu s aul w 4ma mnex Inausmes, mc. Inu uec o i4:4o:od zeta rage 1 ID:CE6tEBKJkWXwaOWzSIGnWz71XF-Gz_3g6JcOvR7xngm4Aclx7emlyRGRdvl NS4SYyC_WO all-1 I 2-Q'Q �I MI. 1:3z.4 3x3 = 1.4 II 3x3 = 3x3 = 3x4 = 3x3 = 6x8 5 6 7 a 9 10 11 24 23 Y2 21 20 19 18 17 16 15 14 13 12 3x3 II 4xe = 3x4 = 3x6M18SHSFP = 44 II axe II 3x3 = 3x4 = Audi = 3x3 II 3x3 = 3x6 II qa� 91-1 i 1a1-1 wt^i I 1&3A3 18.1a5 Plate Offsets (X,Y)— rl7:0-3-0,0-a0) r18:0-3-0,Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefi L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.23 17-18 >940 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.31 17-18 >683 240 M18SHS 244/190 BCLL 0.0 Rep Stress Ina YES WB 0.62 Hoa(CT) -0.06 11 n/a n/a BCDL 5.0 Code FBC2017/rP12014 Matrix-S Weight: 1061b FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 5.10-12 cc purlins, BOTCHORD 2x4 SP No.2(0at)'Except' except end verticals. 12-21: 2x4 SP No.1(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 SP No.3(0at) REACTIONS. (Itasize) 1=978/a3-0, 11=978/afi-0 FORCES. (III) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1006/0, 3-4=-2430/0, 4-5=3261/0, 546=3685/0, 6-7=3685/0, 7-8=338910, 8-9=-241210,9-11-1012/0 BOT CHORD 22-23=0/1845, 20-22=0/2979, 18-20=0/3580, 17-18=0/3685, 1&17=0/3685, 14-16=0/3001, 13-14=0/18" WEBS 7-17=125/543, 1-23=0/1304, 3-23=1174/0. 3-22=0/814, 4-22=763/0, 4-20=0/393, 5.20=467/0, 5-18=101/458, 1 t-13=0/1312, 9.13=116310, 9.14=0 790, 8-14=820f0, 8-16=0/593, 7-16=839/0 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) Plates checked for a plus or minus 0 degree rotation about its Center. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-1Od. (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500M. Thomas A. Albani PE No.39380 NITA USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 5,2019 ®WARNING -Vmlly destgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. I=3aOIS BEFORE USE. Design wool or use ord with MTeMoonnectors.Tim design Is based any upon parameter sbmlm, and is Ivan niiv Ilual budding component net a Moss syslem.Be(or use, Me MANFOg designer must verity 0e appgcoblay of design parameters and pmpeM Incoryorele Nis design Into Me owrO buiWIngdesgn. Bracing Indicated is to prevent buGMgofN NIdualMoss web andtbrUmrdmembers only, MddbnalkmpdreryaMpennanerbreung MiTek- is aware requbad fat Stability all to prever collapse web possible personal eyuryand pmpedydamage. Forgeneral gugava regarding the feembebn, storragge,delivery. emotion andbachug ofWssom and muss systems. sea ANSVIPlt Quadti, CrBeda, DSB49 and BCS1 Building Component 6904 Palle East MA. Sarerylnforrin an awigble Bmn Tmss MMOInsidute,216N.LeeS O.nude312,Nexanmla,VA22314. Tampa FL 36610 n Job Truss Truss Type 0ty Ply LeClere T18831723 J37880 FL03 Floor 1 1 Job R Reference, (optional) east Goasl Iuss, rL Fierce, rL 39Y4a • 03 " i 140- 5x5 = 3x3 = 2 18 17 34 II 4x4 = 6.240 s Jul 142019 MITek Industries, Inc. Thu Dec 514:W:542019 Page 1 ID:CE6td6KJkMX .DW4StGnWz71XF-k9YRIRKE9D2 YxFyeu7XTCAOSiKB9w12F1Be_yC WN 0-10-14 2-0-0 0.10-14 05-8 Sca14 = 1:25.9 3x3 = 1x4 II 1.4 II 3x3 = 3x3 = 3x3 = 5x5 = 4 5 6 7 e 9 10 16 15 14 13 12 11 30 = 3x3 = 3x3 = 30 = 4x4 = 3x3 II Plate Offsets (X,Y)- f1:0-2-0 Edgel f10:D-2-0 Edgel LOADING (psp SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) -0.12 15-16 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.16 15-16 >999 240 BCLL 0.0 Rep Stress Ina YES WS 0.49 Horz(CT) -0.03 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 821b FT=O%F, O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=787/0-3-0, 10=787/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-3=-789/0, 3-4=1813/0, 45=2298/0, 5.6=2298/0; 6-7=-2298/0, 7-8=1813/0, 8-10=789/0 BOT CHORD 16-17=0/1438, 15-16=0/2163, 14-15=0/2298, 13-14=0/2162, 12-13=0/1438 WEBS 1-17=0/1022, 10-12=0/1022, 3-17=909/0, B-12=-909/0,3-16=0/521,8-13-01520, 4-16=48710, 7-13=486/0, 4-15=-47/470, 7-14=47/470, 5-15=280/0, 6-14=-280/0 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.1Od (0.131"X 3") nails. Srongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A. Alban PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: December 5,2019 e &WARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI47473 rev. 1WON2015 BEFORE USE. Design wild MM M r use onlywmek®connectors. This design is based only upon pammeters shown, and Is fman Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property lncoryande this design into me overall bulldingdeslgn. Bracing Indicated is to prevent budding ofindiWdual tress web andforchara members only.Address! temporary and pm,nenend bracing WOW always required for stability and to prevent Collapse win possible personal Injury and property damage. For general guidance regarding 0e fabrication, storage,delivery. erection and bmcing oftmssea ON buss systems, see ANSUrelf 0MOVI, Crgeda, DSB419 entl BCSl BullrAng Component 6904 Parke East BIM. Serefylnlarmaden available fmm Truss Plate Insihute, 218 N. Lee Slreet, Suee 312, Alexandria, VA 22314. Tampa, FL 36610 Jab Truss _ Truss Type On, PIy LeClere T78831724 J37880 FL04 Floor 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 03A H 130 i Sx5 = 3x3 = 2 ii 16 3.3 II 8.240 s Jul 142019 MTek Industries, Inc. Thu Dec 5 14:36:55 2019 Page 1 ID:CE6td6KJk%NX.ON StGnM71XF-CM6pFnLswWhrA5p8CbemOQjEU6jwkPTCUhxBWQyC_WM 2-0-0 I 0 R SCSIB 1:20.1 3x3 = 4x4 = 3x3 = 3x3 = 5x5 = 3 4 6 4x4 6 7 a 15 14 13 12 11 10 9 3.3 = 44 = 1x4 II 1x4 11 4.4 = 3x3 = 30 I q38 114.12 11-11-0 If ul 1ee� I n o r Plate Offsets (X,Y)— 11:0.2-0,Edgel, [4:0.1-8,Edgel, 15:0-1-8,Edge[ [8:0-2-O,Edge] LOADING (par) SPACING- 2-0.0 CSI. DEFL. in (roc) Well Ltd PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.33 Vert(LL) -0.05 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(CT) -0.06 13 >999 240 BOLL 0.0 Rep Stress Incr YES WB 0.35 Horz(CT) -0.01 8 rule n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 66 he FT=O%F,O%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(fli BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=597/0-3-0, 8=597/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=563/0, 3-4=1232/0, 4-5=-1311/0, 5-6=1233/0, 6-8=-563/0 BOTCHORD 14.15=011015, 13-14=0/1311, 12-13=0/1311, 11-12=0/1311, 10-11=0/1016 WEBS 1-15=01727, 8-10=0/727, 3-15=-636/0, 6-10=636/0, 3.14=0/363, 6-11=0/363, 4-14=-366/1, 5.11=-366/1 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0,131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Thomas A. Alban PE No.39390 INTO USA, Inc. FL Cart 6634 9904 Parke East Blvd. Tampa FL 33010 Date: December 5,2019 ®WARNING -Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use any with MTee0connetlms. This design Is based ory upon parameters shown, and Is for an Individual building component, not a Miss system. Before use; the building designer the design Val mug wiy appllcabllay of parameters and properly incorporate eds design into the overall buildingdougn. BaclogmidicaladIstoprevent buckingofIndividual loss web smaller chordMembers only. MaXlanaltemporary and permanent brecing Is gways required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding Me MiTek' fabrication, storage. delivery, erection and bating of thumbs and Miss systems. sea ANSU1`P1f Dually Claude, DS"9 and BCS1 Building Component Saf 6904 Parke East BML lyinfarma ion avallable from Truss Plate Ingdute, 218 N. Lee Sling; Sude 312, Nexandda, VA22314 Tampa, FL 36610 D b Truss Truss Type Qy Ply LeClere _ T18831725 rJ37880 FLOS Floor 1 1 Job Reference (optional_ _ test Geast ICuss, H. Pierce, FL 34945 u.z4ua duns[rust all etc lnausurles, mc. lnu Fiat n l9:e6a5 2Oi9 Page ID:CE6td6KJkWXwaOW[SIGnWz71XF-CM6pFnLswV4hrA5pBCbem0OJDG6mtkRCCUhxBWQyC_W M 0.3.8 HI 1-3-0 1 1-2-6 2-0-0 1-2-5 ' Sd0 Ie=1:18.4 ' Sx5 = 3x3 = 3x3 = 3x3 = Ex5 = 1 2 3 4 3x3 — 5 8 12 11 10 9 8 7 3.3 II 3x3 = 1x4 II 1x4 11 3x3 = 3x3 If LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (lot) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Velt(LL) -0.03 9 -999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.38 Vert(CT) -0.04 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 HOrz(CT) -0.00 6 n/a n/a BCDL 5.0 Code FBC2017rTP12014 Matrix-S Weight: 47 lb FT=O%F,O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, BOT CHORD 2x4 SP No.2(flet) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=407/0-3-0, 6=407/0-6.0 FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=341/0, 3-4=613/0, 4-6=-342/0 BOTCHORD 10-11=01613.9-10=0/613.8-9=01613 WEBS 1-11=0/438, 6-8=0/438,3-11=-383/0,4-8=-382/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its Centel. 3) Recommend 2,6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3AOd (0.131"X 3") nails.. Strongbacks to be attached to Wells at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal ar vertical web shall not exceed 0.5001n. Thomas A. Alberti PE No.39360 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 5,2019 &WARNING -Very deslen parannef. antl READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMI1.74E1 rev.1 WO312015 BEFORE USE. Design valM M far use onlywdh mea0connectors. This design is basest only upon parameters shown, and is for an indiAdual belong WeraDnem, nm a truss system. Before use, the building designer must very me appanablliy of design parameters and property incorporelO this design into me overall bulldingdacgn. Bridng Indicated is to prevent bucking ofindlvldual mass web andfor Nam members only.Adds'wnaltomporaryendpermaneMbmcing MiTek' Is always required for stability and to prevent corapse win possible personal Injury and property damage. For general guldance regardbg the fabdcabon,Storage, denerverection and bradng aftnsses and hull systems, see ANSI/TP110uatlry Canada, MB49end SCSI Building Component - Sees Parka East Blvd. Sererylnr arrablon available hom Tmss Plate InMROe; 210 N. Lee &met, Suite 312, Alexandra, VA22314. Tampa, FL 36610 D Job Truss Truss Type Ory Ply re T1883f 726 TJ J378B0 FLOG Floor 1 eference (options]) East Coast Truss, Ft. Pierre, FL 34946 8.240 s Jul 14 2019 MRek Industries, Inc. Thu Dec 514:35:56 2019 Page 1 ID:CE6td6KJkWXwaO WZStGnW01 XF-gYgBS7LUhgpioFOLIJ97ZdGTAWAvTwVLILgk2syC_WL • 0.343 _ 5x5 = � 3z3 = 1x4 3x3 = 5x5 = Scale-1a0.1 1 2 3 1X4 11 4 5 6 3x3 = 9 a 3x3 = 3.3 II 7 0.1R 4-5.11 Plate Offsets (X,Y)— 11:0.2-O,Edgel. 16:0-2-0,Edgel LOADING (psp SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vert(CT) -0.00 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 6 n/a Na BCDL 5.0 Code FBC20177TPI2014 Matrix-S Weight: 321b FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(ftat) TOP CHORD Structural mod sheathing directly applied or 5-0-3 oc purlins, BOT CHORD 2x4 SP No.2(fiat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 6=21610-6-0, 1=216/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Oil (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Thomas A. Albert PE 14o.39300 MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date December 5,2019 &WARNING - Verity d.11. panmelers antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.1473 rev. 101031015 BEFORE USE. Design valid for Gas onlywah MReble connectors. This design Is based only upon parameters shown, and Is for an individual Cugding component, net a truss system. Before use, the building designer mud very the applirabllAy of design parameters and property moor orate this design Into the overall v bnikingdesign. BradnglndkatedlatopmnMWMngdlndMdualtmsswebandlorModmembemony. Additional temporary and permanent bracing MiTel( Is always required for dabllly and to prevent Collapse with possible personal Injury and pmpeM damage. For general guidance regarding 0e fabrication. storage. delivery, erection and bracing of trusses and truss systems, me ANSUTMf Quality CMada, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safeylnformation available fmm Tmss Plata inddWe, 21a N. Lee &met, Sude 312, Alexandra, VA22a14. Tampa, FL 36610 3 Jab Truss Truss Type City Ply LeClere T78831727 J37880 FL07 Floor 1 1 Job Reference (optional) Last coast buss, Ft. Tierce, VL: Vuob 3z6 II 0.3.8 1 O.L9V S`x"I9 wIIlER1110Y5rnas"IG. I regei ID:CE6td6KJkWXwaOW<StGnM71XOZgTM6S8xYPPzXJOgESmdUwXnCONUz101bJyC_WH 2 0b Basle - 1:6.9 3.6 =, , , ? z7 3wi II LOADING last) SPACING- 2-0-0 GSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) 0.00 4 — 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) -0.00 3-4 o999 240 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a SCDL 5.0 Code FBC2017/TPI2014 Matrix-P Weight: 221Is FT=O%F,D%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(Oat) TOP CHORD, Structural wood sheathing directly applied or 3-1-15 cc purlins, BOT CHORD 2x4 SP No.2(gat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. s REACTIONS. (Ib/size) 1=114/0-3-0, 2=114/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0,131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500M. Thomas A. Albani PE No.39380 MITak USA, Inc. FL Cart 8834 0004 Parke East Blvd. Tampa FL 33a10 Data: December 5,2019 ®WARNING -Vent, tlesign ParannPra and READ NOTES ON THIS AND INCLUDED MNEK REFERENCE PAGE 111167473 Ie¢ 1OMM015 BEFORE USE. Design valid Tor use onlywttb MRsM,Arnectors. This design Is based only upon parameters shown, and is for an IndvAdual Wilding component, not a Was ayst.m.Before use. Me building designer must verify the applicability of design parameters and papery inwmorale this design into the overall buildingdealgn. grading Indicated is to prevent buckling ofindwidualtmss web andlorchard members only. Mationel temporary and permanent bracing Mffek' Is always required for Stability and to prevent waapse wIM possible personal injury and property damage. For general guidance regarding Me faEtlwaon, Storage, delivery, erection and trading of imsses and Was systems, see ANSUTPU Quality Cdteds, DSB49 end SCSI Building Component 69D4 Parke East BIW. SareylnformWon avallatle from Trust Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VAM14. Tampa, FL M10 Job Truss Truss Type Oly Ply rc Tj.b T18837728 J37880 FLOG Floor 6 eference (optional) .our s,oa. buss, rt. ne.. ovavo 0.3.8 " . 1-}0 6x8 = 3x3 = • 1 2 .1 3x4 = 3 o.eru s as 3H mro NIu eK mausmas, me mu uec a le:oo:a0 z" Io rage a ID:CE6td6KJkW)(vvaOMStGnM71 XF-cwnylpNkCR4Pl itjBTe2LhAJfmzjyeAf9r7lyC WJ 0.111-1 2-M 1.4-1 stele= tze.z 3x3 = 3x3 = 1x4 II 3x4 = 3x4 = 44 = 4 5 6 7 8 9 20 19 18 17 16 15 14 13 12 11 10 3.3 4x4 = 3x3 = Us = 3a6 I 3a6 II 34 II 4.5 II 3x3 = 4x4 = 3a3 I Or}Br— 43b &&8 I }71-9 &11110-1-1 111-1-1 I 12G9 WV, I 16-69 Plate Offsets (X,Y)— 17:0-1-8,Edgel, [14:0-3-0,0-0-01 LOADING (pso SPACING- 2-D-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TO 0.56 Vert(LL) -0.18 15-16 -999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(CT) -0.25 15.16 >764 240 BCLL ' 0.0 Rep Stress Ina YES WB 0.56 HOR(CT) -0.01 10 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Mabix-S Weight: 98 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 16-18. REACTIONS. (lb/size) 10=880/Mechanical, 1=880/0.3-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-871/0, "-900/0, 3-4=-2100/0, 4-5=2879/0, 5-6=-2904/0, 6-7=2904/0, 7-8=-2176/0, 8-9=-869/0 BOT CHORD 18-19=0/1629, 16-18=0/2613, 15-16=0/3005, 14-15=0/2904, 13-14=0/2904, 11-13=0/1656 WEBS 7-14=0/429, 1-19=0/1166,3-19=-1021/0,3-18=01654,4-18=-714/0, 4-16=0/360, 5-16=-279/0, 5.15=315/231, 9-11=011157,8-11=-1095/0, 8-13=0/705, 7-13=999/0 NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girders) for truss to truss Connections. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500M. 6) CAUTION, Do not erect truss backwards. Thomas A. Albani PE No.39300 MITek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33010 Date: December 5,2019 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITEK REFERENCE PAGE M11.7473 rev. 10103/3015 BEFORE USE. Design veld for use only with Mirada, connectors. This design is based only upon parameters shown, and is far an individual building component, not a Was system. Before use, Me building designer must wmy the applicoMey of design psmeters and properly dwmorte this design into the overall buikingdesign. Bracing exticated is to prevent bucking Of indMduel lass web andtor chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequtredforstabilayandtoprawMcollapsearmpOseblepersonalinjury and property damage. For general guidance regarding 0e fabrication, storage, delivery, erection and bracbq of mosses and truss systems, we ANSDIP/10ualry adage, DS989 antl SCSI Building Component 6904 Parka East Brad. Safetylnformml4n available imm TNss Plate Instbule, 216 N. Lee Street, Sude 312, aexentlda, VA 22314. Tampa, FL 36610 Jab Truss Truss Type any Ply ere Tjob T1B831729 137880 FL09 Floor 6 _ Reference (optional) .aes ansaa, n I. name, "L o'o 038 H 730 I 5x5 = 3x3 = 1 2 a.4w s 3uI ar 4ula mI lea mausmUS, In, .ru uec a Trao:on LYIa rage I ID:CE6td6KJkWX(nw.�qaO'MSIGnM71XF-07LK59ONzICGfi7wRRiiAGlv48VgE6nPJvPfByC W I —I 2-0-0 I I —I F-1 S.1,1:17.4 4.4 =1x4 I 3 4 1.4 114x4 = 3x3 = 5x5 = 5 6 7 S 4a4 = 14 13 12 11 10 9 3.3 II 3x3 = 4x4 = 3x3 = 3x3 II LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) .0.02 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.28 Vert(CT) -003 12 >999 240 BCLL 0.0 Rep Stress [nor YES WB 0.24 Horz(CT) -0.00 8 Na n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S Weight: 53 Ib FT=O%F,O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT.CHORD Rigid ceiling directly applied or 10-0-0cc bracing. REACTIONS. (Ib/size) 1=450/0-3-0, 8=450/0-3-0 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=394/0, 3-4=733/0, 4-5=733/0, 5-6=-733/0, 6-8=394/0 BOT CHORD 12-13=0/707, 11-12=0/733, 10.11=01707 WEBS 4-12=274/43, 5-11=-274/43, 1-13=0/506, 3-13=442/0, 3-12=58/340, 8-10=0/506, 6-10=-042/0, 6-1 l=-58/340 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3.10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. Thomas A Albani PE No.39380 MiTak USA, Inc. FL Cart 6034 s 6904 Parke East Blvd. Tampa FL 33610 Date: December 5,2019 ®WARNING -Vanity deslpn panther rs antl READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIIJ473 rev. IOMMO15 BEFORE USE. aawas Design valid foruw only with MBek® stnneotom. The design Is based ony upon parameters shown, and Is for an Individual building component, not ��®® a Was system. Before use. the building designer must verify the applicobllity, of design parameters and properlyinwryomte Nis dealt into the eweall HVYI butdIngdesign. Bracing lngured late prevent bucknig eflndiNdual truss web andlurchoN members ony. Additional temporary and permanent bmdng MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdwtion,storage, delvoryry cession and beading of trusses and Was systems, we ANSUTFVI Dually Cdreda, DS849 and SCSI Building Component 6904 Parka East Blvd. Sefelylakentadon available from Tmss Plate lostltme, 218 N. Lee Street, Sude 312, Alexandda, VA22314. Tampa, FL 36610 I Job Truss Type City Ply LeClere T18B31730 J37880 0 [FL`1SS Floor 1 1 Job Reference (optional) east Goasl IMss, rr. 11.1., IL JVtl4o 0." f-� 1-3-0 0-1041 611 5x5 = 3x3 = 3x3 1 2 3 yo ID: CE6td6KJkWXwaOWzStGnWz71XF-07LK59ONZICGfi7WRRI AGtvW16NgENnPJvPfByC_WI off Scale =1:18.5 1x4 II 4.4 = 4 5 3x3 = 5x5 6 7 13 12 11 10 4x4 = 9 9 34 II 3x3 = ix4 II 30 = 3.3 II LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) idef L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.04 9-10 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 VaUCT) -0.04 10 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.22 Horz(CT) -0.00 7 ri n/a BCDL 5.0 Code FBC2017rrP12014 Matrix-S Weight: 49lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fat) TOP CHORD Structural wood sheathing directly applied or 6A-0 oc purlins, BOT CHORD 2x4 SP No.2(fat) except end verticals. WEBS 2x4 SP No.3(fat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 1=410/0-6-0, 7=410/0-3-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when show. TOP CHORD 1-3=-365/0, 3-4=.603/0, 4-5=-603/0, 5-7=352/0 BOT CHORD 11-12=0/603, 10-11=0/603, 9-10=0/615 WEBS 1-12=0/471, 3-12=395/0, 7-9=0/452, 5-9=-372/0 NOTES- 1) Unbalanced Floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. Thomas A. Albani PE No.39380 fil USA, Inc. FL Cart 6034 6904 Parke East Blvd. Tampa FL 33610 Date: December 5,2019 ®WARNING -Verify assign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIri rev. 1010312015 BEFORE USE. sonso Design valid for use only who MITekA monecmm. This design is based ony upon parameters shown. and is for an Individual building component, net Nal a truss system.Befere use, me building designer must very the epplicabllity of design promotion; end papery Incongruous this design Into the rverell buildingdesign. Emend Indicated Is to avoiding of lndNldualtmss web andlwchord members ony. Addhirnaltempr2ryandpelmanerrbracing MiTek- prevent isMartin; required for Mobility and toprevent collapse with passible personal Injury and property damage. For general guidance regarding to fabrcaton,storage,delivery, creation and bradng aftmsses and truss systems,see ANSIIRM Qmdly Cdlada, DS"9antl SCSI BuiWM9 Component 6904 Parke East Blvd. Sefetyfnf4lmatirn available frem Tress Male institute, 218 N. Lee Street, Sum 312, Adventist, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply LeClere T78831731 J37880 FL11 Floor Italy 1 1 Job Reference (optional) east coast Iwas. rL Hods, VL J4b46 o.z4U s Jul 14 Lmtl sal l an mauemas, Inc. Inu Us" J"' e' NV"ro rageI ID:CE6te6KJkMxv.ONMStGnV&71XF-YJVIIVO7k3K7G516-8ExjTO8D7XoPjRxezeyBeyC WH 04 1-3-0 1.41 OJA Sx5 = 3x3 = ' 1x4 II 3x3 = = ~�Srale=1:10.1 5x5 a 1 2 3 1.4 4 5 6 3.3 II 3x3 = 3.3 II 10 9 8 7 3x3 = Plate Offsets (X Y)— 11:0.2-0 Edgel 16:0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 8 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.08 Vart(CT) -0.00 8 -999 240 BCLL 0.0 Rep Stress Incr YES WE 0.11 Horz(CT) -0.00 6 Na We BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 3316 FT=O%F.O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-1 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid Ceiling. directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=220/0-3-0, 1=22010-6-0 FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Recommend 2x6 stiongbacks, an edge, spaced at 1G-M oc and fastened to each truss with 3-1Od (0.131"X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord beading and first diagonal or vertical web shall not exceed 0.5001n. Thomas A. Albani PE No.36360 NITak USA, Inc. FL Cart 6634 6004 Parke East Blvd. Tampa FL 33610 Data: December 5,2019 ®WARNING - Verily desigU,N,uVerers antl READ NOTES ON THIS AND INCLUDED M nit( REFERENCE PAGE MII-74I31.11WO312015 BEFORE USE. OasigO velq for me onyweh MTekO connedors. This design Is based only upon parameters shown, and Is loran Indivsuel building component, net ITE• a Voss system. Before use, Me building designer must verify the applicability of design parameters and property lnmmunte Nb design Into 0e overaa buildingdesign. Bracing Indicated is to prevent invoking of individual truss web anmof chord members only. ABdIDanal temporary and permanent bracing MiTek* Is all enquired for channel and to parewent collapse win possible parzonal lnjuq and property damage. Furgenemlguldanceregarding6le fabdra0on, range. doli,axy.Amount and bracing oftrusses and truss systems. we ANS17711 Quantity Cdleda, DS949end SCSI Building Cossaina d 6904 Parke East BW. Savelylnformafion available lrom TNss Plate lnddNe, 21a N. Lea SIreN, Suao 312, NexanOda, VA 22314. Tampa, FL aill D Job Truss Type Gty Ply LeClere T78831732 J37880 [rLM1529 Floor 1 1 Job Reference o tional east Goast Imas. M. 19erC% TL J9e9G 3x8 I D�8 i I V ¢JYI I4 CU Itl 1Y111tlM11 tli, Illl. IIIY VCY J IY..�/.YY CYIa rase I ID: CE6td6KJkWXwaOWzSIGnVVz71XF-YJvil 21K7Gsi6 8ExjTG8f7YSPk6xezeyBeyC WH 2 3x8 =.1 n.e yea-1S 3.3 11 0.�10 Scale =1:8.8 LOADING (psf) SPACING- 2-0-0 CI. DEFL. in (IGc) I/del L/d PLATES GRIP TCLL 40.0 Plate Grp DOL 1.00 TC 0.11 Veft(LL) 0.00 4 " 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Ven(CT) -0.00 3-0 >989 240 BCLL 0.0 Rep Sbess Inc, YES WB 0.00 HOT, CT) -0.00 2 n/a Na BCDL 5.0 Cade FBC2017/TPI2014 Matrix-P I Weight: 221b FT=O%F,O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-9 oc puffins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(gat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=117/0.6-0, 2=117/0.3-2 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown NOTES- 1) Plates checked fora plus or minus 0 degree rotation about its center. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Thomas A. Alban PE No.39380 MiTek USA, Inc. FL Con 8634 8804 Parka East Blvd. Tampa FL 33810 Data: December 5,2019 e &WARNING- Vemy design parameters and READ NOTES ON THIS AND INCLUDEOMITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design vied for use anywith MiTek®conneoldrs.Thb Eeogn is based only upon garmeersshown, and Is Farah I angel builong component, not a truss system. Before use, the bulging designer must very the applicability of design parameters and pmpery lncoryomte No design Into the overali bulgingdesign. Bracing Indicated is to prevent buoldag of lnpisidual truss web nation omm members any. AddMaral temporary and permanent bracing MiTek- IsalwaysmannedforstablliyandtopreventcollapsewMpossiblepersonalInjuryandpropeMdamage. Forgeneralguganoereganding Ne fabrication, storage, delivery,ereolon and among oNmsses and truss systems, see ANSIMM1 Quality Crlfeda, DSS-a9 and SCSI Building Component 6904 Perks East BIW. SmA ylafammadon available hom Tlnaa Ploe InWWe, 21s N. Lee Street, Suae 312. Alexandda, VA 22314. Tampa, FL 36610 0 Truss Truss Type Qty Ply LeClere rJ37 880 FL13 FLOOR 3 1 Job Reference (optianell East coast Truss, Ft. rierce, FL agvgo 8.240 s flung zule Mnek industries. it" Inu uec otq:ACU1 [Ulm rages ID: CE6td6KJkWXWaOVVZS1GnWz71XF4VT4VrPOVMS_uOHIYsIAGhz7XXhl87e4sdOVk4yC WG • 0343 I —II 13 II 1-1-0 z-0o 112. r 0.10-e Stele =1:17.7 BxB = 3x3 = 3x6 = 1x4 II 1x4 II 4x4 = 34 = 6x8 = 1 2 3 4 5 6 7 B 14 13 12 113x4 10 9 3.3 I 3x10 = 3x4 = 4x12 = 34 II LOADING (psf) SPACING- 24}0 CSI. DEFL. in (too) Udell L/d TCLL 100.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.14 10-11 >828 360 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.1810A1 >655 240 BCLL 0.0 Rep Stress Ina NO WB 0.81 Hoa(CT) -0.02 8 n/a n1a BCDL 5.0 Code FBC2017rrP12014 Matrix-$ LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat)'Except' TOP CHORD 1-8: 2x4 SP No.l(Oat) BOTCHORD 2x4 SP NOA(flat) BOTCHORD WEBS 2x4 SP No.3(flaQ'Except' 8.10: 2x4 SP No.2(flat) REACTIONS. (lb/size) 1=1140/0-3-0, 8=1356/03-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=1503/0, 3-0=3283/0, 4-5=3283/0, 5-6=3283/0, 6-7=1762/0, 7-8=1864/0 BOTCHORD 12-13=012730, 11-12=013283. 10-11-012721 WEBS 4-12=519/0, 5-11=441/0, 1-13=0/1711, 3-13=1488/0, 312=0/1113, 8-10=0/2256, 6-10=1134/0, 6-11=0/977, 7-10=659/0 PLATES GRIP MT20 2441190 Weight: 54 lb FT=O%F,0%E Structural wood sheathing directly applied or 6-0-0 Do pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. '2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) Load case(s) 1, 2, 3, 4, 5, 6 has/have been modified. Building designer must review loads to verify that they are Correa for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means... 5) Gap between inside of lap chord hearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Inaease=1.00 Uniform Loads (plf) Vert: 9-14=10, 1-8=220 Concentrated Loads (Ib) Vert: 7=272 2) Dead: Lumber Increase=1.00, Plate Inaease=1.00 Uniform Loads (plf) Vert: 9.14=10, 1-8=220 Concentrated Loads (lb) Vert: 7=-272 3) 1st chase Dead+ Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ a Vert: 9-14=10,1-5=220, 53=-20 Thomas A. Albert PE No.39390 MITek USA Inc. FL Can 6634 HIM Parke Fast Blvd. Tampa FL 33610 Date: December 5,2019 - ®WARNING-Vellfy design parameter and READ NOTES ONrM5 AND INCLUDED MITEK REFERENCE PAGE m147473 ma. 10,03R015 BEFORE USE. DosIga valid for use Only wan MlTeM connection. This design Is bored M1/ open parameters shMn. and Is for an Illdhleual WYEbIg ComporeaL llal HT 21 a Musasnoern.Befoa use. Use bWWng dealgner moat venly Me ep,nrablx, of design parameters and pmpe,"comaate this design man, Me awrall beildingdesign. Bating VAicalad is to present booking of NdMdualbuss web andfor Hard members only. AddAlonaltempoaryandpersomentlosoing MiTek- is abrays n9ubed for Cabiray and to prevent waapse wM possible persanal Injury and Papedydamage. Forgenerd guidance regarding the fabdwon.Momge,degv ,ergo'anandbaorpMWssesaMbusssWams,see ANSVlP110VaWCr/ter/a,DS"9endBCSIBVilding Componard 6904 Parka East BM. Ssrerylnfo anden awRable ham Tans Plate Inattux. 218 N. Lee annex. Sucre 312, Alexandria, VA MIA. Tampa, FL 36610 Jab Truss Tess Type Ott, Ply LeClere T1B831733 J37880 FL13 FLOOR 3 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-272 4,1 2nd chase Dead +Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=10, 1-4=20, 4-8=220 Concentrated Loads (to) Vert: 7=-272 5) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Undo" Loads(pg) Vert: 9-14=10, 1-5=220, 5-8=-20 eConcentrated Loads (to) Vert: 7=272 6) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pig Vert: 9-14=10, 1-4=20, 4-8=-220 Concentrated Loads (to) Vert: 7=-272 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Dec 5 14:37:012019 Page 2 ID:CE6td6KJkWXwaOVhSIGnVh71XF-1VT4VrPdVMS_uOHIVsIAGhz7XXhI8Te4sdOVk4yC WG ®WARNING � Vorify designpamencicrs antl READ NOTES ON THIS AND INCLUDEOMITEK REFERENCE PAGE M114473 rev. 10MM015S9FORE USE. Design vgltl Or use only with Mrek®connectona. This design Is based any upon parameters shorn, and Is for an Individual building component, not �*E a busssystem. Before use, the building designer mug very the applicable, of design parameters and preperlyincoryoradethis tleslgn into theeverall buirdingdesign.. Bmdnglndiwedlstopmwntbu0.0ng MlndMdualtmaswebanNorc Odmembemony. Additional temporary and permanent bradng MiTek- IsaWaysrequired Or slablliy and to prevent collapse with possible personal injury and property damage. For general guidance regarding Ne abhorrer, cohi:1eliveryry erection and bracing of trusses and truss systems, see ANSVTPt1 Qupllry Crlrmle, DS949 antl BCSi Building Component 691 Parke East Blvd.Sara ylnbrmessen swells Is from Tress Plate Imallute, 218 N. Lee Street; Suite 312, Alexandra, VA 4314, Tamp. FL 36610 1 Job Truss Truss Type Oty PlyTJOb T18831734 J37860 FL14 FLOOR 1 rence (optional) east coast l russ, rt. rlerce, rL 44a0 0E4 I I I 6x6 = 3x3 = 1 2 o.L9V sJGr l4 <ultlrun arc mllu sme..nlc.. nu uecaIv:Jcu«via raga ID:CE6td6KJkV4XvvaOMS1GnWz71XF-Vi1SjA0FGgarWAsU6ZGPouVIex22tTnD5H73GMC_WF 0-11-2 1-0-8 I OAM Scale=1:14.6 8-0 3x4 = 1 sas CAS- 3 4 3x3 = 5 6 12 11 1D 91x4 II a 73x3 II 3xil II 3x6 = 1.4 II 4x10 = LOADING (psQ SPACING- 2-D-0 CSI.. DEFL. in floc) Udefl Ud PLATES GRIP TOLL 100.0 Plate Grip DOL 1.00 TO 0.85 Verfl LQ .0.04 8-9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(CT) -0.05 8-9 >999 240 BOLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) -0.01 6 nto n/a BCDL 5.0 Code FBC2017/rP12014 Matnx-S Weight: 42 lb FT=O%F,0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(FlaQ'Except' TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins, 1-6: 2x4 SP No.1(flat) except end verticals. BOT CHORD 2x4 SP No.2(Flat) BOT CHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3(Flat) REACTIONS. (lb/size) 6=970/0-3-0, 1=78210-6-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-3=-906/0, 3.4=1619/0, 45=-1206/0, 5.6=1317/0 BOT CHORD 10-11=011619, 9-10=0/1619, 8-9=0/1619 WEBS 6-8=0/1591, 1-11=0/1026, 4-8=-688/0, 3-11=858/0, 5-8=-729/0 NOTES. 1)Unbalanced floor live loads have been Considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about Its center. 3) Recommend 2x6 sirongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131"X Y) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 7-12-10, 1-6=220 Concentrated Loads (lb) Vert: S=-273 Thomas A Afig ni PE No.39380 MITek USA, Inc. FL Con 8034 8904 Parke East Blvd. Tampa FL 33010 Date: December 5,2019 ®WARNING - Verify Design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. IOM34015 BEFORE USE. Design valid for use any with MReMoonnetiors. This design is based only upon parameters shown, and is for an IrWividual building component, not IM a truss, system. Before use, the building designer must vedy the applimbilityof design parameters and property bcogxrove INS design into the overall buildingde9gn. Bracing Indicated is to prevent buckling ofindiWduatouss web andforchond members only. Additional temporary and permanent Crating MiTek- la always required for stability and to prevent Collapse with possible personal Injury and property damage. Forgeneral gukance regmding the fabticaUon, storege.delivery. emmon and bracing olhusses and Wes systems, see ANS1mPH Dually Canada, DSB49 and BCS1 Building Component 6904 Parka East Blvd. Safi ylnformadlon available from Truss Plate InMbute, 218 N. Lee &met, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 / e. Job Truss Truss Type Oty Ply LeClere T18831735 J37880 FL16 FLOOR 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 3494B • 0.6.8 1 .l a o.zvu s 4a f e rum"" arc mousmes, Inc. I nu Lrec u w:or.ue eu la rays I ID:CE6td6KJkWXwaOWeSIGnWa71XF-Vi1 SjADFGgarWAsU6ZGPouVS7xBjtajD5H73GWyC WF I0�� 1 0-1048 Scale: 5x5 = 3x3 11 3x6 = 5x5 = Sea 11 2 3x3 = 7 6 3 3.5 = 4 f-d 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 100.0 Plate Grip DOL 1.00 TO 0.25 Vert(LL) -0.00 6 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(CT) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.00 4 File Fire BCDL 5.0 Code FBC20177rP12014 Mein Weight: 25111 FT=O%F, O%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or4-P10 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=522/0-3-0.1=433/0-6-0 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-480/0, 2-3=477/0, 3-0=543/0 BOTCHORD 6-7=0/476 WEBS 3-6=-420/0, 4-6=0/658, 2-7=-254/0, 1-7=0/567 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Load Bagels) 1, 2, 3, 4, 5, 6 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 11 Dead + Floor Live (balanced); Lumber Increase=t00, Plate Increase=1.00 Uniform Loads (elf) Vert: 5-8=10, 1-4=220 Concentrated Loads (Ib) Vert: 3=272 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads(pB) Vert: 5-8=10, 14=220 Concentrated Loads (lb) Vert: 3=-272 3) 1st chase Dead + Floor Live (Unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=10, 1-3=220, 3-4=20 Concentrated Loads (Ib) Vert: 3=-272 4) 2nd chase Dead +Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase-1.00 Thomas A Albani PE No.39300 MITak USX Inc. FL Cart 6634 9004 Perks East Blvd. Tampa FL 33810 Data: December 5,2019 ° &WARNING -Verify desiarpamroelela and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE MIIJ473 rev. IWOa/2e15 BEFORE USE. Design valid for use only wins Were, connectors. This design Is based only upon parameters shown, and is for an IMrAdual building component, not Mv 11 atagssynem.Beforeuse,IhebuildingdeslgnermustverlyNeappllmbildyofdoNgnpammeersmdpmFe"wTorMoNisdevgnintolheor MI bulldingdeagn. Bracing Indicated is to prevent bualln9 oflndlNduel truss web andlorchool members only. Addbibnat temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricator, storage, delivery. mean and bracing of Masses and truss systems, see ANSYTRIf.Ouarl, Cdred9, DS649 and SCSI Building Component 6904 Parke East Blwl. SafelylnformNon available from TNsa Plate Inslaule, 2Ma N. Lee gMreM, Sude 312, Maaandda; VA22314. Tampa, FL 36610 Job Truss Truss TypB Oty Ply LeClere T18831735 J37880 FL15 FLOOR 1 1 Jab Reference (optional) East Coast Truss, Ft. Pie", FL 34946 6.240 s Jul 142019 MITek Industries, Inc. Thu Dec 514:37:022019 Paget ID:CE6td6K)kWXwaOWzStGn Wz71 XF-Vi1 SjAGFGgarWAsUGZGPouVS7%BjtajD5H73G WyG_W F LOAD CASE($) Standard Uniform Loads (plf) Vert: 5-8=10, 1-2=-20, 2-4=220 . Concentrated Loads (lb) Vert: 3=-272 5)v3rd chase Dead: Lumber Increase-1.00, Plate Increase=1.00 Uniforn Loads (plf) Vert: 5-8=% 1-3=220, 3-4-20 Concentrated Loads (Ib) Vert: 3=-272 6y41h chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plQ Vert: 5-8=10, 1-2=20, 2-4=220 Concentrated Loads (Ib) Vert: 3=-272 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDEO MITER REFERENCE PAGE Ms-7473,ev. 1AM17015 BEFORE USE Design valid for use onlywdh MTek®connectors. TMs design Is based only upon parmetersMown, and later en Individual building Component, not my a truss system. Before use, the building designer must verify the appliciblliry of design parameters and properly lnaRorce this design into the missal buildingdeslgn. Bracing Indicated is to prevent huekiing of IndlMdual truss web andlor chord members only. AddBional temporary and permanent bracing M)Tek Is always reaWred for stability and to prevent colapss with possible personal Injury and property damage. Forgeneslgo[danceregardingthe fabrication. storage, ceaivery,ereclamn and bracing mousses and Was systems, see ANSUnPHQualiy Crileda, OSS49 and BCS1 Building Component SODA Parke East BNd. Sulmylnrmrmadon avallabla from Truss Plate lnstdute, 218 N. Lee Street, Suds 312, Atexandms, VA 22314. Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION � " Center plate on joint unless x, y —I�r►'I�'I��F—��\4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury S Dimensions are in ft-i des o truss Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for buss system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. Ole, c1.2 cz-s 2. Truss bracing must be designed by an engineer. For O WEBS G4 m i t p O 'it ° wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 2 O 3. Never exceed the design loading shown and never U .$° U stack materials on inadequately braced trusses. OF 0- 4. Provide copies of this truss design to the building For x 2 Orientation, locale plates 0- Yid' from outside cra car cs e R BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of tmss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIrtPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from Plate location details available in MiTek 20120 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in a=rd with ANSIrrPI 1. software or upon request NUMBERSILETTERS. B. d noted, moisture cement of lumber shall not exceed 19 % at time of fabrication. shahs texce PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports- use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311. ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camberfor dead load deffection. 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 andand 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. in all respells, equal to or better than that specified. 13. Top chords must be sheathed or puriins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 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. loons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cat 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 crushing only. G _ 18. Use of green lumber may pose 1,elthtreated s. Consult with environmental, health or performance risks. Consult with Industry Standards: M1 project engineer before use. ANSI1rPl1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. 0 is not sufficient. BCSI: Building Component Safety Information, M k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, �Te ANSIrl-PI 1 Quality Criteria. Installing 8 Bracing of Metal Plate , Connected Wood Trusses. MiTek Engineering Reference Sheet MII-7473 rev. 10/032015 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: J37881 - LeClere Site Information: Customer Info: Mel-Ry Construction Lot/Block: Address: TBD City: St Lucie Co Project Name: LeClere Model: Subdivision: Nettles Island State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Custom 2-stoarnpa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If tWer`-ililTSnYgFN ifieFbCiidping. Name: License #: CODE COMPLIANCE City: State: State: ST. LUC:IE COUNTY General Truss Engineering Criteria & Design Loads (individual Truss Desi1pQTvgngs Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.3 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 42 individual, Truss Design Drawings and 0 Additional Drawin �f �Tp51 With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engine e$ h s't rice sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 7G! 1 2 3 4 5 6 7 8 9 10 11 12 13 14 16 17 18 20 21 22 Seal# T18832293 T18832294 T18832295 T18832296 T18832297 T18832298 T18832299 T18832300 T18832301 T18832302 T18832303 Truss Name Date No. Seal# A01 12/6/19 23 T18832304 A02 12/6/19 24 T18832305 A03 12/6/19 25 T18832306 A04G 12/6/19 26 T18832307 B01 12/6/19 27 T18832308 B02 12/6/19 28 T18832309 B03G 12/6/19 29 T18832310 CJA1 12/6/19 30 T18832311 CJA2 12/6/19 31 T18832312 CJA3 12/6/19 32 T18832313 CJA4 12/6/19 33 T18832314 CJA5 12/6/19 34 T18832315 CJB1 12/6/19 35 T18832316 CJB2 12/6/19 36 T18832317 CJB3 12/6/19 37 T18832318 CJB4 12/6/19 38 T18832319 CJB5 12/6/19 39 T18832320 CJC1 12/6/19 40 T18832321 CJC2 12/6/19 41 T18832322 CJC3 12/6/19 42 T18832323 Truss Name Date 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: Magid, Michael My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with Al 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek 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 parametersor the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2. Michael S. Magld PE No.53681 Mlrek USA, Inc. R. Gen 6634 6904 Parka East Blvd. Tampa FL 33610 Date: December 6,2019 Magid, Michael 1 of 1 T18832282 4SD ]-11E r7 94-8 11-1.9 12-1a9 15S 1I 1T-ta2 2231 Ida all-1 I 1-a1 I 1-Bo lalsa s7-a I da-1s Scale = 1:37.0 WIND DESIGN USING MWFRS ONLY, PER FOR REQUEST. TYPICAL FOR ALL TRUSS DESIGNS IN THIS JOB. 4x4 = _ 25 5 26 �a 3.8 If 3414189HS = 3x8 II 4x4 = 3x4 = 3x4 - 4x4 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017rTP12014 CSI. TC 0.59 BC 0.81 WB 0.97 Matrix -AS DEFL. Vert(LL) Vert(CT) Horz(CT) Attic In (loc) Vde8 L/d -0.24 10-12 >999 240 -0.3810-12 >696 180 0.06 9 n1a Na -0.15 10-12 488 360 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight 971b FT = 0% LUMBER- BRACING- TOPCHORD 2x4SPNo.2 TOPCHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 . Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=887/048-0, 9=886/0-8-0 Max Horz 1=95(LC 7) Max Uplift 1=478(LC 8), 9=478(LC 8) Max Grant 1=933(LC 16), 9-J32(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=2243/1122, 2-3=1998/871, 3-0=1814/871.6-7=1812/871, 7-8=1996/871, 8-9=2238/1124 BOT CHORD 1-12=995/2103, 10-12=-681/1849, 9.10=-996/2098 WEBS 3-12=181415, 7-10=17/415, 8-10=-069/336, 4-13=-1957/851, 6-13=1957/851, 2-12=-069/335 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsh, h=23fl; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCp1=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about Its center. 5) This truss has been designed far a 10.0 psf bottom chord live load nonconcemem with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Ceifing dead load (5.0 psf) on member(s). 3-4, 6.7, 4-13, 6-13 8) Bottom chord five load (30.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 478 Its uplift at joint 1 and 478 Its uplift at joint 9. 10) Load case(s) 22, 23, 24, 25, 26, 27, 28, 29, 30. 31. 32. 33. 34, 35 haslhave been modified. Building designer must review loads to verify that they are coned for the intended use of this truss. 11) MULTIPLE LOADCASES -This design is the composite result of multiple load cases. 12) User moving load cases exist: Review the load eases for details. Michael S. Magid PE No.53681 13) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and IW gypsum MTek USA Ine. FL Ced6634 sheehock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33610 14) Warding: Additional permanent and stability bmcing for truss system (not part of this component design) is always required. Data: 15) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). December 6,2019 �onrrnued on pace RD CriSE ®WARNING -Verify designparamerers and HEAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7472 rev, IOMM015 BEFORE USE Design vaild for use orywAh faTek®wmedore. This design is based on"on parameters shown, and is for an hdimduai Wldng mmponer%rut a buss system Sefaa use, Na trubi designer must ven6rues eppbeabliy of design parameters and property Incorporate Nis devgn into the overall bu6imgdesign. BracLyietlicated less prevent WWhg ofhdMdual truss web andfordbord members only. MOW Is sFays requbed for ordinary and to prevent coAapsewM possible personal Injury and property damage. Forgeneralgowanceregardingthe faencoe0n, storage. deFey. erection and bracbg oftnsses and truss assume. see ANSMI center Creada, DSB89 and BCSI Building Component saga Parka East BhE. SaveylNandes navaiadefrom Truss Ride institute. 218 N. Lee sued. Subs 312 Alexandra, VA22314. Twei FL Seats Job Truss Truss Type Oty Ply LeClere •� a T18832282 J37681 01 ATTIC 11 1 Job Reference (optional) East Coast Truss, FL Pierre, FL 34946 6.3ZV s NOv 192unv MI I eK maustnes, mc, 1 nu UBa a la:Ltl:JO LUItl rage 2 ID:gNPPNODYpnVoc9V4ljtlmElz77TOewwAWl6smghhjYl JX03ryabSOw9T7D2K7JPORGyBzl_ LOAD CASE(S) 12) 1st User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3-54(F), 34=64(F), 4-5=54(F), 5-6=54(F), 6.7=64(F), 7-9=54(1`), 12-14=20(F), 10-12=30(F), 10-19=-20(F), 4.6=AO(F) Concentrated Loads (Ib) Vert: 4=-25 24-25 23) 2nd User Defined Moving Load - Dead + Roof Live (balanced): Lumber Increase=1.25, Plata Increase=1.25 Uniform Loads (pit) Vert: 1-3=54(1`), 34=64(F), 4-5=54(F), 5-6=-54(F), 6-7=-64(F), 7-9=54(F), 12-14=-20(F), 10-12=30(F), 10-19=20(F), 4.6=10(F) Concentrated Loads fib) Vert: 3=25 25=25 24) 3rd User Defined Moving Load - Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=54(F), 34=64(F), 4-5=-54(F), 5.6=-54(F), 6-7=-64(F), 7-9=54(F), 12-14=20(F), 10-12=30(F), 10.19=-20(F), 4-6=-10(F) Concentrated Loads (Ib) Vert: 5=25 4=25 25) 4th User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (piq Vert: 1-3=54(F), 34=64(F), 4-5=54(F), 5-6=54(F), 6.7=-64(F), 7-9=54(F), 12-14=20(17), 10-12=30(17), 10A9=20(F), 4-6=10(F) Concentrated Loads (Ib) Vert: 25=25 26-25 26) 5th User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill, Vert: 1-3=-54(F), 34=64(F), 4-5=54(F), 5-6=-54(F), 6.7=-64(F), 7-9=54(1`), 12-14=20(F), 10-12=30(F), 10-19=20(F), 4-6=-10(F) Concentrated Loads (lb) Vert 5=25 6=25 27) 6th User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (piq Vert: 1-3=54(F), 34=64(F), 45=54(F), 5.6=-54(F), 6-7=-64(F), 7-9=54(F), 12-14=20(17), 10-12=30(F), 10-19=20(F), 4-6=10(F) Concentrated Loads (lb) Vert: 7-25 26-25 28) 7th User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plata Increase=1.25 Uniform Loads (piq Vert: 1-3=54(F), 34=-64(F), 4-5=54(F), 5-6=-54(F), 6-7=64(F), 7-9=54(F), 12-14=-20(F), 10-12=30(F), 10-19=40(F), 4-6=-10(F) Concentrated Loads fib) Vert: 6=2527=25 29) 80l User Defined Moving Load- Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=54(F), 3-4=64(F), 4-5=54(F), 5-6=54(F), 6-7=-64(F), 7-9=54(F), 12-14=20(F), 10A2=30(17), 10.19=20(F), 4-6=10(F) Concentrated Loads (lb) Vert: 28=25 29=25 30) 9th User Defined Moving Load - Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-3=54(F), 34=-64(F), 4-5=-54(F), 5.6=54(F), 6-7=-64(F), 7-9=54(F), 12-14=20(11`), 10.12=-30(F), 10-19=-20(F), 4-6=10(F) Concentrated Loads (Ib) Vert: 12-25 30-25 31) 1 Dth User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert: 13=54(F), 34=-64(F), 4-5=54(F), 5-6=54(F), 6-7=64(F), 7-9=54(F), 12-14=20(F), 10-12=30(F), 10.19=mN fl, 4-6=-10(F) Concentrated Loads (Ib) Vert: 29=25 31=25 32) 1 ith User Defined Moving Load - Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=54(F), 34=-64(F), 4-5=64(F), 5.6=54(F), 6-7=64(F), 7-9=54(F), 12-14=20 fl, 10-12=30(17), 10-19=20(F), 45=10(F) Concentrated Loads (Ib) Vert: 11=25 30-25 33) 12th User Defined Moving Load - Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (piq Vert: 1-3=54(F), 34=64(F), 4-5=-54(F), 5-6=54(F), 6-7=64(F), 7-9=54(F), 12-14=20(F), 10-12=30(F), 10-19=-20(F), 4-6=10(F) Concentrated Loads (I d) Vert: 31=25 32=25 34) 13th User Defined Moving Load - Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 13=54(F), 34=64(F), 4-5=44(F), 5-6=54(F), 6-7=-64(F), 7-9=54(F), 12-14=-20(F), 10-12-30(F), 10.19=-20(F), 4-6=-10(F) Concentrated Loads (III) Vert: 11=-25 10=25 35) 14m User Defined Moving Load - Dead + Roof Live (balanced): Lumber Increase=1.25, Plata Increase=1.25 Uniform Loads (pit) Vert: 1-3=54(F), 34=64(F), 4.5=54(F), 5-6=54(1`), 6.7=64(F), 7-9=54(F), 12-14=20(F), 10-12=30(F), 10-19=20 fl, 4-6=-10(F) Concentrated Loads fib) ' Vert: 32=2533=25 ®WARNING-Vetl1y d-ilm paramereva antl READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 9II-0473 rev. 100312015 BEFORE USE. DesgnvalW far use onywrh Illness, cormesso s. This deep is based only upon paamefers shown, end is (Man iMividual tendng comporrom, not � a buss system Before use. be bulking designer must verify me appllrablity of design parameters and pMpeM im omomla this design Nfo me ovemll bMdingdosign. Bracing lMirated is to preved buckling ofNdMdual buss web endraf snoN members onry.Addslonal temporary ark pemmnam Gating M)Tek b okays rec bad for stability end l0 presot calisp. wgh poseble personal Injury and property damage. For general guldanse regarding 0e Winston,storage,delivery, ersdion and bredng ofbusses and suss Systems, as ANS7I311 Qualtty Cditi DSS-89 and SCSI Building Component 6904 parts East Blvd. Se ylnrosmmlon availablefmmh sPlatetnMWe,218N.LeeS e,Sude312,AlaandM,VA22S14. Tampa, FL WIG Job- Tmss Truss Type any Ply LeClere e e T18832283 J37881 A02 Root Special 1 1 Job Reference (optional) East Gaast Truss, FL Pierce, FL 34946 2.OD 12 4x4 4x10 1a 4 a.32U S NOV 19 ZU19 MI I ex IDCUSMOS, Inc. I nV UeC b Ib:2V:3J ZUIU �nVou9 Wlitlm Eiz771Gb6UYL7UX7pYLicW5ka4U?8MwKWAs2iTMz8, 16.75 223.1 Scale-1:37.0 it 4x4 = 3x4 = 5x10 = 1.4 II d%4 = 00 Or4.0 9-2-0 11-9-5 1675 21-10.9 22-3�1 9.24 Zan i 4.1n-0 5-34 Plate Offsets (X Y)- 18:0-2-00.3-01 LOADING (Pat) SPACING- 24)-0 CST. DEFL. in (Too) i Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.58 Vert(LL) 0.17 73 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.72 Vert(CT) -0.26 9-13 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.24 HOR(CT) 0.05 6 n/a nia BCDL 10.0 Code FBC2017fFP12014 ' Matrix -AS Weight: 99111 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=824/0-8-0, 6=824/0-8-0 Max Ho¢ 1-89(LC 6) Max Uplift 1=-516(LC 8), 6=516(LC 8) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=1653/1118. 23=1365/864, 34=1196/852, 4-5=1256/843, 5-6=1655/1032 BOT CHORD 1-9=978/1515, 8-9=659/1277, 73=898/1513, 6-7=898/1513 WEBS 2.9=285/337, 3-9-0/291, 3.8=261/90, 4.8=196/371, 5-8=435/307 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst, BCDL=6.Opsf; h=23ft; B=4511; L=24ft; eave=4ft; Cat. II; Etp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will M between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 516111 uplift at Joint 1 and 516111 uplift at Joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheeaock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.53681 MTTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 6,2019 ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MOEN REFERENCE PAGE 111I1-1473 rev. I"MIS BEFORE USE De51An wild foruse onlywN, MTeMcourMO@. This design Is based Mry Upon parameters shown, a1M IS (oven IIMhMual building WlepoMnt not �V ebuso system. took, parameters and Min NisdesMN aieovelak BracingInlbebdisito revenermus(vetyliwdualtaisweb Mteda bers only. art bmchg bdldNgdeegn.d2CNAIMiytord is toprewMDurswM iosoftla MONmamamage..r MiTek' personal an collapse wM poGodt persoi For general guidance regarding me is always for stability end to Iryury and DmpeM general Me d., D fabdtalion, vorsga, delivery exaction end bratlrg IN W sses aM Wsa ryvems, see ANSV7Pli 0ualdy CMede, OSBA9 andaLsl augding Component . Damag and Imeeng a RIbIll. Emol 0ha. SalerylnyamNon available M1oln TNsa Plate Instate, 210 N. Lee Slreel, Suae 312, Alexenttla, VA22314. T69041 ampa, FL Tampa, FL 36610 Jab Truss Truss Type Oly Ply LeClere s ' Tl8832284 J37881 A03 Roof Speclel 1 1 - Job Reference (optional) East Coast Truss, Ft. FanCe, FL 34946 2.GO 12 u.J2u a Nov 1st zuiu MI I eK In00sIrie5. Inc. 1 nu Uee a ta:2v:J/ Lviu Axe = 17 18 3 Scale =1.37.0 x4 II 3p0 4x4 = 3x8 = 4x4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017frP12014 CSI. TC 0.65 BC 0.70 WB 0.34 Maubr-AS DEFL. In Vert(LL) 0.23 Vert(CT) -0.26 Hom(CT) 0.05 (loc) Udell L/d 6.8 >999 240 6-8 >999 180 5 n/a n/a PLATES MT20 Weight: 921b GRIP 244/190 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=824/0-8-0, 5=824/0-8-0 Max Ham 1=-79(LC 6) Max Uplift 1=-516(LC 8), 5=-516(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1687/1105, 2-3=-1370/880, 3-0=1397/892, 4-5=1644/1105 BOT CHORD 1-8=1039/1545, 6A=1031/1550, 5-6=964/1503 WEBS 2-6=346/327, 3-6=45/392, 48=299/287 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF, BCDL=6.0psr; h=23ft; 8=45ft; L=2411; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 516 lb uplift at Joint 1 and 516 lb uplift at Joint 5. 7) 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. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.53981 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd, Tampa FL 33610 Dale: December 6,2019 ® WARNING -Vedfy design parameters and READ NOTES ON MIS AND INCLUOEO MITEK REFERENCE PAGE MI47473.1IM=015 BEFORE USE. aaaaa Design va1M for use only wdh Mrekg Wroechan. This design Is base) ordy upon pammelem 9hWm. and is fat an Individual IXAdrg aamiament, Got a Was system. Berge uW.Ore bulging dedgner must verify the appdcsbilty of design parameters and Popery thmmorate this design kdo the overall builingdesgn. Bre giMicaledistoprevm WaVingoluMMdual Wsswebm&w MoMmem MMrs '. ��nal temporary eM permanent MacNy _ MiTek Is always (Waged for Staley and to prevent m3spw wbh possible personal Iryuryand propedydamage. Forgerreral guidance regaMn,g the labr=don,storage, delivery, erection and boxing ofbusses and boas systems,see ANSg IQuerity Cd de,DS6a9and BCSIBugdag Component 6904 Parke East BAd. Safefylydarmegon ave2ablefmm TmSSPIalelnstdVe,210N.Lee3 d,SuRe312,Alexandr .VAU314. Tampa, FL. 36610 T18932205 Glider 2-31 6.2b 10.1-11 141-0 17-10-15 22-3-1 1 23.1 1 3-11-5 3-11-5 3.11.5 3.9.15 4L3 1 2.00 12 n.a — 26 27 4x4 Scale=1:36.9 ve i„r O 3i4 = 1x4 II 4.4 = 3x4 = 3x4 = 3xt0 = 1x4 II 4x4 = 2 1 6.2{a 10.1-11 141-0 17-70-15 21-10.9 22-34 1-10-9 3-11-5 3115 3H-5 1 3-9-15 3-11-11 O-0rA- Plate Offsets (X,Y)- I2:0-5-4,0-2-01, I7:0.32,Edgel LOADING (psry SPACING. 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.25 11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Verl(CT) -0.25 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.39 Hor2(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Mat& -MS Weight: 2091b FT=0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 7-10: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6­6 0o purling. BOTCHORD Rigid ceiling directly applied or 7-2-13 oc bracing. REACTIONS. (lb/size) 1=1392/0-8-0, 7=1672/0.8-0 Max Horz 1=72(LC 21) Max Uplift 1=990(LC 4), 7-1153(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=2574/1872, 2-22=-0402/3191, 22-23=4390/3191, 3.23=-0372/3194, 3-24- 4441/3180, 444=4418/3177, 426=3760/2704, 25-26=3747/2706, 26-27=3741/2707, 5-27=373412703, 5-6=3903/2787, 6-7=3661/2548 BOT CHORD 1-13=1780/2365, 13-28=1728/2314, 28-29=1728/2314, 12-29=1728/2314, 12-30=3151/4330, 11-30=3151/4330, 10-11=3075/4360, 10.31=3075/4360, 9-31=3075/4360, 8-9=2331/3398, 7-8=-2331/3398 WEBS 2-13=279/282, 2-12=1451/2056, 3-12=-283/330, 3-11=260/455, 4-11=21/250, 4-9=791/636, 59=882(1442, 6-9=517/489, 6-8=2361263 NOTES- 1) 2-ply truss to be Connected together with 10d (0.131"x31 nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 Do. Bottom chords Connected as follows: 2x4 -1 row at 0-5-0 Do. Webs Connected as follows: 2x4 -1 now at 0.9-0 Dc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply Connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been Considered for this design. 4) Wnd: ASCE 7-10; Vult=170mph (3-second gust) Vesd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 fast bottom chord live load nonconcunent 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 fa between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 990 Its uplift at joint 1 and 1153 lb uplift at joint 7. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 36 Ib down and 60 lb up at 23.1, 37 lb down and 741b up at 34-10, 63 Its down and 112 lb up at 5-8-5, 93 lb down and 148 lb up at 8-0-1, 1231b down and 181 Ito up at 10.312, and 64 lb down and 116 lb up at 12-7-8, and 164 lb down and 273 lb up at 141-0 on top chord, and 5lb down and 4lb up at 2-3-1, 3 to down and 1 lb up at 3-4-10, 16 lb dawn at 541-5, 321b down at 8-0-1, 53 lb down at 10-3-12, and 1421b dawn and 102 is up at 12-7-8. and 910 lb down and 6061b up at 14-1-0 on bottom chord. The design/selection of such Connection device(s) Is Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cart 6634 66114 Parka East Blvd, Tampa FL 33610 new. December 6.2019 Me responslbllfty of others. /� Nna Be a 65g CQIQt11YBBMN�e�e+r3 tlasl9nparamemn and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-TdTS rev. 10A)WO15 BEFORE USE. Design valid for use onlywM Mffok® connemars. Thla design is based only upon pammeten shovm, and Is for an IndMduL building component, not ��®® a truss system. Before use, the bunking designer must verily the applicability of design parameters and propery Nroradmad deep deeinto the owmtl my buidingdeugn. Bmdngil IWOistopmwm WriJingofthdMduaIW55Weballdlm NOmmembers Only. AddNnaltempomryawp mmem Mating MiTek' Is always requlred for stability and to prswm collapse wfth possible personal Injury and propeM damage. Forge terd guldame regarding the fabrication,storage, delivery,eretllon and bradng of Wsses and "as systems, we ANSMIIQuolgy Cdrode,DSB49and BCS1Bullding Component 6904 Palle Fast Blvd. Sa.V irosormallon awgabk bom Tmse Fate Ins We, 218 N. Lae Street, guhe 312 NesandM. VA22314. Tampa, FL 36610 T180322B5 Girder LOAD CASE(S) Standard .1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=54, 2-5=54, 5-7-54, 14-18-20 Concentrated Loads (Ib) Vert: 5=141(B) 13=4(B) 11=.37(B) 4=77(B) 9=910(B) 23=17(B) 24=47(B) 27=18(B) 28-1(B) 29=-9(B) 30=23(B) 31=142(3) ®WARNING - Vedry Ueslgnpammelm and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE 11,01-7473 rev. 10/031 BEFORE USE. Vesign vagd (muse onrywYh MTeAOammectors.This design Is based only upon pa2melem shown, and Is fordo IMIVWua1 Wining component, net my a truss system Before use, the bWdbg designer must vedry Vie appOczbiity ofdesign parameters and property hrAryoMa the design Into the overall buibingdougn. Bmdngbdicatedistopms WG golbldMdual WsswebandlmdiloNmembm mly. AdddbnaltemNmryaMpmmen.NUr g MiTek' N ahvays required for stability and to prevent coVapse with passible personal injury and property damage. Fargenemlguldancaregis ng Me fabrication, storage delivery, erodibn end bidding Oftnsseir Wtrues ".ou. sea ANSgrPH OuW*Contains, DS19d9 and BCSI BugNng Component 6904 Palle East BNd. Wedylnformadon availabb (ran Tress plate Insdlme, 218 N. Lee Street, Suhe 31; Aleaandda, VA22314. Tempe, FL 36610 'nb r Truss Truss Type Oty Ply LeClere T18B32286 J37881 BO1 Roof Special i 1 Job Reference (optional) test coast buss, K. YleMS, I-L&1946 as s,-e aaeu s nmv ^e zuin mi I ez nwasmes,, Inc. Tl nu uec 010:zase Lulu Vage 1 2.00 112 4x4 3 18 19 4.10 Scale=1:37.0 3x4 = 4z4 = 3� = 3x4 = dad = 9-9-7 13-7 2146.1 21 10 9 g_a.7 ".v 1' Plate OBsets(X,Y)— (1:0310,Edgel LOADING (psf) SPACING- 2-0-0 CSI. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 -0A9 9-13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 FDEFL -0.38 9A3 a,702 180 BCLL 0.0 Rep Stress Ina YES WB 0.20 0.05 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 96 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=824/0.8-0, 6=824/0-8-0 Max Horz 1=86(LC 7) Max Uplift 1=-516(LC 8), 6=516(LC 8) FORCES. (lb) - Met. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-1644/1124, 2-3=1301/825, 3-4=12441830, 4-5=-1439/923, 6-6=-1649/1110 BOT CHORD 1-9=-979/1507, 7-9-737/1352, 6-7=974/1509 WEBS 2-9=373/395, 3-9=125/395, 4-9=251/194, 5-7=199/252 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuit=170mph (3-sewnd gust) Vasd=132mph; TCDL=4.2pst, BCDL=6.0psf; h=23ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0,18; MWFRS (directional); 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 chard live load nonwncumenl 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 3-6-0tall by 2-0-0 wide Will Tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5161b uplift at joint 1 and 516 lb uplift at joint 6. 7) 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. 8) Warding: Additional permanent and stability bracing for truss system (not pad of this Component design) is always required. Michael S. Magid PE No.53681 MiTek Usk Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING.Verily design paramefers and READ NOTES ON TITS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 109=015 BEFORE USE. Desgn valid our use 4nNwith MTenSconnectofs. This design is based only upon parameters shown, and Is for an individual building oomponerd, not a sees system. Before use, the building designer must vedfy to epplkebidy of design parameters and properly inwryorete We design Into the overall buildlegdeaigo. Bracing indicated is to prevent buckling of NOlvldual Was web andlor chant mambem ony Additional temporary and permanent bracing MiTek- Is allays required for stability and to prevmrt course wish possible personal Injury and properly damage. Far general pd... regardvg Me fa rkwil n,storage, dIgvery erection and loading 0thesea and truss systems,see ANSVIMf puadyCodede, OS"9and BCS1Building Corou nenf SaleylnlermaBon availaEle item Truss Flats Inmdma, 210 N. Lea SVeel, 3ude 312, Alexendda, VA22314. 6904 Parka Fast she. Temps. FL 36610 " Tnlss Truss Type 0ty Ply LaClereT18B32287 LJb8 87 so, Roof Special 1 1 Job Reference (optional) •oa=,u=a. r,. r,eiw, rLorww ri s Nov lvGVtvwglea mausmes, no. lnu uac a l¢Lv:Jv Lule regal ID:gNPPN00YpnVoc9Wlitlm Eiz77TO-%h9hLN9Ng2C7C9L4ms8n6emt9XYi3DJv2xNczlyBzkw -0$ 4$-7 8-7-10 12AO-9 17-15 21-10-9 4$-7 I 4-13 i 4-2-15 I d-2-15 4-9-1 A. 4z4 = 2.00112 3 18 19 Seale = 137.0 jd 3x4 = 4z4 = 3z8 = 3z4 = 4x0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Verl(LL) 0.25 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.33 7-9 >808 180 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.05 6 n/a his BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 94 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure[ wood sheathing directly applied. BOT CHORD 2z4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP N0.3 REACTIONS. (Ildsize) 1-82410-8-0, 6=824/0-8-0 Max Hom 1=76(LC 7) Max Uplift 1=-516(LC 8), 6=527(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=1661/1115, 23=1407/882, 3.4=1370/883, 45=1592/1116, 5.6=-1693/1107 BOT CHORD 1-9=976/1520, 7-9=1091/1636, 6-7=982/1549 WEBS 2-9=-281/311, 3-9=195/437,4-9=-405/512 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=23ft; 13=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree notation about its center. 4) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 240.0 wide Wit rm between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to.bearing plate capable of withstanding 5161b uplift at Joint 1 and 527 lb uplift at Joint 6. 7) This truss design requires that a minimum of 7/16" Structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 6,2019 ®WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PACE Mlld473 rev. 10/IMM BEFORE USE. Design valid Waste onywith MTeklecamenors. Ties design Is based only upon parameters 9hovm, and Is for an IMividual builGnq comp rant not ��®® a Was system. Before use, the building designer must verify the epplanbllily of design parameters and pmpry accidents this design Into the overall �yY� bulNmgdotgn. BmGglndlcetedlstopmvent WWF gMNdMdual WsswebandlmaoNmembeMony. MdNOnalwmporeyandpermenent Na 9 MiTek- 19elwaysrequkedfter slablQy andlo pmwNcopepsawah po9dble persohml inlvry and PropeMdameAe. Forgenmelguidancem ardingthe fabficagan, stiaAe, deliveryry eraWon and bracing aftmW sses end ss systems, see ANSIIrt Quality r]keda, A9 OSBand SCSI Building Componest 6904 Palle East Blvd. SefMylnformeaon available from Truss Fate InMROe, 218 N. Lee &rare Sufte 312, Nexendda, VA 22314. Tempe, FL 36810 Job , Truss Type Oty Ply Lectern TI8832288 J37881 LB03sG Roof Special Girder 1 Job Reference o lional 4x4 = 4.00 12 A oaeusmov mzulumnex Mousmes, inc. muuec OlJZs:9l Lute 2.00 12 Scale =1:We n 1e 4x4 = 1x4 II silo = 3i4 = 4.4 = 1Is4 II Asa 11 3s4 = Gxa II 2231 Sad I I ns.1n I es1< I asla Tn Plate Offsets XYF- [fi:0-13,0.1-2[; [6:0-2-7,Etlge),gel. [6:0.1-15,1-9-2j LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (kc) IIdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(L-) 0.31 7-8 >857 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.97 Vert(CT) -0.32 7-8 >a39 180 SCLL 0.0 ' Rep Stress Inv NO WB 0.14 Hoa(CT) 0.06 6 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 2001b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4SPNo.2 BOTCHORD WEBS 2x4 SP No.3 WEDGE Right 2x4 SP No.3 REACTIONS. (lb/size) 1=1581/0-8-0,6=1257/0-8-0 Max Harz 1=72(1_C 5) Max Uplift 1=1077(LC 8), 6=963(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3404/2342, 2-3=-3658/2567, 3-4=3548/2510, 4-5=4556/3255, 5{=4504/3347 BOTCHORD 1-11=2147/3152, 10-11-2147/3152, 8-10=3104/4485, 7-8=3232/4410, 6-7=3232/4410 WEBS 2-10=464/494, 3-10=749/1291, 4-10=1129/919, 4-8=30/283, 5.8=417/652 Structural wood sheathing diredly applied or 6-6-6 oc, purtins. Rigid ceiling directly applied or&11-11 oc bracing. NOTES- 1) 2-py Cuss to be connected together with 1Gd (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 raw at 0.9-0 oc. Bottom chords connected as follows: 2x4 - 1 now, at 0-7-0 oc. Webs cenneded as follows: 2x4 -1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered forthis design. 4) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6,0psf, h=23ff; B=45ft; L=24h; eave=oft; CaL II; Exp C; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcunam 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-&0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1077 lb uplift at joint 1 and 963 lb uplift at joMt 6. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1321b down and 235lb up at 7-9.3, 143 Ib down and 2041b up at 9-2-7, 1131b down and 170 Ib up at 11-6-3, 83 lb down and 13716 up at 13.9-15, and 531b down and 99 lb up at 16-1-10, and 30 Ito down and 60 lb up at 18-5-6 on top chord, and 778 It, down and 524 Ib up at 7-93. 67 lb down at 9-2-7, 461b down at 11-6-3. 251b down at 13-9-15, and 12 lb down at 16-1-10, and 1 It, down and 316 up at 18.5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASES) Standard Michael S. Magid PE No.53681 MTek USA, Inc. FL Cerl 69114 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING- Venlydesignparwnaenand READ NOTES ON THIS AND INCLUOEOMITEKREFERENCEPAGEMsP7 3J 10003NOISBEFORE USE. Design valid mruse onlywth NaTek®oonnecors.Tdsdesgn is based only upon parameters shown, end is for an In6riduL building conga M, net a tress System Before use. me bulNing designer must veAy Me eppllcabllEy of design paameters and propedyinmryoate Nis design Mt. overall buNffingdesgn. erring iMcaled isle prewM buckMg dindMduaNass web andlar chord members only. MdaionM lempoary end permanent dating Wek- BaNaysmrybedfors bZywdtoprewMmbpmwMposNUepemonalinjurymdpmp"damage. ForgeneaiguidarceregardingMe ddiedon, 9onga, deevery. ereUibn and bntlng INhusaesaM wss ryAems,ua ANSN IQuafflyC da,DSBe9=dBC5l Bullmng Comp M 6906 Padre East BIW. Smaylarsana lgn available horn Tess Plate InsGiuh, 218 N. As Street. SWta 312, Alexandra, VAM14. Tampa, FL 36610 {ob , mss QryplyLeClereT788322B8 FftaSTpWcoal JOle B03G Girder 1 as L Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 8.320 s Nov 19 2019 MTek Industries, Inc Thu Dec 515:29.41 2019 Page 2 ID:gNPPNOQypnVoc9Wlit Eiz77TQ-T4HRm2BdLgSrt2MURAFB3rDiL9R%KVCVFsjdwyBzku .LOAD CASE(S) Standard 1) Dead ♦ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 UnHonn Loads (plQ Vert: 1-3-54, 3-6=54, 12-16=20 Concentrated Loads (Ib) Vert: 3=109(F) 10=778(F) 21=97(11o) 23=-67(F) 24=37(F) 25=7(11c) 27=45(F) 28=32(F) 29=-18(F) 30=-3(F) 31=3(F) ®WARNING- Verilydnalpnl—rnonmaand READ NOTES ON IBISANDINOLUDEDMITENREFERENCEPAGEMIW473me ld'011015BEFORE USE Desgn Vega rouse ontywah Wek® connectors. This dasgn Is based only upon parameters Mown, and is Man gdaWund funding component not a Was ry5em Before use, Dre fuH'v0 desgner must vedy Ure applgbiBy esign paameters and Mpery' Incarporale Nis destgn owrzn mtome aoldndlm Nob memfwe ony. Addnbrnd femWmryaM pertnaneN MerAg Nm bdgdesgrL BmWgIMrAed lstoprsteN WGBrg 0lintlivitlual as MiTek' Isaloays reWadd for stafiNy and to prevent collapse with possible personal Injury and property damage. ForgmerdguidarceregaN'ugtha fdfrlObon, storage. d.l oRCGd and becin, o1 trus. nd W593y5te111a Bee ANSBTP/fOVa0y CMeda, OS"S and BC51 Bu00ing Componenr 6904 Parke East BM. Sffiey(nbrmatlon evanabb hom Truax%ae thaWute, 2la N. Lea Sbeet Suite 012, Alexandra, VA 22J16. Tempe,R 06610 .(ob Truss Truss Type Oty Ply LeClere T18832289 J37881 CJAI Jack -Open 1 1 Jab Relerenre (optional) East Coast Truss, R. Pierce, FL 34946 2x4 = 5.320 a Nov 192019 MITek Industries, Inc. Thu Dec 5 15:29:41 2019 Page 1 'ID:gNPPNOBYpnVoc9WIjtlmEiz71TC-T4HRm2BdLgSrRMuHAFB3rA7LEuXMfCVFs)dwyBzku Style = 1:18.9 .0 ' 6.6-14 ' LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.08 3-7 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.15 3-7 >567 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) .0.02 2 rda Na BCDL 10.0 Code FBC2017fTP12014 Mainz -AS Weight: 211b FT=0% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied. BOT CHORD 2z4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/sIze) 1=284/D.".2=158/Mechanical, 3=68/Mechanical Max Horz 1=153(LC 8) Max Uplift 1=I49(LC 8), 2=183(LC 8) Meat Grav 1=284(LC 1), 2=158(LC 1), 3=112(LC 3) FORCES. Qb)-Max. Comp./Max. Ten. -All forces 250(I11) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 noncencurent 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 Td between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1491b uplift at joint 1 and 1831b uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.63881 Mires USA, Inc. FL Cert 66M 6904 Parka East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING- Vedlydesignparamelea and READ NOTES ON MIS ANDINCLUDEOMITEX REFERENCE PAGE Mll-7479rev. IW03QOISBUORE USE. Design valid foruse onywah Mrel® connectors. This design Is based any upon paametem shown, and Isfor an huhAboal building camponem, oat aevsssyaem.Bolanuse.0 WMNCesignermudt hfymeappgcabi0yofdesignpaammmandpmpr[yMo orate Wsdesign WoMeoremll bulldingdesign. Basing Indicated is to prevent buckingof ImIlMEuel truss web and/or chord members ony.Additionaltemparsryandpelmanembracmg WOW Is always required for sablidy and to prevent oagaprewith possible personal Injury antl properly damage. For cereal guidance regarding the fabrication, storage, delivery. eredian and bracing devises and truss We.. we ANSgIFT1 Qualify cdlede, D68d9 and Best SuBding component 6904 Parke East SM. Safeylnrormal available tram Truss Rule Institute, 218 N. Lee Street, Suite 312, Naxandrla, VAU314. Tampa, FL 36610 Stride=1:14.8 ze LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) lidee Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) 0.04 3-7 ,999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 3-7 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Hou CT) -0.01 2 Wa We BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight IS It, FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP N0.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 1=242/0-8-0, 2=128/Mechanical, 3=55/Mechanical Max Horz 1=128(LC 8) Max Uplift 1=-127(LC 8), 2=150(LC 8) Max Grow 1=242(LC 1), 2=128(LC 1), 3=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) Or less except when shown. NOTES- 1) Wmd: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf BCDL=6.Opsf; h=23ft; 8=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap 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.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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 127 lb uplift at joint 1 and 150 Ib uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrack be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON TMS AND INCLUDED MIFEx REFERENCE PAGE Mll-7473 nW.1 WOJI2015 BEFORE USE. Design valid far use Onlywdh MTeM cmnectan. Tbis design Is based Only upon parameters shown, and Is for an Individual bu6ding anryonenL net m� a Was system.Befae use, fin buildrIg designer Must wmly a appnaCiNy of dealp parameters and popery Naryorate Ws design Mucus Damon buidingdesign. Bussing lndrated lsts prevent Iurkfng ofindliftual Wss web amVershom members ony. AddiLanaltemporaryandpMmanentbredng MiTek' is ah ays featured for slabifty and to prevent cO6apa wM possible p roonal injury and popery damage. Far general gudaoe regarding the fabdagan, 5o2ge, deMery,eretlbn end bradrgMWssesaM Was systems.see ANSg fOuagy CMada,DS849and BWIBuilding ComponeW Saferylnfeen on availablehmn Truss RWOInsidute,2f8N.tee VMM,8R0312,Amandna,VAM14. 6904 Parke Eao Bvd. Tampa, FL 36610 Scale: 1"=1' 2x4 = 0-0E 433 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.32 Vert(LL) -0.01 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.02 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB O.OD Horz(CT) -0.01 2 Site n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 14 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=200/0-8-0, 2=98/Mechaniwl, 3=41/Mechanical Max Horz 1=102(LC 8) Max Uplift 1--105(LC 8). 2=117(LC 8) Max Grad 1=200(LC 1), 2=98(LC 1), 3=70(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 4) ' 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 rn between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of buss to bearing plate Capable of withstanding 105 Ib uplift at Joint 1 and 117 lb uplift at Joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) Is always required. Michael S. Magid PE No.63661 MiTek USA Inc. FL Cent 6634 ON Parke East Stud. Tampa FL 33510 Date: December 6,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M67473 rev. 10/ M015 BEFORE USE. Design vale far use only with MTek in0roactors. this deagn Is based only upon parameters shown,Mail end la far an building component, n a truss system. Before use, the building designer must mall the appliexbllay of design parameters end properlylnaerycrate mis design into the overall huitum9design. BmcingiodicadistoprewntWWMgeindMdualWsswebandlorr MMembemonly. Adtlfllanat temporary and permanent bracing MiTek' Is always featured for Mobility and to prawntw0apse with passible personal triury and property damage. For generel guNawa regaming the fabrication, storage, dare, eradlan and bredlq efhusses and truss systems. we ANSIDPI1 Dde1111, ordered-, DSBa9 and BCS/ Building Component 6904 Puke East BIW. Waylnr-rdmad-n available horn Truss Rate InsiWto. 218 N. Lee Sveet. Safe 31Z A/enandia, VAZM14. Tampa, FL 36610 Job Truss Truss Type City Ply LeClere T78832292 J37881 CJA4 Jack -Open 1 1 Job Reference Io claret East Coast Truss, Ft. Pierce, FL 34946 2x4 = 8.320 s Nov 19 2019 MTek Industries, Inc Thu Dee 515:29:43 2019 Page 1 ID:gNPPN00YpnVoc9WijtlmEa7?T07TPCBkCtlHYgmes7iCjGUwfi92G4GBVULgioyBrks Scale=1:10.2 0-0.8 3-13 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) 8deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 3-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hom(CT) -0.00 2 Na n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: it lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 3.5-13 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. REACTIONS. (lb/size) 1=160/0-8-0, 2=68/Mechanical, 3=26/MechanimI Max Holz 1=76(LC 8) Max Uplift 1=-83(LC 8), 2=83(LC 8) Max Grav 1-160(LC 1), 2-68(LC 1), 3=48(LC 3) FORCES. (Ib)-Max. ComplMax. Ten. -All forces 250(I1g) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gap 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 83 lb uplift at joint 1 and 83 lb uplift at joint 2. 7) Wareing: Additional permanent and stability bmcing for truss system (not part of this component design) is always required. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Cad 6634 6804 Parke East Blvd. Tampa FL 33610 Data: December6,2019 ®WARNING - Unary design panmelers add READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIA7473 no, 10,03R015 BEFORE USE. Design valid Torus, any with MTak®omnWors. This design 13 based only upon parameters sheen, and is bran IndiNduai Whom, component, net e truss system. Before use, the building designer must verify the applicability of design parameters and property midpoints this design Into me overall boddingdesign. BmhgindkmedistdprevenlWWng Mind'Mdual Wsswebandlorr.Mmembem.n,. AddAionatarnmeeryand geananam bracing We[( la ahvays raqubed for acetify and to preuam collapse weir possible pmamd] Injury and property damage. For general guidance regarding me fabrication, sbmge,donee. madion and badrg oltrusses and Ws a systems se a ANSViii Duddy Change, DS"9 end SCSI Building Component gg04 pmka EazlBM. SererylnbmsaHod evaWblo from Than %ale Inm4me, 218 N. Lea Street, Sude 312, Nexandrla, VA 22314. Tampa. FL 36310 Job a Truss Truss Type Oil,Ply T78832293 J37881 WAS Jack -Open 1 1 �LeClem Job Reference (optional) f 2x4 = ro <u,a run c6mausmes, Inc. Inu uec 0io:zu:4u zvne rage3 ID:gNPPNOQYpnVoo9WljtlmElz77TQ-PTPC BkCttHiYgmes9igGUwgyg317GBVzZLgioyBzks Scale =1:8.3 04-8 1.11-8 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 4 ,999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Hoa(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matnx-MP Weight: 7lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-" oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10." oc bracing. REACTIONS. (Ib/size) 1=122/0-8-0, 2=38/Mechanical, 3=7/1VIechanical Max Hoa 1=50(LC 8) Max Uplift 1=63(1_C 8), 2=51(LC 8) Max Grav 1=122(LC 1), 2=38(LC 1), 3=24(LC 3) FORCES. (lb) - Max. Comp./Mani. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psh h=23ft; B=45ft; L=24ft; eave=oft; Cat II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 8s center. 3) This truss has been designed for a 10.0 psf bottom chord live load noncencurtent 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) Provide mechanical Connection (by others) of truss to hearing plate capable of withstanding 63 lb uplift at Joint 1 and 51 lb uplift at Joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required, Michael S. Magid PE No.53881 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33010 Data: December6,2019 ®WARNING - Verfydeslgnparamelars and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE mLL7471 rev. 10N34015 BEFORE USE. Design valW for use onrywM MTeM cennttlars. This design is waist my upon parameters sbswn, and Is for an iMirMual budding component, M a tmas system. Before use, Me building designer must very to appgwblRy of design parameters and property inwrponse Nis dedgn ens Me scored bdWmgdesign. Bracing In iratedistoplaventbucklingofindividualWsswebandlorNordmemberswi,. Additional temporary and permanentbmoing MiTek- Is alwsya required for sMbility calls prevent collapse orM possWe personal Inluryand propedydamage. Forgemmi guidance regarding Me faUrrallon, storage, delivery, emotion and bredng a owsoa and truss systems,see ANSNTPI10ualdy CANNUL DS"9end BC51 Buffding Component 6904 Parke East BIW. Saferylnrormellon avaiUblehen Tmss MWelnMl e,216N.Lee Street,Bube312,Ale dra,VA22314. - Tampa, FL 36310 Job Truss - Truss Type Oty Ply LeClee, T18832294 J37881 CJB1 Jack -Open 1 1 Job Reference (optional) eess Wass buss, rs. rueroe, rL ORwao y+'CE b.32e a Nov 1B zuI V MI I ex mousbl9s, Ina. I DU UeC b ItK29:44 2015 Page 1 ID:gNPPN00YpnVoc9WijtlmEiz77TO-1haP4DVebgPlwD2ZPjyphThcYHkkjOeBD4NEFyBzkr Scale -1:16S LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Lid PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.72 Vert(LL) 0.07 3.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.12 3-7 >667 180 BCLL 0.0 ' Rep Suess Ina YES WE 0.00 Horz(CT) -0.02 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 201b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 1=272/D-8-0, 2=149/Mechaniwl, 3=64/Mechanical Max Holz 1=146(LC 8) Max Uplift I=143(LC 8), 2=174(LC 8) Max Gray 1=272(LC 1), 2=149(LC 1), 3=106(LC 3) FORCES. (Ite) - Max. Comp/Max. Ten. -AU forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.OpsY h=23ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Bs center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonwncurrent 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-G-0 Wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1431b uplift at joint 1 and 174 lb uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE NG53681 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 41II-7473 rev. 1010312015 BEFORE USE. Design sake refuse onywgh MTek®wnnstoors. TNs design is based only upon parameters ahwm, and is fee an individual bugdreg component, not asesse �**ee MV 1 a Less system. Before use, the Winner designer must win, the eppiiwN bigly of design parameters and propertwryorate Nis design Into the owral bWMingdesign. among Indicated Is to prevent bucking ofincbidualtmss web ardor clung members only. AddNongUWomryandpermmentbmctng MiTek' isenvoysrequbadforatebllhyalgtopmwgwgapmwedpossiblepersonalbNwry dpmperydamage. Forgener4 guidance regagir,p Ne fabtlwgan. sterage,defvery, erection oidationg afausmsandtmnsystems,see ANSAmPlf Quality Cdrode, DSB49 end BCVBUIIdMg CompOnerd 6s04 Parise East Bawl. SaferylnformaBon avagablefrom Tmss Plata InstAule,213N.Lee Mme,Suhe312,Alaxandr ,VA22314. Tampa. FL 366fo Joe , Truss TrussType 0ty Plr LeClere T1B832295 J37881 CJB2 Jack -Open 1 1 Job Reference (optional) East Coast Tmss, Ft. Pierce, FL 34946 8.320 s Nov 19 2019 MiTek Industries, Inc Thu Dec 5 15-29:45 2019 Page 1 ID:gNPPN00YpnVoc9WljgmE¢74T0-MANycOE8PuyGw4oE77FBMvOwMygFTAeoOtgwmhyBzkq 5 S.11 5b 11 Scale=1:14.2 2x4 = ' 0-" ' 5-1-3 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.03 3-7 a,999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.26 BC 0.40 Vert(CT) -0.05 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hoa(CT) -0.01 2 DID n/a BCDL 10.0 Code FBC2017rP12014 Matrix -AS Weight: 171b FT=0 LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mad sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (Ib/sade) 1=230/0-0-0,2=119/Mechaniwl,3=51/Mechanical Max Hor4 1-120(LC 8) Max Uplift 1=-121(LC 8), 2=141(LC 8) Max Grav 1-230(LC 1), 2=119(LC 1), 3=85(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 nonconcur sent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss wnnections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 121 lb uplift at joint 1 and 141 Its uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Michael S. Magid PE Nc.53A81 MiTek USA, Inc. FL Cart 6634 4904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING. Ventydealgapanaremrs and READ NOTES ON THIS AND INCLUDEOMITEK REFERENCE PAGE 1&I-7473ms 10103/2015 BEFORE USE. Design valid for use onywdh Mreklemarectors. This design Is based ony upon parameters shown, and Is far an MAIM& building component, not aaaaaa ��®® a truss system. Before use, the bidding designer must verify the applirabllly, of design parameters and properly incoryomfe this design rare the awmll ftY� bddingdesrgn. Bracing Indicated (a to prerent buWing oflnOMdual tmtsweb amid Mod members only. Additional temporary and permmand bracing MffeK is shays reeul ed far stability and to prawd collapse with possible per sorul injury and property damage. For general guldarwe rsgading the Iabricaton.shande.dellwryry ere nwdbmdrgof WssesaMbusssyMems.me ANSI/rP110ualiy Cdhi OSBA9 and SCSI Building Component 6904 Pane Fast am. Sablyrnlormallonewlabio Irmn Truss Rate Inatdde,218NLee6 d,Suite312-Nl dda,VA22'a14. Tampa. FL 36610 Job , Truss Truss Type Oty Ply LeClere T78832296 J37881 CJB3 Jack -Open 1 1 Jab Reference (optional) test lAasr Iuss, rt. mane, rL 34040 p 2x4 = a.JLu a Nov t it LUI u ml I eK mausures, Inc. Inu use o1D:zv:4b zule page Scale=1:11.6 ' a" ' 3.1143 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 026 Ven(LL) -0.01 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(CT) -0.02 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hor2(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 'Matrix -AS Weight: 131b FT-0% LUMBER- BRACING- TOPCHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied. BOT CHORD 2x4 Sic No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=189/0-8-0, 2=9D/Mechaniml, 3=37/Mechanical Max Holz 1=95(LC 8) Mat Uplift 1=-99(LC 8), 2=-108(LC 8) Max Grav 1=189(LC 1), 2=90(LC 1), 3=64(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250(lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psF BCDL=6.Opsf; h=23ft; B=45ft; L=2411; eave=4g; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 par 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 gliders) for truss to truss Connections. 6) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 99 lb uplift at joint 1 and 108 to uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability, bracing fortruss system (not part of this Component design) is always required. Michael S. Magid PE No.53681 MITak USA, Inc. FL Cod 6634 6934 Parke East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE MIF7473 rev, 10103/2015 BEFORE USE. Design valid for use only wish MTeM consecrate. This design Is based only upon parameters Mown, and is for an IMINdual building component, not my amass system. Before use; the building designer must vent' the applicablldy of design paremeters and property Incorporate Nis design Into the overall bulkingdoslgn. Bracing Included is to prevent buckling oflnclNdual Wss web ender chord members only. Adckeralhmporaryandpelmanembredng WOW Is always required for stabllity and to prevam wrapu with possible personal INlmy and property damage. Forgenerzl guldanu regarding the laglraden, aterege, dagvery, areabn anO breWgofWeses antl Wss rysmeme.ue ANSIBP11 Dustily Croade, DSB49 and BCSI Building Component ON Parke East East Brad.B Sa1ery17d0nnarl0n andable ham Tessa Hale mature. 218 N.Lee Blares. Suite 31Z Alexandria. VA22314. Tempe, FL Scale =1.9.7 2x4 = . 0-0A 2-9-9 LOADING (psQ SPACING- 2-0­0 CSI. DEFL. In (loc) BdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.12 Vert(LL) -0.00 3-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.00 Horz(CT) -0.00 2 n/a me BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 10 lb FT=0 LUMBER - TOP CHORD 2x4 SO No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=149/0-8.0, 2=60/Mechanical, 3=21/Mechanical Max Horz 1=69(LC 8) Max Uplift 1=-78(LC 8), 2=-74(LC 8) Max Grav 1=149(LC 1), 2=60(LC 1), 3=42(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural mod sheathing directly applied or 3-2-1 oc pur ins. BOT CHORD Rigid railing directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vum=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf,, BCDL=6.Opsf; h=23ft; B=45ft; L=2411; eave=411; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 par bottom chord live load noncenctment with any other live loads. 4)' This truss has been designed for a live load of 20.0per on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Nord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of Wss to bearing plate Capable of withstanding 78 Ib uplift at joint 1 and 741b uplift at joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE No.53661 MiTek USA, Inc. FL Cart 6634 6904 Parke East BNtl, Tampa FL 33610 Date: December 6,2019 ®WARNING - Verirx Ee5t9n Panmelnrs antl READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MIL7073 rev: l"3aOr5 BEFORE USE. Design valld foruse onfywbh Mriek®cnnnectors. We deep Is based only upan parameters Shawn, and is for an MeivNual buedrg comporcm M a truss synem. Bef ve use, Me bwtding designermusivedly Me appea dd R, of design parameters and property Interpolate the design Lou Me drenxl buiWingdesign. BradnpiM"rcatad is toprawntWdDn9 of IndMdualWvweb andlor Nob menWelso"N. AdeaonstempuraryeMpermanembrsin9 MiTek' Is aNN,s required for stabitdy and to pravem collapse wide possibla personal INuryand propemydamage. Forgeneralgulearceregarding Ne fabdolson,Storage, deffavy erection end coding Aftlusses and truss systems, see ANSLAF11 Quality deer(=, DSBa9 and SCSI Building Could .nerd 6904 Parka East BIN. SNeryfnrormaffon available brim Tmsa Plate Indkule, 219 N. Lee Strea6 Suae 312. Alexandria, VA 22314. Temps FL 36610 T18832298 2x4 = LOADING (par) SPACING• 2-0-0 CSI. 13EFL. in (lac) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 V.I. -0.00 4 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a ma BCDL 10.0 Code FBC2017rrP12014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SO No.3 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=115/0-8-0, 2=29/Mechanical, 3=0/Mechanist Max Horz 1=43(LC 8) Max Uplift 1=-60(LC 8), 2=41(LC 8) Max Grant 1-115(LC 1), 2=29(LC 1), 3=15(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -AM forces 250 (lb) or less except when shown. Scale = 17.8 PLATES GRIP MT20 244/190 Weight: 6lb FT-0% Structural wood sheathing directly applied or 2-0-3 0o punins. Rigid ceiling directly applied or 104-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst; BCDL=6.0psf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional); 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 consu8 qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 Pat bottom chord live load noncencertent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss Connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 601b uplift at Joint 1 and 41 lb uplift at Joint 2. 9) Warding: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE No.63681 Mil USA, Inc. FL Cod 6634 0904 Parka East Blvd. Tampa FL 33810 Data: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 1"12015 BEFORE USE. Design walk for use only with MTeM connectors. This design is based only upon parameters shown, and Is for an Individual building wmponen4 net a Imes system. Before use, the bullding designer must very me applicablily of design parameters and properly Mongooses Nis design Into Me oyerell buikingdeslan. Bredng Indicated is to prevent budding oflnehidualtns web anworchord members only. A4eaonaltemporaryandponnanertbrecing M!Tek• is always required for MabllM and to prevek coal with possible personal Injury and property damage. For general gukance regarding Me fabrication, Na2ggs,deel erection and bracing of trusses and" as systems, see ANSgrPN abilityCMada, DSfb89 end BCS1 Building Comppnem 69N4 Perks East BW. Sarey Bdonnedon avagabiefrem Truss MeolnsN e,218N.Lee STreet.B de3l2, l andda,VAY2314. Tampa. FL 36610 I Job runs Truss Type Qty Ply LeCkde T78832301 J378at CJC3 Jack -Open 1 1 JOD Reference (optional) oam s nov I S zwd run ex mdustrles, Inc mu use o lb:Z9:491Ue V Page 1 ID:gNPPNOQYpnVoc9Wljtlm Eiz77TQ-EdmTSoHeT7SiOi69MyJ7WIAdnZ2TP_eNLVo8vSyBzkm Sole = 1:14.0 2x4 = ' V4if 4-11E ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.44 Vent-1.) -0.02 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.04 37 ,999 180 BCLL 0.0 ' Rep Stress Inv YES WE 0.00 Hoa(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017IrP12014 Matrix -AS Weight: 16 lb FT=0 LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=225/0-8-0, 2=116/Mechanical, 3=49/Mechanical Max Horz 1=117(LC 8) Max Uplift 1=-118(LC 8), 2=137(LC 8) Max Gray 1=225(LC 1), 2=116(LC 1).3=83(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.OpsY h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 par bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 lb uplift at joint I and 1371b uplift at joint 2. 7) 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. 8) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.63681 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 &WARNING- Verify design parameters and READ NOTES ON TMSAND INCLUDED MITEx REFERENCE PAGE Ml4747a rev. f V0312015 BEFORE USE. Design valid far use onywh Mrek®connectors: This design is based only sh upon parameters own, and le for an individual building component, net a truss system. Before use, the building designer mud yeny the appllobllly of design parameters and property o lnmorate Nis design into the overall buildingdeslgn. Bracing Ind Wed is to prevrml boa Fling of Individual truss web andtor chord members only. Additional temporary and command trading MiTek- isalwaysrequiredfordebllityandtopreveMcolleFsewfthpusslblepereonallnjuryendpropaMdamage. For general guidance regarding the relaxation, engage. delivery, erection and brl aftrusses and Voss systems, see ANSI/IP/s Dually console, DS849 antl SCSI Building Component 6904 Parke East Bad. SareyfnbmWon available"mTmss PlmelnMRNe,218N.Loe reet.Sufte3iZAlexmdfla VA22314. Tampa, FL 36610 ob a Truss Truss Type Oty Ply LeClere — - T78832302 J37881 CJC4 Jack -Open 1 1 Job Reference (optional) onas,a.unas uuas, n. rrcmn, ra Aenet a.am s rvov 9e Core mu arc mausines, inc. ITu uec o io:de:ee min rage i ID:gNPPN00YpnVoc9VJ11tlmEiz77TO-EdmTSoHeT7SiOi6PMyJ7WAgs24eP eNLVaBvSyBzkm 4-2-2 4-2-2 1--R168Rk1E1 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(L-) -0.01 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 2 Na n/a BCDL 10.0 Code FBC2017ITPI2014 Matti Weight: 131b FT=0% LUMBER. TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=18410.8-0, 2=86/Mechanical, 3=35/Mechanical Max Horz 1=92(LC 8) Max Uplift. 1=-96(LC 8), 2=1018) Max Grad 1-184(LC 1), 2=86(LC 1), 3=61(LC 3) FORCES. (Its) - Max. Comp./Max. Ten. - All farces 250 (to) or less except when shaven. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid coiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-secand gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 20.0p8f on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1 and 103 Its uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Carl66U 6904 Parke East Blvd, Tampa FL 33610 Date: December 6,2019 ®WARNING -Verify dealgnparamelers and READ NOTES ON THIS AND INCLUDED Ai REFERENCE PAGE Mll-7473 rev. IOM312015 BEFORE USE. Design valid for use amywdh MiTek®commulere. This design is based only upon pammetem shorn, and Is Wan IsmAdaal building component, not a truss system. Before use, the building designer must wsii eppdirabiRy of tlesign parameters and property inCoryorate this design into the overall buildingdesign. Smeng indicated is to prevent budding of nuixidual Was web Manor chord members only. Atltlkional temporary and pemnanem trading MiTek' is noose required for debility and W prevent Collapse arm possible personal injury and property damage. For generel guidance regarding to Confusion, Meant, delivery, ereodon and among V trusses and Was systems. see ANunnolr Owfig,Contain, DS"9 and SCSI Building Component 6904 Pa@e East Bad. SaharylnfmmNon avallable from Tmas Plate Institute, 218 N. Lee Street, suds 31$ Ateme rta, VA22314. Tampa, FL 36610 e Job Truss Truss Type Dry Ply LeClere r T78832303 J37881 CJCS Jack -Open 1 1 Job Referents (optional) East Coast Truss, Ft. Pierce, FL 34M 8.320 s Nov 19 2019 MiTek Industries, Inc. Thu Dee 5 15:29:50 2019 Page 1 ID:gNPPNOOYpnVoc9 W ljtlmEiz77TD-ipKd7lGERaZOrhCvggM3yjtezRYBRtXa9Xh5uyBrkl 3-05 t 3-05 v`11i Stale =1:9.5 ' 04A 2.7-13 LOADING last) SPACING- 2-M CSI. DEFL, in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.11 Vert(LL) -0.00 3-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 9 lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=144/0-8-0, 2=56/Mechanical, 3=19/MechanimI Max Hoe 1=66(LC 8) Max Uplift 1=-75(LC 8), 2=-70(LC 8) Max Grev 1=144(LC 1), 2=56(LC 1), 3=39(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 3-0-5 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 0c bracing. NOTES- 1) Wind: ASCE 7-10; VUft=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.Opsf, h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); 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 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 Td between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 75 lb uplift at joint 1 and 70 lb uplift at joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Michael S. Magid PE Nd.53681 MiTek USA, Inc. FL Car 6634 69D4 Parka East Blvd. Tampa FL 33910 Data: December 6,2019 ®WARNING. Verilydesignpara w. and REAO NOTES ON TUTS AND INCLUDED MBEKREFERENCE PAGE 10147473rev. 10mLa015 BEFORE USE. DesignvAd for use owah MreMoonacei We design is based.., Upon panma eUshown. and is reran Individual buildr, comMnO pon. a truss Wstam Beres use the buildiag designer mu dvenythe appDrzblay of design parameters and property Incorporate Ina deep Intothe overall Ind6ingdesgn. BaWg'uMk:rted is to prevent buck4ng of NWWdual Wseweb aiklor Nab membemany. A4daloneltempoaryandpeimaneMbraobg MiTek' Is allays required for slaNay and to prevent collapse was posdNe personal injury and propedydannage. ForgenealguldazaregardiMthe fabdrauon,stooge, delivery, eredbn and badrg of Wsses end buss syatams,sae ANSIIPll ODIUM, Crkeda, DS"9 end BC5l Building Component 6904 Parke East BIW. SareyinfonnNon awlable hornTrues Plate InAllute, 218 N. Lee mast. Suee 312, Xexaodrla. VA223I4. Tampa, FL afi610 rubs Truss Type q. - any Ply, LeClere ' J10 T18832304 37881 CJC6b Jack -Open 1 Job Reference (optional) east coast buss, rl. rieme, rL 64e4D 2x4 = e.uu s Nov Ntu INKI,m 1u 2Uta x Inausmes, Inc. I nu use 1b:zwb1 zB rage 1 ID:gNPPNODYpnVoc9WljtlmEa77TO-A7uDtTlu7ld0e7GOTNLbbAF3gNPPtu7gopHF_LyBzkk Scale =1:7.5 04-8 1-5.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/de0 Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) -0.00 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) -0.00 8 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 2 Na Na BCDL 10.0 Code FBC2017/TPI2014 Malnx-MP Weight:fi lth FT=0 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/sIze) 2=32[Mechanical, 3=19/Mechanical, 1=86/0-8-0 Max Horz 1=41(LC8) Max Uplift 2--37(LC 8), 3=-5(LC 8), 1=45(1_C 8) Max Grav 2=32(LC 1), 3=24(LC 3), 1=861LC 1) FORCES. (lb) -Max. Comp.[Max. Ten. -All forces 250(I1b) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oo bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL=4.2ps1; BCDL=6.0psV. h=23ft; B=45ft; L=24ft; eave=oft; Cm. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp 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 par bottom chord live load nonconwrtent 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) Referto girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 37 Its uplift at joint 2, 51b uplift at joint 3 and 45 Ib uplift at joint 1. 7) Wareing: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE No.53881 MiTek USA, Inc. FL Can 0634 6904 Parke East Blvd. Tampa FL 33810 Data: December 6,2019 ®WARNING -Vedly doalgn Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 me. IOMM015 BEFORE USE. Design valid for use only with MTek® canneston. This design Is based only upon pammabas shown, and la for an mulludial balding component, not ��®® a tress systems. Before use, the building designer mud witty the eppllcoblllty of design paremelem and properly Incorporeal this design Into the overall buldingdeslgn. Enticing Indicated is to prevent budding of hdiAdusl truss web andlor chord members ony. A4dManaltempoeryandpermenentiacing MiTek Is alleys required for stabiiily and to prevent collapse with possible personal Injury and papery, damage. Forgenemiguldmaxnegamingthe fabrication. damage. d.Wory, emotion and bmdng ofthsses and buds systems. see ANSgrPfl Quality CMetla, DSBA9 and SCSI Building Domponsnt 6904 Parka East Shod. SarerylnrormNon availablekom Truss Plnelns .218N.leatweet,auee31ZAM dl$VA22314. Tampa, FL Static Job Truss Truss Type City Ply LeClere ' T18832305 J37881 CJC7 Jack -Partial 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34M 3x4 = 8.320 s Nov 19 2019 MTek Industries, Inc. Thu Dec 5 15:29:512019 Page 1 ID:gNPPNOQYpnVoc9WljtlmEiz7?TQ-A7u0tTlu?ki0e7GOTNLbbAF mNepttxgopHF LyBzkk 3.4 = 4 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2017/fP12014 CSI. TC 0.35 BC 0.71 WE 0.10 Matrix -AS DEFL. in Ved(LL) -0.07 Ved(CT) -0.15 Hoa(CT) 0.01 (loc) Vdeg Ud 5.9 >999 240 5.9 >597 180 3 n/a n/a PLATES MT20 Weight: 28 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=299/D-e-0, 3=80/Mechanical, 5=165/Mechanical Max Horz 1=163(LC 8), Max Uplift 1=157(LC 8), 3=104(LC 8), 5=-79(LC 8) Max Gran, 1=299(LC 1), 3=80(LC 1), 5=168(LC 3) FORCES. (III) -Max. ComplMax.Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 1-2=352/229 BOTCHORD 1-5=324/309 WEBS 2-5=329/344 NOTES- 1) Wind: ASCE 7-10; VuN=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.OpsY h=23ft; 3=45ft; L=240; eave=4ft; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) nla 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 par bottom chord live load nenconethi enl with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 157 Ib uplift at joint 1, 104 Ib uplift at joint 3 and 79 Is uplift at joint 5. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and VT gypsum sheetrock be applied directly to the bottom chord. 9) Wanting: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. Scale=1:17.6 GRIP 2441190 FT = 0% Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING- Verifydesltn Para 0wS and READNOTES ON THIS AND INCLUDED MrEI(REFERENCEPAGE MIF7473 rev. 1010342015SEFORE USE. Design wall for use only with MTekle connectors. This design Is based ony upon paameters shown, and is for an Individual building componeml not HT a "Is system. Before use, the building designer must very the applirabllly of design parameters and property Inmmbral this design Into the overall buillgdeagn. among Indicated lsto prevent bucking oflndiAdual tress web andfor Qlord members any. AddllWnaltemporaryandpermanentbracing WOW Is allays re,ulred for statelliy and to prevent collapse wish possible personal Injury and propel damage. Forgenera guldame regaling the hbncatlan,waste, deuwery,eroolln end bracing dthus ... he uses systems,sea ANSVITTI Quality erffeda, DSaas mod SCSI Building component 690d Parw East BNd. SaleylMorrnarion awailablefmm Tmss Pratelnetnme,218N.LeeS O.Sutle312Nexende .VAYYl14. Tampa, FL 36610 Job Truss Truss Type 0ty Ply LeClere ' T78832306 J37881 CJCB Jack -Open 1 1 Job Reference (optional) east coast I was. Id. Plerce, l'L 34e4b f 2x4 = b.JLV s Nov 1a AVI V MI Iel(mausmes, Inc. mu use b io:zV:D zary rage 1 ID:gNPPNODYpnVocg WlltlmEiz79T0-eBSb4pJXm2rHGgga15tg8No5_nl scLNgITOoWnyBzkj Scale =1:15.7 ' 0.4-8 ' 5-10-8 . LOADING (psf) SPACING- 2-0-0. CSI. DEFL. in floc) Udefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.64 Ven(LL) 0.05 3.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.53 Vert(CT) -0.09 3-7 >818 180 BCLL 0.0 ' Rep Stress Incur YES We 0.00 Horz(CT) -0.02 2 Tie Tie BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 19 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural woad sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (ID/size) '1=259/0-8-0, 2=140/Mechanical, 3=60/Mechanical Max Horz 1=138(LC 8) Max Uplift 1=-135(LC 8), 2=163(LC 8) Max Gray 1=259(LC 1).2=140(LC 1). 3=99(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forms 250 (III) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpt=0.18; MWFRS (directional); 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.Opsf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 he uplift at joint 1 and 163 Ib uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) Is always required. Michael S. Magid PE Na53rh MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33810 Data: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Al REFERENCE PAGE MIIO4I]rev.. IOM34015 BEFORE USE. Design valid far use only with Mil connectors. This design Is based any upon parameters shown, and Is for an Individual building component, net aaaaaa �**[� ITS a truss systam. agree use, the building designer must verify the applicability of tlesign parameters and property incom0rate HIS tlesign into the overall - buileingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Adtltlianal temparery and permanent bracing MjTek` is eMays required for stabllity and to prevem collapse with possibio personal injury and property damage, For general guldanoe regarding the pontoon, atoaldelivery, erection and belong offenses and buss systems,see ANSUroIr Quality CMede, DSB418 end BCS1 Building Componenf says Parke East Blvd. SMefy IMOlmMion available form Trues Plate Intmhute, 218 N. Lee Mae1, Sude 312, A essanEda, VA22314. Tampa, FL 36610 Job Tnlss SS Truss Type Qty Ply Leclerc ' T18832307 J37881 CJ Jack -Open 1 1 Job Reference (optional) east vast Imss. rt. vance, rL J4Vdv - I 1 2x4 = I.'aBe , ID:gNPPNOQYpnVocBWljtlmEiz77TQ- BSb4pJXm2rHGggal 5lgBNo8kn4fcLNgiTOOVdnyBzkj LOADING (psf) SPACING- 24).0 CSI. DEFL. in (Joe) Vdeg L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) .0.02 3.7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.04 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.01 2 n/a US BCDL 10.0 Code FBC2017frP12014 Malnx-AS LUMBER- BRACING. Scale =1:13S PLATES GRIP MT20 244/190 Weight: 16 IS FT=O% TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=217/0.8-0, 2=110/Mechanical, 3=46/Mechanical Max Hoe 1=112(LC 8) Max Uplift 1=-113(LC 8), 2=130(LC 8) Max Grew 1=217(LC 1), 2=110(LC 1), 3=78(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten, - All forces 250(I1b) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf, h=23ft; 13=4511; L=2411; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 Pat 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by Others) of truss to bearing plate capable of withstanding 113 IS uplift at joint 1 and 1301le uplift at joint 2. 7) 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. 8) Wanting: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Michael S. Magid PE No.63681 MiTek USX Inc. FL Cart 6634 t 6004 Parka East Blvd. Tampa FL 33810 Date: December6,2019 ®WARNING -Verify dealgo parameters and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE1114IJ473 rev. 10,03,2015 BEFORE USE. aawaa **eB Design valid for use anlyweh MITelexconnectan. This tlesign is based only upon parameters shown, antl is for an Individual building component, not FIFE a miss system. Before use. the building designer must venytha applicability of design parameters and property Incorporate this design into the overall bulldingdesign. Bracing indicated is to prevent bucking ofindivdual "as web andlarchord members only. Accidents temporary and permanent bracing MiTek' Is always required for stablldy and to prevent Collapse win possible personal injury and property damage. For general guidance regaining to indication. storage, d.1yary eretllon and bracing of trusses and truss systems, see ANSUrall Quality Cdreds, DS"9 and SCSI Building Cammdnenr 6904 Parke East Brad. Seferylnbrmefbn evellable ham Truss Pose Inst6uta, 21a N. Lea Street, Suite 312, Aleaandda, VA22314. Tampa, FL 36510 Job loss Truss Type Oty Ply LeClere 1 T78832308 J37B81 CJC 10 Jack -Open 1 1 Job Reference (optional) test Goa81 IN58, eL Y18raI, h L:59e9U C y#EB O.JLV S IVUV Itl LV Ii MI l Ell InUU5N65, III, I fN V¢G J 1]:LO:YI CV IJ ftltJtl 1 ID:gNPPN0OYpnVoC9W1111M Eiz7?TO-IEeil6FOxVJC 9OydEXHfRK5KhmOSx485uBJ 1 r2yBzko l� A Scale =1:11O l 0-0 8 l 36.13 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.22 Vert(LL) -0.01 4 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a Na BCDL 10.0 Code FBC2017lrP12014 Mabix-MP Weight: 121b FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=176/0-8-0, 2=79/Mechanical, 3=32/Mechanicel Max Horz 1=86(LC 8) Max Uplift 1=-92(LC 8), 2=96(LC 8) Max Grav 1=176(LC 1), 2=79(LC 1), 3=57(LC 3) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(I11) or less except when shown BRACING - TOP CHORD Structural mod sheathing directly applied or 3.11-5 oc putting. BOT CHORD Rigid ceiling directly applied or IO-M Go bracing. NOTES- 1) Wind: ASCE 7-10; VUK=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsh h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOI =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 pod bottom chord live load no tconwnent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 Be uplift at Joint 1 and 961b uplift at Joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this Component design) is always required. Michael S. Magid PE NG.53681 MiTek USA, Inc. FL Con 6634 6904 Padre East Blvd. Tampa FL 33610 Date: December 6,2019 ® WARNING -Verily design parameters and READ NOTES ON MIS AND INCLUDED WITEK REFERENCE PAGE Mll-7173 rev. IN0Yt015 BEFORE USE. • Deign VMl truseany WMMTek=nMM.TNsdesignis Easedanyuponper MdOMsham.endleMan NdiNUu WrdmgcanWanerd.nth a mess system. Before use, the Writing designer muss 9eriy me epprKZCgsy of design parameters and property Nmlpolefe ads design Into Me oescon WwldNgdesign. Baring Wq Wistoprnnt WUGWgdhdMdualWuwebandlm GONmeftmmy. Ax Iffinaltemporaryandiermane axing MiTek- Isalwaysrequired for stateuty and to prevent collapse wkhpasiNe personal injury am property damage. Forgenensporaosareganirgtle fabrication, storage, delvery, greaten and bracing Gfhuaus aM net systems.See ANSVTW10uaI1y Cnorda, USBJ89 and SCSI BURding Component 6904 Parka East BhE. Safefylnformellen evabble hem Tmss plate InAWMe, 218 N Lee Steel, Suke 312 Alexandre, VA 22314. Tampa, FL 36610 ob I Truss Truss Type Oty, Ply LeClere J37881 T18 832309 CJC11 Jack -Open 1 1 Jab Reference (optional) East OOast TNSS, Ft. Pierce, FL 3494B B.32u S NOV 19 Zul9 MI I ex industries. Inc. I nu use b lb ZB4d ZU19 Page 1 ID:gNPPNOQYpnVocg W ljtlmEa7?TQmQC5ESGOipKmYXpoFcuzXdXMAmOgXOE52aNOyBzkrl Scale =1:9.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(L-) -0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 SC 0.12 Ven(CT) -0.00 3-7 >999 180 BCLL 0.0 ' Rep Stress law YES WB 0.00 Horz(CT) -0.00 2 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MP PLATES GRIP MT20 2441190 Weight: 9lb FT = 0 LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-9.7 co punins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=136/0A-0, 2=50/Mechanical, 3=15/Mechanical Max Horz 1=61(LC 8) Max Uplift 1=.71(LC 8). 2=63(LC 8) Max Grav 1=136(LC 1), 2=50(LC1). 3=34(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; VuH=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at Joint 1 and 63 lb uplift at joint 2. 7) Waring: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING -Venry design paramears and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473 rev. 1OV212015 BEFORE USE. Design valid for use onry weh Mrek®conneclors.Thio design is based onry upon parameters sham,, and Is for an Individual building component not a has, aystem. Before use, me building designer must veefy the applieabilty of design parameters and property lncoryoate this design Into the overall bufforgdesign. Bracing Indicated is to prevent buckling oflndividual Wssweb and/or chow members only,Matters] temporary and permanent bracing MiTek' Is always requbed for slablByend to prevent ceaapse won possible personal Injury and property damage. Forgeneraguldanearegardingrue febmason.gomge,delivery,emdbnudbaWgofWuesaMWss"ema,see ANSMI Costly Cdlel., DSBA9 end SCSI Building Component 6901 Parke East BIW. Safetylnfomtmron avateblelom Truss RgalnWt e,218N.LeaS M,Sute3l2.Ae ndda.VA22314. Tampa. FL 35610 ob , Truss Truss Type City Ply LeChne T18832310 J37881 CJDI Jack -Partial 1 1 ' Job Reference (optional) I was, rt. Pierce, FL a4B4U 8.320 s Nov 19 2019 MTek Industries, Inc. Thu Dec 515:29:53 2019 Page 1 ID:gNPPNOQYpnVoa9 WljlimEiz77TQ-707_H9K9XMz8tJPnbo03gbLKTBLwLn4zG7mL2DyBzki 3-10-7 7-2-11 3-10-7 I 3-0J 1 3, = 4 3x4 = Scale=1:17.3 'Uh ' 6-1" LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.07 5.9 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.13 5-9 -652 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 Horz(CT) 0.01 3 Na rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 28 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOPCHORD Structural wood sheathing directly applied. BOTCHORD 2x4 SP No.3 BOTCHORD Rlgid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=292t0.8-0, 3=79/Mechenical, 5=160/Mechanical Max Horz 1=159(LC 8) Max Uplift 1=-153(LC 8), 3=101(LC 8), 5=77(LC 8) Max Grav 1=292(LC 1), 3=79(LC 1), 5=163(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=3411221 BOTCHORD 1-5=3141299 WEBS 2-5=-3171334 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf h=23ft; B=45R; L-241t; eave=oft; Cat. 11; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) n1a 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 15316 uplift at joint 1, 101 lb uplift at joint 3 and 77 lb uplift at joint S. 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) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Michael S. Magid PE No.53881 MiTak USA, Inc. FL Cad GSU 6804 Parke East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING- Venlydeslgo parameters andREAD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 M. 10MMOIS BEFORE USE. Design valid Inruse ontywith MTek9 connectors. This design is based only upon pammeters shown, and is for an individual Wining component, not Not atrosssystem.Before use, the bullding designer must vedythe appllcabitiyofdeslgn parameters and properly Incorporate Nls design lMotheoveall buiidingdesign. Bracing indicated into preveN WMhg ofindivblual truss web andlor choml members only, AddigoneltemporaryandpemlaneNbradng MiTek- Is always required for st ibigy and to prmN conapsawsh possible personal INury end property damage. Forganerol pukfarca mgaNlrlg Ne fabrication. Storage, delvery, erection aM brads, olirusms and truss systems,see ANSVTP11 Qualify wroda, DSB49 and BCS1 Building Compenom 6904 parim Fast Blvd, aayeylnf4rmerion available M1wn Truss PIAe InsaNe, 210 N. Lee Slmel. Suaa 312. Plexandda. VA 22314. Tampa FL stand Job I Truss Truss Type 0ty Ply LeClere T78832311 J37881 CJD2 Jack -Open 1 1 Jab Reference (optional) test Coast Truss, FL Pierce, FL 34946 6.320 s NOV 192019 Ni Industries, Inc. Thu Dec 515:29:54 2019 Page 1 ID:gNPPNOOYpnVoc9W1jtlmEiz7?T0-ba2MWLnHf5?V r_z6VviDotR7ajv4Et6VnVvbfyBzkh 6.0-13 6013 Scale=1:15.4 2x4 = ' 0-" 5$5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc). Vide8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) -0.04 3-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.08 3-7 >909 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hou(CT) -0.01 2 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matrix -AS Weight: 1916 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied. REACTIONS. (Ib/size) 1=252/0-8-0, 2=135/Mechanical, 3=58M1echanimI Max Horz 1=134(LC 8) Max Uplift 1=-132(LC 8), 2=158(LC 8) Max Greg 1=252(LC 1).2=135(LC 1), 3=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wmd: ASCE 7-10; Vuft=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.Opsf, h=23ft; B=4511; L=24ft; eave=oft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); 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 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-" tall by 2-0-0 Wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1321b uplift at joint 1 and 158 Ib uplift at joint 2. 7) 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. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Micheal S. Magid PE No.53681 MITek USA, Inc. FL Can 6634 6904 Parka East Blvd. Tampa FL 33610 Bata: December 6,2019 ®WARNING- Verily design parameters and READ NOTES ON THIS ANDINCLUDED MITER REFERENCEPAGE MII-TQa rev. 1=117015 BEFORE USE. Design vast On use onywdh Mrted1sconnectors. TNs design is based any upon parameters shown, and isforan Miguel Isi drg wmporem, not a buss "ern, Before um:, teasing designer mustveriythe applicabiayotdesign Parameters and propMyinmrponce this design hnothe asap buildingdeslgn. Bracing WiWed Istopreve WWingONd'Mduai Wnweba&"MoNmembemmy. Addllloneltempamryandpelmanembrachg MiTeK Is ahvase requited for Statist, and to perverd cagapsewMl possible personal injury and property damage. For general gumarwa mpartli,g the fabrication. Storege,delivery, erection and bracing ofWsses and suss systems,see ANSVTPH Oualig, Getting, DS"9 mdWSI Building Component 690e Parts Eem She. Salatybdonnmion available ban Tmsa Nate Insibute, 218 N. Lee SWeL Sude 312, Alexand,u, VATY31 a. Tampa, FL SEEM Job a Truss Truss Type City Ply LeClere TZ2312 J37881 CJD3 Jack -Open 1 1 Job Reference (optional) 0 2x4 = e.aaa a mow an rum mIIarc Indusmes,Inc. mu uec o imza:oo zufa rages ID:gNPPNOQYpnVoc9WljtlmEiz77TQ3m7kirMP2zDr7dZ9iDQ%mOQgLk5iph7GjRFS76yBzkg Scale=1:12.6 . 0-0a . 4-M LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Vde0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(L-) -0.02 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.03 3.7 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 2 me n/a BCDL 10.0 Code FBC2017rTP@014 Matrix -AS Weight: 15111 FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=21010-8.0, 2=105/Mechanical, 3=44/Mechanical Max Horz 1=108(LC 8) Max Uplift 1=110(LC 8), 2=125(LC 8) Max Grav 1=210(LC 1), 2-105(LC 1), 3=75(LC 3) FORCES. (lb) - Max. CDMPJMax. Ten. -All forces 250 (Ill or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL-0.2psf; BCDL=6.0psf h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 par bottom chord live load noncencurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110111 uplift at joint 1 and 125111 uplift at Joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE 119.53881 III USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Coal: December 6,2019 ®WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE M11.7473 rev. 1010312015 BEFORE USE. Design valld forme ony with surek®connedore. This design Is based ony upon pammMors shown, end Is loran Inowidual building Component, not eenee E a buss system Beroer use, the bidding designer must very Me 4p6ca0iay of design parameters and properly inmryodmo Nis design Into Me overeat Y builoingdeeign. Bracing molested is to prevent buceMg of lndvidual truss web enwor Mom members only. Addmonaltemporaryandpernmeaddlefeing M!Tek' Is always required for sla Afiiy and to prevent collapse with possible personal inury and property damage. For gemrel guidance regon ing the fabdwtlon,storage, dellvey,, erection and laming ofbusses and truss systems,see ANSgfPN Quality Mtedo, DS849 end SCSI Building Component e904 Palle East BIW. Sefetylnfdrmdlan my blemom TmssPlate InW0 e,218N.Lea Street,Su4e312.Alexandria,VA22314. Tampa,FL 36610 Job v s J37881 it T18832313 East Coast a 2x4 = s Style=1:10.7 ' 0-0b 3L11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(CT) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HDa(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Weight: 121b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (Ib/size) 1=169/0-8-0, 2=75/Mechanical, 3=30/Mechanical Max Horz 1=82(LC 8) Max Uplift 1=88(LC 8), 2=-91(LC 8) Max Grav 1=169(LC 1), 2=75(LC 1), 3=54(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=6.Opsl; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0t between the bottom chord and any other members. 5) Refer to girder(s).for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 1 and 91 lb uplift at joint 2. 7) Wanting: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE Nc.63991 MITek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIP7473 rev. 10/OX015 BEFORE USE. Design valid foruse onywith MITectlConnectam. This design is based any upon parameters shown, and Is bran IMieidual building Component, nm a Mass system. Before use, the building designer must very Me applicability ofdedgn parameters and pexaM impuporete this design into the ovemll tubing design. Bracing indicated is to prevent buckling oflndividud Was web and/or Nord members only, Additiand temporary and permanent bracing M!Tek' Is always requted for Stability and to prevent Collapse wah possible personal injury and prepeMdamage. For general guidance regarding the fabdwtlon, Storage, delivery, erection and bracing oftnisses and buss Systems, we ANSI MIDSSIdy Crkerla,DSB496t SCS/Bullding Component 6904 Parke East BIW. SefetylnromaagOA available from Truss Plebe Instkute, Eta N. Lee Slreel, Sude 312, Nexandda, VA 22314. Tampa, FL 36610 Job s loss Truss Type City Ply LeClem T18832374 J37881 CJDS Jack -Open 1 1 Job Reference (optional) cast t..ar l ruas. re. Warta, r 1. dada. 1 W BE IdW rd rum mu ea meusmes, inc. mu uec a w:Ad:a. rum raga I Scale =1:8.8 0-0d 2.2-13 ' LOADING (psf) SPACING- 2.0-0 CS1. DEFL. in (lot) VdeO L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.09 Vert(LL) -0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.00 7 -999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 me Na BCDL 10.0 Code FSC2017rrP12014 Matrix -MP Weight: 8lb FT=Oh LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural mod sheathing directly applied or 2-7-5 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (III/Size) 1=131/0-8-0, 2=46/Merhaniml, 3=12/MechaniwI Max Hoe 1-57(LC 8) Max Uplift 1=-68(LC 8), 2=-59(LC 8) Max Grav 1=131(LC 1), 2=46(LC 1), 3=30(LC 3) FORCES. (Ile) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.Opsf, h=23ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 noncencurrent 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 rd between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 681b uplift at joint 1 and 59 lb uplift at joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not pan of this component design) is always required. Michael S. Magid PE NO53681 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Daze: December 6,2019 ®WARNING - Verify earileparameten and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE 1414473 m¢ 1WOW015 BEFORE USE. Desynv id for use onMwkh MiTeMorsnectals.TNs design Is based "upon paremNers shorn and Is foran Ina iWEual building component,M ��• e buss system. Series use, the buMing designer mud verify me Applicability of design parameters aM properlyhcaryonde MIS design Into the overall bunfingdedin. BmdngiMk Mistoprevenl W[ gdf dMdual Wssweband/mU Mmembmwn. Addnbnaltemporeryandpermar.aturcing WOW Is always require for stability And to proved m0apsewith possible personal Injury and property damage. Forgeneral guldan a nSweing Ne fabrication, atmge, delivery, section and Mount, oftmsses and Miss sustains, see ANSVIPIS Duality CGifene, DSB49 and UCSI Building Component 6604 Raba East BIW. Selefylnlormeddn avallable fmm Tmss Plate InMft0e, 218 N. Lee Street, au8a 312 Ahexandda, VAM14. Temps. FL 36310 Job r Truss Truss Type any Ply LeClere T18832315 J37881 CJD6 Jack -Open 1 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34M 11320 s Nov 19 2019 MITek Industries, Inc. Thu Dec 5 15:29:57 2019 Page 1 ID:gNPPNDOYpnVoc9 WljtimEa77TO-7gFU7%NfaaTZMwjYgeS?rRV5Ros4HbcZBIkZCyBrke ib8 1-5 9 Zx4 = LOADING (par) SPACING- 2-0-0 CS'. DEFL. In (loc) Udeg Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 8 -999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(CT) -0.00 8 -999 180 BCLL 0.0 ' Rep Stress Ina YES We 0.00 Hom(CT) -0.00 2 rda rda BCDL 10.0 Code FBC2017rTP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 2=21/Mechanical, 3=13/Mechanical, 1=72/0-8-0 Max Holz 1=32(LC 8) Max Uplift 2=-25(LC 8). 3=5(LC 8), 1=37(LC 8) Max Grav 2=21(LC 1), 3=16(LC 3), 1=72(LC 1) FORCES. (lb) - Max. ComiddMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:6.8 PLATES GRIP MT20 244/190 Weight: 5lb FT=0% BRACING- TOPCHORD Structural wood sheathing directly applied or 1-5-8 oc purins. BOTCHORD Rigid ceiling directly applied or 10-0-0Go bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psY BCDL=6.0psf, h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); 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 psi bottom chord live load nonconcurtent 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 g1rder(s) for truss to truss Connections. 6) Provide mechaniol connection (by others) of truss to bearing plate Capable of withstanding 251b uplift at joint 2, 51b uplift at joint 3 and 37 lb uplift at joint 1. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Michael S. Magid PE No.53881 MITek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIA472 rev. 10AI3,2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and Is for an Indivdual building component, not a Wss system. Beforo use, the building designer must verify the appllcabllXy of design parameters and property incorporate this Milan Inc the overall buildingdesign. Seeing indicated is to prevent budding ofincMdual truss web motor chord members only. McsonaltempomryeMpermanentbracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the - fddricatAn,starl degvery, erection and baWg MMIso. end Was systems,see ANSM11 Dually Coal DS"9 and SCSI Building Confession! 6904 Park Fast Blvd. Safetylnformatlon avagabMham Truss PlatainMCNe,21eNLeaa M.Buda312Naxandiia,VA22314. Tampa, FL 36610 Job russ Truss Type Cry Ply LeClere T18832316 J37661 CJas Jack -Open 1 1 Job Reference (optional) cest s.oass rmss, n. rie¢e, rL J99nb 11 2x4 = B.a2U s Nov 19 2U19 MITek industries, Inc. Tnu DeC 5 15;29:57 2019 Pagel ID:gNPPN00YpnVoc9WljtlmEiz77T0-79FU7XNfeaTZMwjYgeS7rRVvgoiOHbCZBIkZCyBzke 1$ :2 N Scale=1:17.0 6.7-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.82 Vert(LL) 0.09 3.7 >976 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.15 3-7 >549 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.02 2 n/a its BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 22 lb FT=0 LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=286/0-8-0, 2=159/Mechanical, 3=69/Mechanical Max Horz 1=155(LC 8) Max Uplift 1=-150(1_C 8), 2=185(LC 8) Max Grav 1=286(LC 1), 2=159(LC 1), 3=113(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shaven. NOTES- 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.0psf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; ESP C; Encl., GCpi=0.18; MWFRS (directional); 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 par bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss Connections. 6) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 150 I6 uplift at joint 1 and 1851b uplift at joint 2. 7) 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.. 8) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) Is always required. Michael S. Magid PE No.53881 MITek USA, Inc. FL Can 6634 68D4 Parka East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING. Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0I.7473-, 1WO312015 BEFORE USE. Design wild forum only with Mirekaconneno s. This design Is based *my upon parameters shown, no Is for an IndiAluai totaling component, not �_ a Mlss system. Barore ass, the bu ich, des spur m al veny the applicability of design parameters and property lncorporde 0is design into ma overall buldingdesign. Boxing Indicated is to prevent buckling V Individual MISS weband/or chord members only. Additional temporary and permanent bracing WOWIs always required for Stability and to prevent Coteau wkh passible personal Siury and property damage. For gemmil guidance regarding the Fabrication. Storage, dolvery, erection antl bracing ottrusses and truss Systems, we ANSIRPII quality afters, DSB49 and SCSI Building Component 6904 Parke East Blvd. Saraylnformarlon available hem Tmes Plate Institute, 216 N. Lee street, Suae N2, Ateundda. VA22314. Tampa, FL 36610 ru Type Oty Ply LaClere37881 T18832317nsTruss [Job DJD6 Jack -Open t 1 Job Reference (optional) cax wear n.va, rLrlerce,,L v`vo -- 0 Zed = e.J2USNOV1VZU1UMIIeKV USaneS,lnc. Inu UeLpleR9An2Ula Ya9al LOADING (par) SPACING- 2-0.0 CSI. DEFL, in (loc) Men Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L-) 0.04 3.7 >999 240 TCDL 7.0 Lumber DOL 1.25 SC 0.45 Vert(CT) -0.07 3-7 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 HDIz(CT) -0.01 2 n/a n/a BCDL 10.0 Cade FBC2017rrP12014 Matrix -AS LUMBER - TOP CHORD 2x4 SO No.3 BOT CHORD 2x4 SP No.3 REACTIONS. g1clsize) 1=244/0-8-0, 2=129/Mechanical, 3=55/Mechanical Max Horn 1-129(LC 8) Max Uplift 1=128(LC 8), 2=152(LC 8) Max Gran, 1=244(LC 1), 2-129(LC 1), 3=92(LC 3) FORCES. (Ib)-Max. COmpJMax.Ten. -All forces 250(lb) or less except when shown. Scale=1:15.0 PLATES GRIP MT20 2441190 Weight: 181b FT=O% BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2pst, BCDL=6.Opst h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); 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 par bottom chord live load nonconmurent with any other five 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) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 128 Ib uplift at Joint 1 and 152 to uplift at Joint 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and V2" gypsum sheetrock be applied directly to the bottom chord. 8) Warding: Additional permanent and stability bracing for truss system (not part Of this component design) is always required. Michael S. Magid PE NoS3681 MiTak USA, Inc. FL Can 6634 6604 Parka East Blvd. Tampa FL 33610 Bata: December 6,2019 ®WARNING-VMI deefgn parameren antl READ NOTES ONrNISANDINCLUDEDMITEKREFERENCEPAGEMII-7473rev. 10031201S BEFORE USE. Mbui®MgangnumuM eesignisbaaetlonlyuponpppmmemen,antlpfacermly WWsgn *E a Mmsyeforvaeoum. a WoMoonth Nmryltemprmt,and addingdeugn. BdeuiM, -.Yk- euiltlmgtlaLgnttmustgotf Mdus)ws3mbmaorpammete=monbpery areentlea empamryaMpemuneNMating MiTek' Is Isal,myseaignedforstabWkandtop Nantco6utlewithpsMtleMeaavrebMLry ndponlmema age. F rgeneral and to Meant ims, propeM S"9ce regarding me fabrication. tleQVery,ere damogg of tru ms trussand andme ANSVA Qe011ry Crnedo, Da&SDOnd BCSl Bvgtl/ng Component ricayon. goreeforataeiry, LTIeff. kmfiry creams. Mttte.218n.L& Tama Parka East DWI. Tmseamtlng O,Suita3l Salary lnlertnffi!on avallaale Irom Tmss Plata Ins(Gute, 210 N. Lee Street. Suite 312, Aleaantltla, VA2231a. Tampa, FL 35610 Jab Truss 75S Type Oty Piy LeClere s T78832378 J37881 CJD9 Jack-0pen 1 1 Job Reference (optional) rr. r,v,w, rt orv-ro a.JN s no"U "Ia MI IeK IneVSmee, InG I nU UeC b lb;2Y:etl wits Page l" ID:gNPPN00YpnVoc9WljtlmEiz77TO-TLptLSOHLubO 4lkNL_ENe2BJC8g02siPOTBkRyBzkd 4314 0-48 4314 p 2x4 = Scale=1:12.2 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Udell , Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.02 4 -999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.02 3-7 >999 180 BCLL 0.0 Rep Stress Ina YES Will 0.00 Hou(CT) -0.01 2 n/a n1a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 14111 FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied.' REACTIONS. (Ib/size) 1=202/0-8-0, 2=99/Mechanical, 3=41/Mechanical Max Horz 1=103(LC8) Max Uplift 1=106(LC B), 2=118(LC 8) Max Grav 1=202(LC 1), 2=99(LC 1), 3=71(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10: Vutt=170mph (3-second gust) Vasd=132mph; TCDL=1.2psf; BCDL=6.Opsf, h=23ft; B=45ft; L=24ftreave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about Bs 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106111 uplift at joint 1 and 1181b uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/7 gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) Is always required. Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING-Vedtydeal9n paramehra and READ NOTES ON MIS ANDINCLUDEOWTEK REFERENCE PAGEMIFF4Fdrev. IMJMO15 BUORE USE. Design valet rot use onywah MTak®connecton. The design Is based any upon parameters shown. and Is bran NdiMual nudging component, not � a toss system. Before use, the building designer must vasty the applicability of design parameters and propery lncorpomte lhls design into the o shill buildingdesgn. Bracing indicated is to prevem buckling of lndiadual toss webend/ar chord members only. Agirgral tempoary and pMmenbid bracing WOW is gases Natured for sieb6ay and to pnverd co6apsewah possible personal mlury and preperty damage. For general gu dance regarding the fabdiallon.storage. defingy, eredem and hradng ofWsses and Wee SyAama,bee ANSIFIP/f Qualify Crdeda, 1159A9 andBCSI BuRfing Component sm Parke East Blvd Serefylnmrmetron Tampa, FL 3661D Job Truss Truss Type ply Ply LeClere s T18832319 J37881 CJD10 Jack -Open 1 i Job Reference (optional) test Goast truss, FLPierce, FL M946 — .8.320 s Nov 192019 MiTek Industries, Inc. Thu Dee 5.15:29:532019 Pagel ID:gNPPNODYpnVoc9WljtlmEiz77T0-707 H9K9xMzBtJPnboO3gbLN3BTVLodzG7mL2DyBzki -0-0b 3.2.0 3-24) Scale = 1:10.3 2x4 3.2-0 3.2.0 LOADING (psp SPACING. 2-0-0 CST. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0,01 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.01 3-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(CT) -0.00 2 ri n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: ll Ib FT=O% LUMBER - TOP CHORD 2z4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=162/0-8-0, 2=69/Mechanical, 3=26/Mechanical Max Hoe 1=77(LC 8) Max Uplift 1=84(LC 8), 2=-85(LC 8) Max Grav 1=162(LC i), 2=69(LC i), 3=49(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-0 ac pudins. BOT CHORD Rigid ceiling directly applied Or 10-0-0cc bracing. NOTES- 1) Wind: ASCE 7-10; Vu11=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=6.Opsf; h=2311; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.50 2) Plates checked for aplus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 par 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 girder(s) for truss to truss connections. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 841b uplift at joint Land 85111 uplift at joint 2. 7) Waning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. Michael S. Magid PE No.531181 MiTek USk Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Date: December 6,2019 ®WARNING - Verily design parameter, and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml47473 rev. nwilao15 BEFORE USE. assess Design valid for use only with Meek® connectors. This tlesign is based wry upon parameters shown, and is for an IndMdual building Component, net my It a once sybxr. Before use; the building designer must verify the applicability of design parameters and property incorporate this design live the overall bulldingdesign.Bracing indicated Is to prevent budding, of individual tress web andlor chord members only. Addhional temporary and permanend bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the mastodon. storage. delivery, ereelbn and braGpg 0 disses end Wee Realema.aee ANSVTP11 cuMIty Gdeda, DSB49 and SCSI Surldrng Compamaf 6904 Parke East BIW. Sa/efylorormaf/on available frcm Tmss Plate In,t4Ne, 218 N. Lee Street, Suite 312, Nexandda, VA22.114. Tampa, FL Seat Job a Truss Truss Type city Ply LeClere 11 T78832320 J37887 CJD11 Jack -Open 1 Jab Reference (optional) mnen mcusmas; me, uec a,a:4=:aH evi=rage, ID:gNPPNOQYpnVoc9Wljllm Eie77TQ-baZM WLnHf57V T_z8VvIDotZ9apF4Et6VnVvbfyBzkh 0 48 2.42 0-043 2. 2 ta�lrsR:lc 2a4 = 2a-2 2.0.2 LOADING (pst) SPACING. 2-0-0 CSI. DEFL. in (IDc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.00 7 >999 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matsui Weight: 7lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 BOTCHORD REACTIONS. (lb/size) 1=124/0-8-0, 2=40/Mechanical, 3=8/Mechanical Max Horz 1=52(LC 8) Max Uplift 1=-64(LC 8), 2=-52(LC 8) Max Grew 1=124(LC 1), 2=40(LC 1), 3=25(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or2-0.2 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf BCDL=6.Opsf; h=23ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about 8s 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 20.Opsf an the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 Wide Will fit between the bottom chord and any other members. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641b uplift at joint 1 and 52 lb uplift at joint 2. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. Michael S. Magid PE No.63681 MiTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING-Verilydesign parameters andREAD NOTES ON THIS AND INCLUDEOMITER REFERENCE PAGEMIId473 rev. 10,03a015 BEFORE USE. Design valid firuse ontywbh MTeWcamepon.TNs design is based any upon parameters shown, and isfor an trgiVnuN bu ang compared, not a truss system. Before use. Me bulking designer mustwirs are appArablMyofdesign parameters and property doorporde Vila design WoNe overall burning design. Bracing Indicated is to powers budding ofindivldual Wssweb andfcr Mod members ady. AddWral tempomryand pemmners bracing MiTek• Is atweye required for dabiuy and to prawn coldnewsh possible personal injury and propeMdamage. Far general gudance regaNNg me febdcoban,garage, derwery, erection and bmdn ofhusses and truss systems, see ANSVTW10ua14 Criteria, OSS,89 and SCSI Building Component 6904 Park, End Beef. Saselylnfurmedun awUble trorn Tmsa Pim ins, , 218 N.L., 0, Suae 31Z X.dda, VA=14. Tampa, FL 361610 o rocs rms type y LOCIere s 18832321 J3]881 DO1G DIAGONALHIPGIRDER 1 1 Job Reference (optional) East Coast Truss, Ft. Pierce, FL 34946 Scale=1:25.8 4.5 II 1-8-72 -26 6- 1 1a9-11 15.4-14 1812 -5-10 43.10 4310 4-7-3 Plate Offsets (X,Y)- r1:0.7-5,0-0-11, rl:04J.2,2-1-91. rl:0-0-6,2-10-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in floc) Vdefi LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.15 6-7 >999 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.69 Vert(CT) -0.15 6-7 >999 180 BCLL 0.0 Rep Stress Ina NO WB 0.69 Hoa(CT) -0.04 5 rude n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 70lb FT=O% LUMBER - TOP CHORD 2x4 SP NO2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or4-1-13 Do pur ins. BOT CHORD Rigid ceiling directly applied or4-9-11 Be bracing. REACTIONS. (lb/size) 4-171/Merhanical,5=801/Mechanical, 1=76510-11-4 Max Hoa 1=203(LC5) Max UpIdt 4=217(LC 5), 5=-501(LC 5), 1=-623(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-13=614/496, 1-14=1827/1352, 14-15-1823/1352, 15-16=1820/1354, 2-16=1805/1356, 2-17=1519/1029, 17-18=1507/1029, 18-19=1497/1027, 3-19=1475/1025 BOT CHORD 1-24=-577/580, 1-25=1462/1780, 25-26=1462/1780, 7-26=1462/1780, 7-27=-1462/1780, 27-28=1462/1780, 28-29=1462/1780, 6-29=-1462/1780, 630=1098/1487, 30-31=1098/1487, 31-32=1098/1487, 5-32=1098/1487 WEBS 3-5=-1613/1191, 3-6=16/461, 2-6=303/377 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second. gust) Vasd-132mph; TCDL=4.2psF BCDL=6;Opsf, h=23ft; B=4511; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; M WFRS (directional); cantilever left 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 noncencument 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) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 4, 501111 uplift at joint 5 and 6231b uplift atjoint 1. 7) Gap between inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 2 lb down and 31 Ib up at 2-11-14, 471b up at 4-1-5. 0lb down and 68 lb up at 5-3-9, 1 Ib dam and 86 lb.up at 6.5-0, 13 lb down and 10611b up at 7-7-4, 27 lb down and 125 Ib up at 8-8-11, 43 Ib down and 143 It, up at 9-10-15, 57 lb dam and 159 lb up at 11-0-7, 72 It, doom and 176 lb up at 12-2-11, and 871b down and 192 lb up at 134-2, and 30 lb down and 113 lb up at 14-6.6 on top chord, and 4lb down and 10 lb up at 2-11-14, 5lb up at 4-1-5. 2lb up at 5-3-9, 0lb down at 6.5-0, 71b dam at 7-7-4. 181b down at 8-8-11, 29 lb down at 9-10-15, 391b dam at 11-0-7. 50 lb down at 12-2-11, and 60 lb down at 13-4-2, and 1421b dam and 95 lb up at 14-6-6 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 9) Warning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Michael S. Magid PE No.63681 MiTek USA, Inc. FL Cen 6534 ON Parka East Blvd. Tampa FL $3610 Date: December 6.2019 thdfB114M, ge asesse ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design veld for use ony with MTeM connectors. This design Is based any upon parameters shwm, and is for an individual hording companeN, net is Wu system. Before use, rue baMIng designer must yedy the appitegaRy of deep parameters and property Incorporate Nis design into to overu0 bu dingdesiga.BmcingiMirAed is tp prevent Eutlding of Indmdualirussweb andlm UaNmembers oNy. AddAanaltempomryandparmanembraamg MiTek- issleeve requiredfor stability and to pmvent gonapse with possible personal in)ury and property damage. ForgeneralguldanceregaNilg Oe labdaadon, stor�yye, tlativeryry erealgn antl bradng ollruezea and Wss systems,see. ANSVTPII Quellb Crhede, DSB49 and SCSI Building Component 6904 Palle East Blvd. Salebinlormeflon available from Tmn Plate Inslaula, 218 N. Lea Street. Sufte 312. Alexandra, VA 22314. Tampa, FL 36610 D toss toss ype ty y Laclere a T1863M21 110161 DOfG DIAGONAL HIP GIRDFA 1 t Job Reference (optional) head coast MUSS, Ft. Pleroe, FL Sousa 8.320 a Do 292019 MiTek Industries. Inc. Fit Dec 6 09:47:59 2019 Page 2 ID:gNPPNOQypnVocgW1jtl.E¢77TQ-CGpODEZV3OXgpJgr66AB611VX2Sa2eSwvbOFB1 yBkXU LOAD CASE(S) Standard 1) Dead +Roof Live (bGlanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-54, 5-8=20 Concentrated Loads (Ib) Vert: 3=57(B) 6=-28(B) 2=0(B) 7=0(B) 17=13(F) 18=27(B) 19=-43(F) 21=72(F) 22=-87(B) 23=30(F) 24=4(F) 25=5(8) 26=2(F) 27=-6(F) 28=-13(B) 29=-21(F) 30=35(F) 31=-41(B) 32=142(F) ® WARNING -Verif,cast, yaramemrs and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1"27015 BEFORE USE. Design valid for use wrywM MifeM conneattrs. This design is based only Paresawn, shown, and IS for Individual buOSng mnhNsRot, not �■' �`j a W56 syus stem. Before e, the building designer must vent' m Me applicabllly of design Pemeters and property Incorporate Nis design into the overall bulkingdesiga. bleating Indicated Is to prevent buckling of lndM1ldual truss web anchor chard membem only. Addronal temporary and p oteneM trading MiTek' Is always required for stability and W preveid collapse with possible personal Injury and property damage. Forgenarel guidama radvalag Me forecasts, things. sourness. creation and brad" 0l WSeBa&N Mae systems,sae ANSg 1Quellly CMed4,DSBe9end BCSIBUR6ng COnp4neM 6904 Palm Fast THAT. SafMylnfordeallon ava 1e9om Truss Bale Ingd0e,215N.LeeSM,&das12,Alexandra,VA22314. Tamps. FL 3661D cuss cuss ype ry y LeClere Lo k Ttea32322 J37BB1 D02G DIAGDNAL HIP GIRDER I 1 Job Reference D tional east coast truss. Ft. Pierce, FL 34945 3x5 = B.320 s 1-2-5 5-7-2 ID4-9 165.8 1-2_5 4-4-13 1 4.9.7 5 ib Fn Scale=126.7 05 Plate Offsets (X.Y)— I5:0-2-0.0-2-121 LOADING (psf) SPACING- 24)-0 CST. DEFL. in (loc) Vde8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.82 Vert(LL) 0.27 6.7 >610 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -0.27 6-7 o628 180 BCLL 0.0 Rep Stress Ina NO WB 0.98 Horz(CT) -0.05 5 Na nfa BCDL 10.0 Code FBC2017rrP12014 Matrix -MS i Weight: 721b FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 roc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-1-9 roc bracing. WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.2 REACTIONS. All bearings Mechanical except (jt=length) 1=1-4-0, 8=0.15. (Ib)- Max Horz 1=211(LC4) Max Uplift All uplift 1001b or less at joint(s) except 1=248(LC 4), 5=551(LC 4), 4=253(LC 5), 8=409(LC 4) Max Gmv All reactions 2501b or less at joinl(s) 4 except 1=368(LC 1), 5=899(LC 1), 8=441(LC 1) FORCES. (Ib) - Max. Comp.rMax. Ten. -All forces 260 (lb) or less except when shown. TOP CHORD 1-14=2172/1658, 14-15=2144/1562, 2-15=213911564, 2-16=1833/1240, 16-17=1821/1241, 17-18=1814/1240, 18-19=1789/1239, 3-19=177611231 BOT CHORD 1-8=A68312109, 8-24=-168312109, 24-25=-1683/2109, 7-25=1683/2109, 7-26=-1683/2109, 26-27=1683/2109, 27-28=168312109, 28-29=1683/2109, 6-29=1683/2109, E30=1315/1797,30-31=1315/1797,31-32=-1315/1797,32-33=1315/1797, 5-33=1315/1797 WEBS 2-6=-3211378, 3-6=21518, 3-5=-1928/1411 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDLW.2psf; BCDL=6.0psf; h=23ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left 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 nonconcament 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 rn between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 2481b uplift at joint 1, 551 lb uplift at joint 5, 253 Ib uplift at joint 4 and 409 Ib uplift at joint 8. 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 316 down and 45 lb up at 3.0-12. 591b up at 3A 1-13. 1 Ib down and 821b up at 54-7, 61b dawn and 97 IS up at 659, 2416 down and 1201b up at 7-8-3, 35 IS down and 1351b up at 8-7-4. 53 IS down and 1551b up at 9-11-14, 65 IS down and 168 IS up at 10-10-15, 83 lb down and 188 Ib up at 12-3-10, and 95 Ib dawn and 202 Ito up at 13-2-11, and 34 Ib down and 119 Ib up at 14-7-5 on top chord, and 6Ib dawn and 13 lb up at 3-0-12, 31b up at 3-11-13, 016 up at 5-4-7. 31b dawn at 6.3-9. 151b dawn at 7-8-3, 24 IS down at 8-74, 371b down at 9-11-14, 451b down at 10.10-15, 571b down at 12-3-10, and 661b down at 13-2-11, and 1S41b down and 1001b uidat 14-75 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 9) Waning: Additional permanent and stability bracing for truss system (not part of this Component design) is always required. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD GASE(S) 5tandard Michael S. Magid PE No.53681 Mnok USA, Inc. FL Ced 6634 MID4 Parke East Blvd. Tampa FL 33610 Daze: December 6.2019 ®WARNING- Verllpdeslgn Para meters antl READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MIF7473 rev. 1"112016 BEFORE USE. Design valid for use onywdh Minek®connectall. This design Is based dolly upon parameters shown, and Is union Ir,aivlduel bugding componem, not a truss system. Before use, the building designermust venythe apppcablay of design parameters and properly uncensored Nis design Into Pe overall bullongdeagn. Boating IMNened is to prevent buckling of lndlNdual truss web andlor chord members only. McCord temporary and pmmanent orating M!Tek' Is always required for Tal and to preverd collapse wait possible personal injury and property damage. Forgenemlguidanceregardinge,e hdbnfdden, 50rdge,tleWery,ettClbn and b2tlrg o(WSSaB azNiNse Eybterrla, 6¢e ANSV 1Ouallry Crdeda,DSB4hgand BCSIBUIINng Component 69GIParke Faa BM. Saferylydcrmeam enbbb hem Truss Plate insMOe, 218 N. Lee Slreei Sude 3lZ Arexandda, VAM14. Tampa, FL 36610 G rust N68Type ty y LBClere ' T1a032322 JT081 Doris DIAGONALHIPGIRDER 1 1 Job Reference (optional) Fast Coast Truss, FL Pleura, FL34946 8.320 s Call 292019 MRek Industries, Inc FA Dec 6 09.48:34 2019 Paget ID:9NPPNOQYpnVoc9W ijtimErz7TTQ97RRC_6g8x WRaf2iL04_RJ9KOIOZ4yXnwVyBkVVx LOADCASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undarm Loads (pit) Vert: 1-4=54, 5-9=20 Concentrated Loads (Ib) Vert: 7=0(F) 16=6(B) 17=24(F) 18=35(B) 19=-53(F) 20=65(B) 21=-83(F) 22=95(B) 23=34(F) 24=-6(F) 25=3(B) 26=3(B) 27-12(F) 28=17(B) 29=26(F) ' 30=31(1]1) 31=39(F) 32= 45(B) 33=164(F) ® WARNING -Verify Cav9n Para-1. and READNi 09 MIS AND INCLUDED m K REFERENCE PAGE MI47470 rev, IMN2015 BEFORE USE ' Design valid forum only with Miek®connMors. Tms design Is based only upon parameters anent, and is for an IMINdual bunting component, tat a mots system. Bolen use, Ire building designer must vent, the epploabiley of design parameter and property mcalporate this design We the overall bulldingdesigh. Bracing iMisated late prevent buc5din9allndMdualtmss web andforUtom memeem orly. Addglonmtemporaryandpermanembrecing MiTek- Is always required for staff and to prevent collapse with passible personal Injury and properly damage. Forgerami guldencoregarding the fabdra8ot.storage. daWery.radon end brad, of mosses antl trust systems, see ANSVDPH Duality CNede, DS"S.it BCSIBuilding Component 6904 Pake East BAtl. Saroryedormotlon awardlefrom Truss MMelnsftVe.218N.LeaSmoe te3l2,Alaxandre.VA22314. Tampa, FL scout ob Truss Truss Type Oly Ply Lecere y a J1 T18832323 37881 D03 Jack -Open 1 Job Reference o Lionel East Coast Truss, Ft. Pierce, FL 34WB 5.320 5 NOV 19 2019 MITeK IndusVles, Inc. 1 nu Dec 5 15:30:01 ZU19 Page t ID:gNPPNODYpnVoc9WljtlmEa7?TO-uwU?zuOAepz?rYOJ3U(x?H91CPC1DPc86MimLmyBzke Scala: 0-5-0 0-5-0 2x4 = 2-6-B 2-0A LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (II Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.09 Veri(LL) -0.00 4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.09 Vert(CT) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Inv YES rue 0.00 Hoa(CT) -0.00 2 n/a We BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 8lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD BOTCHORD 2x4SPNo.3 BOTCHORD REACTIONS. (lb/size) 1=133/0-9.4, 2=39/Mechanical, 3=5/Mechanical Max Hom 1=46(LC 4) Max Uplift 1=-73(LC 4), 2=50(LC 4) Max Grant 1=133(LC 1), 2=39(LC 1).3=23(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1d) or less except when shown. Structural wood sheathing directly applied or 2-5-8 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vuh=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf, BCDL=6.0psf, h=2311; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp 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 chard 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) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 73 Ib uplift at joint 1 and 50 Ib uplift at joint 2. 7) Waming: Additional permanent and stability bracing for truss system (not pad of this component design) Is always required. Michael S. Magid PE No.638e1 MiTek USA, Inc. FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Data: December 6,2019 ®WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MBEK REFERENCE PAGE MIA700 rev. 10/e31015 BEFORE USE. Design valid for we only wIM MiTeM cmmedors. This design is based only upon parameters shown, and is for an insWEu di bunow, Component, mA a muss system. Before use, me bwiding designer must vedfyrue applialotcy of design pammetem and pmpuly hoorparate this design Into Me ovemit bwldhg design. Bracing indicated is to prevent Welding al mckraal Vow web amear nlmN members ory. Adddional temporary and pennaneM bmarx, MiTek Is always wowed for stablNy and to pmwnl Coeapm with possible personal" My and property damage. Forgenerdguldanceregardirgtho falmoa6on stomp.deliver, emcbm and loading oftrusses and buss syslems.we ANSg 10uallly Cd da,DSBA9endBCSl BullWag ComponeN 6904 Perko East BIM. Sa oWinformason awgable from TNSc Role Inriawe.218 N. Lee S M, Sune 312, AlexandM. VA22314. Tampa. FL MID a Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3I " Center plate on joint unless x, y 4 offsets are indicated. It---6-4 8 dimensions shown In ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury ( Dimensions are in ft-i sixteenths. I I sides oftruss Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. �-..! �....? TOP CHORDS diagonal orX-bracing, is always required. See BCSI. D-}rr c1-2 02a 2. Truss bracing must be designed by an engineer. For 76 WEBS qzv 4 m p ° wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. IL L _ n O 3. Never exceed the design loading shown and never da� U slack materials on inadequately braced trusses. OF ap 4. Provide copies of this truss design to me building cr-s M7 cse F- For 4 x 2 orientation, locale plates 0- v+e•' from outside designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. 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 slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI1 PI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSITPI 1. software or upon request NUMBERSILETTERS. 8. Unless otherwise noted, moisture content of shall not exceed 19%al time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for [CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 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 collection. 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 o1 the species and size, and Indicated by symbol shown andlor by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that spedgea, 13. Top chords must be sheathed or pudins provided at output. Use T or I bracing spacing indicated on design. Y if indicated. Lumber design values are in accordance with ANSUTPI 1 14. Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no calling 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. 16. Do not cot 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 crushing Only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/felt: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® Is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIrrPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10103/2015 ME L-RY CONSTRUCTION INC., - _ RESIDENTIAL &.COMMERCIAL BUILDERS: cc� Date: January 06, 2020 Job Description: LECLERC Residence Job Location: 163 Nettles Blvd Lot #163 Jensen Beach, FL 34957 % o a The piling, grade beam and slab will be submitted with specifications from Michael A. Kalajian, PE President - Structural Engineer P: 321.600.0672 ext. 4010 C: 321.794.5596 STRUCTURAL —ENGIMEERING-- 587 West Eau Gallic Blvd Suite 201 Melbourne, FL 32935 www.mkstructural.com 10967 S Ocean Drive Jensen Beach FL 34997 772-229-9439 Office - 772-229-9440 Fax MEL-RY.COM '`BUILDER"S WARNING" �— - -THIS N-1995 BRACING SEE I INAL ENGINEERING SHEETS FOR THE BACK CHARGES VNLL NO; BE ACCEPIFD UNLESS OUR � q/ q (-+. *WARNING* COMPONENTS AS DEFINED BY WICA t _ 19g5 1) FOR Tf IE ERECTION BRACING FOLLOW INSTRUCTIONS AS DEFINED By WICAI S1 RUGTURAL DATA, NUMBER OF GIRDER AND DESIGN DEPARTMENT APPROVES THEM IN ADVANCE I'D POINTS MUST BE INSTALLED RUSSMr HAVE OT BEEN ANhLY1E0 BY 2 THETS BRACING FOR THE STRUCTURE IS HF TRUSS PLIES AND THE CONNECT ION INFORMATION . NG OR USP LESS. OTHERWISE NOTED -ALL HANGERS ARE �t NSTAAt I MPSON SHANOGEOP ACCORDING�FO ALL BEARING LASTDIAPCOAST EASTc [CIA R3INSTABILWEDBRACINGASSTATEDONSEALED DEPARTMENT OVE GTHF. CURRENT SIMPSONSTRONR'IIEORUSPCATALOG ppp��+ PRIOR TO I NSTALLINGANYTRUSSESIFAILURE FORLLOWINITRUOTIONSONTHECCSIBISUMMARY AATTFRATIONSAND,ORREPAIRSTOTRUSSESIN TRUSSES AND WILL VOID ALL_tNARAM IE6 SHEETS AND SCALED ENGINCE(iEcD TRUSS DRAWINGS ENGINEERING TRUSS DRAWINGS ADVANCE _ TO DO SO MAY RESULT IN DAMAGED 8'-11 1 /2" 81_0111 .4 air— T_ T_ an cv J CNNJ 1 vP11 CONTINUOUS BLOCKING BY BUILDER-------., TRUSS FLO9 DBL 2x LEDGER I I � OBL zx LLLiUtK TOP AT 8'-8 1/2" ' I TOP AT 0'-11„ TYPICAL FLOOR TRUSS BEARING DETAILS SECTION THROUGH THE FRONT CHECK 43' 3" 19' 3 1/4" CIL 12' 4 5/16° CIL 11' 7 318" 9' 9 3/16" 12' 4 5116" CIL C/L 46 2 58' 2 1 /2" FLOOR TRUSS SETTING PLAN The Architect's or Architect'a resreserwativr' s shop drawing approval is ANOT a "double check" of the contractor. The Contractor shall remain respermpele for chec3dnag ticald mosec rremants and other construction criteria. Architect's agagovaF carvers general Sect shaper FoAviaw of truss strapping, and loading an "AUCture from gravity Goal calitt @carts nead their respective locations. F rr;•`.P' �Y. M�U'YM.1A£^ radIk A,Bra'!eIi A A n" JD,A. y 12' 5 3/16" go �• Be- i,h " R 4n i xl � DO 1 c E. r .. C1 OU ITS I CA o. V- Digitally signed by Manuel Martinez r 1 late, 2019.12.10 Or 111140101,07:54-05'00' c aC4 V 928 C Ci{X N+4nTh9 SC9£:# A .F.... ------------ El:0 EAST COAST TRUSS 6289 ST LUCIE BLVD FT. PIERCE, IT. 34946 4- OFFICE Ing 466-2480 FAX: (772RGI 9336 CUSTOMER:Mel-Ry Construction JOB NAME:LeClere 4DDRESS:City, Co ;,ITY/CNTYNettles Island JOB# J37880 FLOOR JOB # J37881 ROOF MODEL Custom 2-story 3Q FT 863 ft21 DATE / if 1{LATEST=/ A A AC CORtIAM1PF; W I I'H'1'ftF, f60R1DA ADMINIS 1 RA t IV E,, 06-1fli 1 NG155-3VI11T. es(N. EASTC'OAST'FR(vyg ache 1 I as Dae's Engineer' 1 Tr s or, d fgned in vreordan,o wfih di l Florida houji rod, 1 1 APPROVAL NOTE: i approving this placement plants) si nat red anywhere 1 3 PA n 9 P O: 9 Ys on this sheet, the ' oph the Mural Inte t of the project owletlge6 that this PI Inent plan contain 1 MTh the structural intent of the gees that 1 The customer also acknowledges Mat this approval oA tm FAST t JOAS'i TRUSS to manufacture these trusses and dellnHr them to the pmlaat 1 n The od on this also acknowledges 1 The customer also acknowledges that and or UN I S1 due 1 ehe, than th for any report engineering,ASTRUE and labor roquieed tlue to errors 1 rther Chan those of EAST COAST TRUSS. 1 Signed: Date: U CODE =FBC 2017/TP12014 ASCE 7-1 DESIGN CRITERIA =MWFRS OCCUPANCY CATEGORY .^ II LU EXPOSURE =D MWF SPEED =170 BUILDING TYPE =ENCLOSED < MEAN HEIGHT =23 ft C�J GRAVITY LOi FLOOR: DUR FACTOF = 1.0 LU PSF=TCLL - TCDL- BCLL-RCDL Z 40A10.070.0,5,0 ROOF: DUR FACTO 1,25 PSF=TCLL - TCDI: - SCL .. BCDL � 0......:0,7.070.011 ,0 ca LOADS PER FBC & ORC [may 'NON CONCURRENT BC ILL 10c, 1.p� CONCURRENT SC STORAGE ILL 2S test DELFT MUST BY-PASS FLOOR TRUSSES , UNLESS SHOWN ON ENGINEERED T}2USS DRAWING. LLI ALL GIRDERICOLUMN LOADS MLOT E �y BY PASS FLOOR TRUSS UNLESS SILICON ON ENGINEERED TRUSS DRAWING ��'} cop STRONG HACK BRACING, ILTT O C IS RC'AOMMENji ON V FLOOR TRUSSES SPANNING 20' 0" 0, MORE CAUTION SPANS GREATER n1po3{$ p MUST BE SET WITH A SPREADER SAIR THE SPREADER BAR SHOULD BE AT LEA5s ip 10 ' 213 IN LENGTH AS THE SPAN OF THE TRUSS BEING SET. '.. REFER TO BCI-BI FOR COMPLE T E ERECTION AND SAFETY PROCEDURE'S. — ALL BEAMS BY BUILDER - Z NOTE TRUSSES DO NOT SUPPORT ANY PANT SHELVEY I W CL REVISIONS or TRUSS PLACEMENT PLAN T_ di 0 r.. at if Dlot 18x24) De-,innac Digitally signed by Manuel Martinez r 1 late, 2019.12.10 Or 111140101,07:54-05'00' c aC4 V 928 C Ci{X N+4nTh9 SC9£:# A .F.... ------------ El:0 EAST COAST TRUSS 6289 ST LUCIE BLVD FT. PIERCE, IT. 34946 4- OFFICE Ing 466-2480 FAX: (772RGI 9336 CUSTOMER:Mel-Ry Construction JOB NAME:LeClere 4DDRESS:City, Co ;,ITY/CNTYNettles Island JOB# J37880 FLOOR JOB # J37881 ROOF MODEL Custom 2-story 3Q FT 863 ft21 DATE / if 1{LATEST=/ A A AC CORtIAM1PF; W I I'H'1'ftF, f60R1DA ADMINIS 1 RA t IV E,, 06-1fli 1 NG155-3VI11T. es(N. EASTC'OAST'FR(vyg ache 1 I as Dae's Engineer' 1 Tr s or, d fgned in vreordan,o wfih di l Florida houji rod, 1 1 APPROVAL NOTE: i approving this placement plants) si nat red anywhere 1 3 PA n 9 P O: 9 Ys on this sheet, the ' oph the Mural Inte t of the project owletlge6 that this PI Inent plan contain 1 MTh the structural intent of the gees that 1 The customer also acknowledges Mat this approval oA tm FAST t JOAS'i TRUSS to manufacture these trusses and dellnHr them to the pmlaat 1 n The od on this also acknowledges 1 The customer also acknowledges that and or UN I S1 due 1 ehe, than th for any report engineering,ASTRUE and labor roquieed tlue to errors 1 rther Chan those of EAST COAST TRUSS. 1 Signed: Date: U CODE =FBC 2017/TP12014 ASCE 7-1 DESIGN CRITERIA =MWFRS OCCUPANCY CATEGORY .^ II LU EXPOSURE =D MWF SPEED =170 BUILDING TYPE =ENCLOSED < MEAN HEIGHT =23 ft C�J GRAVITY LOi FLOOR: DUR FACTOF = 1.0 LU PSF=TCLL - TCDL- BCLL-RCDL Z 40A10.070.0,5,0 ROOF: DUR FACTO 1,25 PSF=TCLL - TCDI: - SCL .. BCDL � 0......:0,7.070.011 ,0 ca LOADS PER FBC & ORC [may 'NON CONCURRENT BC ILL 10c, 1.p� CONCURRENT SC STORAGE ILL 2S test DELFT MUST BY-PASS FLOOR TRUSSES , UNLESS SHOWN ON ENGINEERED T}2USS DRAWING. LLI ALL GIRDERICOLUMN LOADS MLOT E �y BY PASS FLOOR TRUSS UNLESS SILICON ON ENGINEERED TRUSS DRAWING ��'} cop STRONG HACK BRACING, ILTT O C IS RC'AOMMENji ON V FLOOR TRUSSES SPANNING 20' 0" 0, MORE CAUTION SPANS GREATER n1po3{$ p MUST BE SET WITH A SPREADER SAIR THE SPREADER BAR SHOULD BE AT LEA5s ip 10 ' 213 IN LENGTH AS THE SPAN OF THE TRUSS BEING SET. '.. REFER TO BCI-BI FOR COMPLE T E ERECTION AND SAFETY PROCEDURE'S. — ALL BEAMS BY BUILDER - Z NOTE TRUSSES DO NOT SUPPORT ANY PANT SHELVEY I W CL REVISIONS or TRUSS PLACEMENT PLAN T_ di 0 r.. at if Dlot 18x24) De-,innac *WARNING* ALL BEARING POINTS MUST BE INSTALLED PRIOR TO INSTALLING ANY TRUSSES!FAILLTE TO DO SO MAY RESULT IN DAMAGED TRUSSES AND BELL VOW ALL WARANIIES. •BUILDER"S WARNING* AUNT PLAN FOR ENGINEERED BRACING ....... S DEFINFD 6Y WTCA 1 les SEE FINAL EHG Nri RING -SHEETS FOR THE -BACK GHARGFS DILL NOT BE ACGERTFD UNL E"S OUR If FOR lHE EREC I ION BRACING FOLLOW INSTRUCTIONS `E NOT BEEN ANAL TAFF r STRUCTIArn, DATA, NUMBER OF DIVIDES AND DESIGN DEPARTMENT API=ROVES THEM IN At'.4vNCE ON C IF DOE ITT SUMMARY SHEETA USA. TRUSS -ALL HANGER-, ARE SIMPSON STRONG TIE OR LISP UNLESS 1) PERMANENT BRACING FOR THE STRUCTURE IS HE .ND INSTALLATION OF TsAf'CSES RFSPON31S11 ITY OF Ot HERS PLIES AND THE CONNECTION INFORMATION OUR LFSGN DEPARTMENT MUST APPROVE OTHFRWISE NOTED. INSTALL HANGERS ACc N DING STORE ON THE GCS Bt YUBMAR'+ 3) INSTAL L WEB BRACING AD STATED ON SEALED ALTERATIONS ANUJOR REPAIRS TO TRUSSFC, IN TO THE CURRENT SIMPSON BURGER LIE OR drf" CATALOG ALTO ENCNFERED TRUe. DRAWINGS FNGINFERING THUS'SDRAWINGS _ ADVANCE. NOTE: THE ATTIC ROOM HAS BEEN DESIGNED TO SUPPORT AN AHU EITHER SUSPENDED FROM THE TOP CHORD OR SUPPORTED BY THE BOTTOM CHORD. r? .! t3' 3" 32 0 m m m m M 1007 cA .'. .: .....:_ ,'.f.�l r Z`'. .. ... '.._... s�,: i" •._c. ... t _ .:c .,r+, ..... `,.'. .:.. .... .".xc''.;" .. DAN, 2Gt Oa 2t O" 2t Ott 2, Ott CMG " v4 1 `t Bell BY) G tYy 0)<L : d d <L Q < 2" �i G 0, h I At c a C CEO V� AHIG till Al >1 0('h J .San r5 c'- I V.. �`^I • :a': .......dS C"y k m Or , "s? ATTIC F 7,„ r "*� M1� ACCESS 2' Orr 2' Orr 2' 0" 2' 0" . 2` 0" : 2' 0" :2- Or . 2' 0't 4 2' 0' . 2' 011 2' 0" . 2' L" " 0" I, O 20 21 20 20 1� 2` 0" 2' 0" 2 O'A 2, 0„ 2, of, AA .*. '' =r ..-" x, t,..... y. ,'' £f;. *',+ S y° �: ..':'..�. l ry, y, r, i ,. .. . , .f ,... "...... F:"' f:,, �' x,, y', 7'T.. L" ,�' ,.µ r t ,,.� ... u Y r-r r L NAIL D01G IS D02G TO THEIR RESPECTIVE d d � GIRDERS USING A MINIMUM OF (10) 16d C'A __S C� TOE -NAILS SPACED 3" O.C. VERTICALLY 3 0 r. I T 6 3/16" a4- 46' 2' TRUSSROOF L ENT PLAN 12 1X44X, BEARING ; � 4 art �r i TY ICAL The Architect's d's OF Architect". is NO representative's OVERHANG sfXols elpairXq aXnprnxrai iT FkCti a "double check" of the CantractRr. The ceRtcactor shall remain responsible DETAIL far cheek mh field e easX one tints and other construction criteria,. Archrtect's approval covers general roof Shape, . ratuc of trusfrom strapping, and loading an ,yg 1 _ strucfXXo-A* Pram gravity asset uplift XraaXPs and "'F 112 t !8 their resid dive itaration5. 7 �L� CANT. t, n. kv� = XiTan iirada.n A.i.A4 It,.a." 4. ON EAST COAST TRUSS Ell A65 ST" IUCIE BLVD FT, PIERCE, FL 34946 OFF ICE: 1772) 466.2480 PAX 1772)466 5336 USTOMER:11Iei-Ry Construct 0 JOB NAME:LeClere DDRESS:City,Co ITY/CNTYNettles Island JOB# J37881 ROOF OE # J37880 FLOOR MODEL Custom 2-story O FT 997 ft2 ATE 06/12/19 (LATEST=12/05/2019) N ACC dNMANt F 14`iTH THE F1ygdI A ADhRRISTk&I wNrt)pR,__ " - j inwei luwo hR IT), EANI C,8AT'PRU&S is the I "TrIt Dcst&n ErtgreeeN' Tshostree,holvedin aattrninarc .xEth fhe 1 ! rW Ca Huihl., Cage ( ! PPROVAL NOTE: i Y Tectua thin Plac cool ISMIP )signas.tured Islon Fe an thU shoot the Poser OF his IgSW,,Ej... .... old -di that the g aGP.1thant Plan comPUT ! ! I Of file Awdule Atoob of the weed The onkl s, also aakiuche gee that the approval auAV,... EAST I ,OAST TRUSS to mancFacture these Do es and dallier them to the pi.jecr rusk led On fu tn. J u : I ! The n-seme also acknowledges that ",all, 1111,1s Worse ! espons hip for any repel., Morwenle AN !etror oqu Fed due to errors NO that, Case at EAST COAST T RUSS. ! ! igned: Date-, U_ ODE =FBC 2017/TP12014 ASCE 7.1 DESIGN CRITERIA =MWFRS C CCUPANCY CATEGORY = II Uj XPOSURE = D 0- WF SPEED =170 UILDING TYPE =ENCLOSED < EAN HEIGHT =23 ft 00 GRAVITY LOADS co 0R; DUR' FACTOR= 1.0 LU SF=TCLL - TCDL- BCLL-BCDL z 4V. V!40.kJy4/. 9V.0 [RL OOF; OUR FACTOR= 1.26 PSF=TC�."'ALL� I ClD/1•.•�T7L - BCLIL+p,- BCDL N- 0.0,7.010.01 10. [p� i✓f LOADS PER FBC 8X FRC "NON -CONCURRENT BC LL tope CONCURRENT Be STORAGE LL 20 PN UPLIFT MUST BY PASS FLOOR TRUSSES ' UNI FBI SHOWN ON ENGINEERED tRUSS URAWING. ! f g ALL GIRDEFFOOLUMN LOADS MUST BY-PASS FLOOR TRUCK UNLESS SHOWN ON ENGINFEREtt IRUSS DRAWING FAA STRONG BACK( BRACING Nn e O C IS RECONANA `JkU ON �../ FLOOR TRUSSES SPANNING MY -TOR MORE _._ . CAUTION SPANS GREATER THAN 3P O ML187 BE SFT'WITH A SPRFADEk BAR h IF }+�q V ¢' t SPREADER BAR SHOULD BE AT 1_FASI 112 TO ,,. An IN LENGTH AS THE SPAN OE THE TRUSS ^""X ®+! BRING SET wN ' ).. k ;, f REFER TO RCI$1 FOR COMPI E7 E #. § ERECTION AND SAFETY PROCEDURES #.v T s ALL SEMOD BY BUILDER . .• .°•.•... __ NOTE`TRtf$$ES PO NOT 0 SUPPORTANY PLANT SHELVES lanuel Digitally signed by — Manuel I Aartinez • Date:20 lartinez 9.12.10 11.09:47 05`00' ?BAN NUTTINdAN_� th#y}t)V, =tMAAAa'aarr� t f}t'�y's�� ON, .„ +N $•-` •. K tla *L^`"`F,="=, _g il'2A _ efiaa* x 1 # y REVISIONS i ; I •, Revised 4 1/21' overhang to a p t oA`a .} •.: e rh'y,'= cantilever, 41/2" w 55m 4NF at'.hM[#x"s' 7 &�Fp CV 4 r^A! " if plot 18x24) .Designed by:BH a.