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Home My WebLink AboutTRUSS PAPERWORK® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss -designs re f ly on lumber values established by others. SCANNED MiTek® �� Vale �®p� St.LucieCounty RE: 1755742 - LT 4 WATERSTONE-ST LUCIE C MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOME Project Name: 1755742 Model: 1820 B. Tampa, FL33610-4115 LottBlock: 4/5/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 5313 SAN BENDETTO PL, . City: FORT PIERCE State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 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 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# I Truss Name Date 1 T16873303 1 A01 4/24/19 118 1 T1 6873320 01 P 4/24/19 12 I T16873304 1 A02 14/24/19 119 1 T1 6873321 1 C1 V 14/24/19 1 13 1 T1 6873305 1 A03 14/24/19 120 I T168733221 C3 14/24/19 1 14 1 T1 6873306 1 A04 14/24/19 121 1 T1 6873323 1 C3V 14/24/19 15 1 T1 6873307 1 A05 14/24/19 122 1T16873324105 14/24/19 16 1 T1 6873308 1 A06 4/24/19 23 T168733251 C5V 4/24/19 1 17 1 T76873309 1 A07 1 4/24/19 124 T768733261 D02 14/24/19 1 18 1 T16873310 1 A08 14/24/19 125 1 T16873327 1 E3 14/24/19 1 19 1T168733111A09 14/24/19 126 1 T1 68733281 E7 14/24/19 1 110 1 T1 6873312 1 Al 14/24/19 127 1 T1 6873329 1 E7V 14/24/19 1 Ill 1T168733131All 14/24/19 128 1 T1 6873330 1 E7VP 14/24/19 1 112 1 T1 6873314 1 Al2 14/24/19 129 1 T1 68733311 H3 14/24/19 1 113 1 T1 6873315 1 B02 14/24/19 130 1 T1 6873332 1 H7 14/24/19 1 114 1T16873316 1B03 14/24/19 131 1 T1 6873333 1 H7V 14/24/19 1 115 1 T168733171 B04 14/24/19 1 1 1 116 1 T1 6873318 1 B05 14/24/19 117 1 T1 6873319 1 C1 14/24/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021, IMPORTANT NOTE- The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlfTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and property incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. ►uuurrp �`��O • UI �.` J . ••ENS o 8182 O: TATE OF :�14/Z O R 19 P,r N S �O �`% rr 11111►►► J quin Velal' No.68182 nek USA, Inc. L Cert 6634 Parkerast Ivd.TamparL33610 D : April 24,2019 Velez, Joaquin 11-1 1 of 1 Truss Thus Type Oty Ply LT4 TONE-ST LUCIEC r1715742 • • T16873303 A01 SPECIAL 8 1 Job Reference (optional) Builders Hrstoaurce, Flant Gliy, FL-33567, 8.220 s Nov 16,2018 MITek Indmtdas, Inc. Wed Apr 24 TL:U4:b3 zUl a 6.00 F12 5x6 = 5 22 23 Sx8 G 4 2x4 3 1.5.8 STP= 21 4 2 13 12 25 26 11 1 6x12 MT20HS = 4x6 = 3x4 = 3x4 = 5xB 6 Scale =1:72.4 2x4 i 7 1.5xB STP = 24 4 10 all Iy ry 6x12 MT20HS = c 4.10 MT20HS 3.001E 4x10 MT20HS Zz 6.8-0 17-fi-B 22-1-8 31-M 39-8-0 A-1n-R a-A-O Plate Offsets (X Y)-- 12:0-0-14 Edgel 14:0-4-00-3-01 16:0-4-0 0-3-01 18:0-0-14 EdgeT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vital Ud PLATES GRIP TCLL 20.0 Plate Grip COIL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.0010-11 >475 180 MT20HS 187/143 BCLL 0.0 ' Rep Stmss Incr YES W B 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 197 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Row at micipt 6-11. 4-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Hom 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-4=4724/2545, 4-5=-2447/1526, 5-6= 2447/1526, 6-7=-463212545, 7$--4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-056/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970, 6-11=-1297/858, 6-10=-708/1631, 7-10=-271/284, 5-12=-450/1024, 4-12= 1385/858,4-14=-708/1789,3-14= 257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft: eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-6. Exterior(2) 37-" to 41-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5" This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. - 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11o) 2=797,8=797. Joaquin Velez PE No.68182 fill rek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 WARNWG- VrWilydes/gnaaremaferaaAEREAD NOTES ON TRISAND/NCLUDED A11717KREF£RANCEPAGERA-7473 rev. l�15 BEFOREUSE. Design valid for use only ,fM Mnek®connectors. This design 0 based only upon parameters sr, w and is for an lndivldual building component, not �® a truss system. Before use. the building designer must verily the applicability of design parameters and pmitarly incorporate this tle9gn into me overall burdingdesgn. Bracing indicated is to prevent buckling of indMdual husi and/or chord members only. Additional temporary and permanent bracing _.—�• Welk' Is always required for stability and to prevent collapse with possible porsonal I^LAy and property damage. For general grAdonce regarding the fobdcallor,, storage, delivery, erection and bmchg of trusses and fruits systems, s SANSVTPH Quallf DIke11p, DBB-09 and BC31 Building Compon�nl 6906 Parke East Bhd. Safely Nlorma8ornvaeabie from Lass Plate mature. 216 N. Lea 5freet, Salle 312. Alexantlrla VA 22314. Tampa, FL 33610 Trams Truss Type ly LT 4 WATERSTONE-ST LUCIE C ' r T76873304 rJob 17¢5742 A02 SPECIAL Syl 1 Job Reference (optional) Builders RrstSource, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:04:55 2019 Scale = 1:74.1 5.6 = 6.00 12 Sx6 - 3x4 = 5x8 G 3.00 FIT 5xB 8-8-Q 15.7-7 19-1U0 24-0-9 31-0-0 39-8-0 H a-aO &f1A 4-2.9 4a-9 I a-n-> a.a-n Plate Offsets(XY)- f2:0-2-7Edae) 14:0-4-00-3-0115:0-4-00-2-8116:0-4-0.0.2-81 f7:0=3-0.0-0-0119:0-2-7,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ved(LL) 0.61 11-12 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES W B 0.75 Horz(CT) 0.57 9 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 218 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 1-4,7-10:2x4 SP No.t BOT CHORD 2x4 SP No.2'Exci 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. REACTIONS. (I ilsize) 2=1540/0-6-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=797(LC 10), 9=-797(LC 10) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6=-1932/1427, 6-7= 2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15= 741/1929, 12-13=-740/1929, 11-12=-1510/3090. 9-11=-231:3(4431 WEBS 3-16=-282/293,4-16=-739/1735,4-15=-1216/789,5-15=-56911133, 5-13=-269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-1138/789, 7-11=-740/1605, 8-11=-296(294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=151t; B=45ft; L=40ft; eave=5fl; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Intedog1) 2-7-10 to 15-0-6, Exterior(2) 15-0-6 to 24-7-10, Intedor(1) 24-7-10 to 37-0.6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) =This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jdint(s) except (jt=lb) 2=797, 9=797. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Bald. Tampa FL 33610 Date: April 24,2019 AWARNWG-Verlrydeslgnpe tex dREAONO7E6ONMSANDWCLUOEO6flfEKREF NCEPAGEM6741 mz10,N]Rp159EPONEUSE Design valid for use only whrr M9ek®connectors. Mis tle9gn Is based only upon parometers shown. and B for an Individual budding component. not a Mass system. Before use, me building designer must verify me appllaab0lty, of design parameters and properly Incorporate this design Into the overall butting tlesgn. Bracing indicated 6 to prevent buciding of Individual hums web and/or chord members only. Additional temporary and permanent bracing M always repulred for Stotailty, and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricoaon storage, delivery. erection and bracing of Musses and hums systems seeANSVWII Dually CrSeda, D5549 and SCSI Building Component Safely Nformalbrpvollable from Truss Plate Inmahite, 218 N, Lee Sheet. Suite 312. Alexandria, VA 22314. {■� �■ MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LT4 WATERSTONE-ST LUCIEC x T16873305 17S5742 A03 SPECIAL 2 1 J b R f (opt p builders rwtaource, rlam lAy, rL- Jabbr, B.22U a NOV lb ZUI0 MI IeK Inc. vveOAprea m:ur:aomie rayc, ld2e0P0mOm9ARv8hJAt1 SMJXXZNW55 Scale=1:74.6 6.00 12 Bids = 5 SIB = 6 f 5x8 4x10 MT20HS 3.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Onto DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TC 0.90 SC 0.73 W B 0.96 Matrix-MSH DEFL. in (loc) Wall Ud Ve art0.60 11-12 >789 240 Vert(CT) -0.9811-12 >485 180 Hom(CT) 0.56 9 Na n1a PLATES MT20 MT20HS Weight: 204 lb GRIP 2441190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purims. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 'Except' WEBS 1 Row at midpt 4-14. 6-14 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9= 797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-0=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12= 1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792; 4-14=-12411891, 5-14=-415/824, 6-14=-251/253, 6-12=415/915, 7-12=-1168l791, 7-11= 783/1646, 8-11=319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=4514 L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intenor(1) 2-7-10 to 13-0-6, Extedor(2) 13-0-6 to 26-7-10, Interior(1) 26-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions -shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) =This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joints) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=797. 9=797. Joaquin Velez PE Nu.68182 Il USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNING - Ven/y Eesfga parsmetera andREAD NOTES ON THIS AND WCLUDED MWEK NEFENANCE PAGE M11-74T! rev. 16TJ2015 BEFORE USE. Design valid for use only wiln MITek® connectors. This design is based only upon parameters shown, and Is for an Intlivitlual building component, not H� a hum system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into fie overall builtlingtlesign. Bracing indicated Is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of musses and truss systems, seeANSUIPR Quality Cil DS949 and SCSI Building Component 69N Parke East Blvd. Safety tnfonnotbmvallabie from Trust Plate Imtihr e, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LT WATERSTONE-ST LUCIEC k f T76873306 17.15742 A04 SPECIAL 2 1 Job Relerence o filarial Builders FUSISOurce, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:04:58 2019 Page 1 ID:193OGW BBpX3jR187zeOm7kz57ad-6YKoKRdFOr?AZmRIRSUrrrXNFUa9K19UmNO40zNW53 r1-49 511-1 46.9 150-0 79-10.0 24-50 30-1-7 33-8-15 1 39-B-0 Al-O-O • �1-4.0 511-1 3-7-9 557 4-70.0 4-10.0 SS-0 3-7-9 511-1 1-4.0� 6.co 12 Sx6 = 5X6 = 3x4 = 5 25 6 2B 7 5xfi i <24 4 2X4 3 1.5x8 STP = / 2 01� 16 6x12 MT20HS 15 14 29 30 13 5xB = 4X6 = 5x8 = Scale=1:73.4 27 5X6 Q B v2 2X4 i N 9 28 1.54 STP = 12 xi 6x12 MT20HS= 10 11 ? 1qo 5XB \1 5X8 3A0 12 5x8 5.6 I/ U8-50 150.0 24-B-0 31-0-0 39. -0 0 6.4-0 9-8-0 S4-0 &8-D Plate Offsets (X Y)- (2:0-2,3 Edgel 12:0-2-7 Edgel r4:0-M 0-3-01 (5:0-3-0 0-2-01 17:03M 0-2-01 f8:0-3-0,0-3-01 I70:0-2-7,Edgel 110:0-2-3 Edgel LOADING (psQ SPACING- 2-M CSI. DEFL in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.98 13-15 >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.47 Horz(CT) 0.56 10 n/a n/a BCDL 10.0 Code FBG20171TP12014 Matrix-MSH Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS IRow at midpt 4-15.8-13 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10). 10=-797(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5-6-2498/1782, 6-7=-2498/1782, 7-8= 283B/1878,8-9=-4672/2875,9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328, 4-15=-1646/1009, 5-15=-513/980,7-13=-513/980, 8-13=-1538/1009, 8-12- 598/1238, 6-15=-339/196, 6-13=-039/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; 11=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 11-0-6, Extedor(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6. Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extenor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4)-AII plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Pearing atjoint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797,10=797. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q lCkfWMG-yed/ydes1gnpoamvhvs.dFE413NOTES ON TNLSANDNCWDEDWEKBEFERANCEPAGEU67m) ,.. 14,112V2e15BEFOBEUSS Design valid for use only with MiTek® connectors. The design Is based only upon parameters shown and b for an Individual building component not a huss system. Before use, the building designer must verify me applicob0ily of design parameters and properly incorporate this design Into me overall bufforgdedgn. Bracing Indicated istopreveatbucleingofmdividualtrussweband/or chord members only. AddMonoltemporarycndpermanenibrachg MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems. csoANSVIPI1 QuoMy CMrrdo, DSB49 and SCSI Building Component Sabry Infor malionavolloble from iris Plate Institute. 218 N. Lee Sheet, Suite 312. Alexontltlo. VA 22314. 6904 Papa East Blvd. Tampa, FL 33610 Job Truss Thus Type Ory Ply LT 4 WATERSTONE-ST LUCIE C f s T16873307 1745742 A05 SPECIAL 1 1 Job Reference (optional) ommnu r,io,oaui , nan x,uy,r -uwor, 11.22a s NOV TO 2al6 fill I ex Industries. Inc. wee Apr 14 RI W:m ca m 5x8 = 6.00 F12 4 23 24 5x6 i 22 3 1.5s8 STP = 21 14 2 13 oT 1 6x12 MT20HS = 3x4 = 5x8 � 3.00 12 Scale = 1:73.4 3x4 = 5x8 = 5 25 266 27 5x6 -1 T 7 0 28 1.5xe STP= 4 12 11 10 B9 n 4x6 = 3x4 = fix1214T20HS = 10 5xa LOADING (psf) SPACING- 2-M CSI. DEFL. in goc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vem(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.9611-13 >498 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 190 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 *Except' 12-14,1 D-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left. 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-e-0, 8=1540/0-8-0 Max Harz 2— 294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3081, 3-4=-4613/2900, 4-5= 3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=4919/3081 BOT CHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14= 371/405, 4-14=-1034/1926, 4-13=-156/535, 5-13=399/285, 5-11=-399/285, 6-11=-156/535,6-10=-1034/1815,7-10=-378/405 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Mterior(1) 16-11-10 to 22-8-6. Extedor(2) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. - 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) *This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle M-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI i angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 8=797. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 �WARNNG- VerltydeslgnperamefersandRPAONOWS ONTN6ANDWCLUOEDAVTEKREFERANCEPAGEM674MJre.. 16T 15HEFOREUSE Design vclld for use only with Mmek®connectors. The design is based on1yupcn parameters shown, and I5 for an Individual building component, not a truss system. Before use, Me balding designer must variN the applicability of design perometers and property Incorporate MB design Into Me overall buildIngdeslgn. Bracing Indicated Is to prevent bucking ofIndividual Mrs; web and/or chord members only. Additional temporary and permanembrocing MiTek' Is always required for stability and to prevent callome with possible personol Injury and property damoge. For general guidance regarding me fabrication. storage, delivery, erection and bracing of teases and truss systems seeANSI/IPI7 Cup1By CdtMo, DSII-89 and SCSI SWdIng Component 69M Pane East Blvd.Safety Sdarmationavollable from Truss Plate Institute. 218 N. Lee Street, Sulfa 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Oly Ply LT4 WATERSTONE-ST LUCIEC I 1 71fi873308 rob 55742 A06 SPECIAL 1 1 Job Reference (optional) sx6 = s6= 5 26 2] ] Builders Hrsibourae, riant IBty, bL - 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:U5:UJ ZVI B rage 1 ID:193OGW BBp%3jRI87mOm7kz5?ad-SV7hN9hNDNeTfcfOY_lfyuYMxGDcgaAve24BgdzN W5_ i149 Sd1-1 11-0-0 17-00 22-8.0 2B-8-0 23-8-15 H 39-8-0 fl1.O'Q 1-4-0 5-11-1 5-0-15 fi-0-0 5-8-0 60.0 5-0-15 5-11-1 1-4u Scale=1:72.0 5 - 2.4 II 4 24 25 5 boo 12 29 1.Sx8 STP = 5x8 = 3.0o 12 5x9 LOADING final) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSL TC 0.93 BC 0.68 W B 0.56 Matrix-MSH DEFL. in (loc) I/defl Ud Veri(LL) 0.73 12-14 >656 240 Vert(CT) -1.0314-15 >464 180 HOrz(CT) 0.58 9 n1a n1a PLATES MT20 MT20HS Weight: 209 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT CHORD 2x4 SP M 31 -Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Holz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9= 797(LC 10) FORCES. (Ib) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-4608/2864,4-5=-4142/27.20,5-6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863,8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11= 2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14= 321/319, 6-12= 381/321, 7-12=-550/1117,7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE.7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps4 BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2) 24-8-6 to 32-7-10, Intedor(1) 32-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 2one;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) '•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 266 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=797,9=797. 7 v19 0 Joaquin Velez PE No.68162 MTek USA, Inc. FL Cart 66U 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verity design ParameressamCREAD NOTES ON WISANDINCLUDED MIllEFERANCEPAGE MIAM3tev. 1,0131015 BEFORE USE Design valid for use only with MOek® connectors. this design Is based only upon parameters shown, and Is for an individual building component, not ��®® a buss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall buldingdesign. Bracing Indicated is to prevent buc4Jing of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' B always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellveiy, erection and bracing of trusses and truss systems. seeANSVTPII QualBitryy Cell DSB49 and BCSI Bu2dhD Componont fi904 Polito East Blvd. Tam a, rk East B Safety mfurmalbnovallable from Truss Rate Institute, 218 N. Lee Street Suite 312, Alexandria VA 22314. P33610 Job Truss Truss Type Oty Ply LT WATERSTONE-ST LUCIEC 1 1 T16873309 17115742 A07 SPECIAL 1 1 Job Reference (optional) augers r-Irs1J011fli Flam Llry, 1-1--W567, sxs = 3x4 = 6.00 F12 4 27 2829 5 3x4 i I1 5 .SX9 STP= 3 26 2$ 2 17 16 1 18 5x6 _ 3z4 = 2x4 II 3x6 3.00 F12 8.220s NOVl62D18MiTeklndmtdes,Inc. Wed Apr2412:Ub:042U1U reanrnuao..va:ale7.,.n..,7r..co-a ,.AkAi,lrn hi.,V!4i— iriv„AA"W,a,71I, Qiilki Scale =1 v2.0 5x8 = 5x6 = 6 3031 32 7 3x4 O 633 N 34 1.Sxe STP= 15 14 13 12 910 ^ 3x6 = 5x6 = 5x6 = 11 14 3.4 = 2x4 II 3x6 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vat (LL) 0.21 15-16 >745 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.59 Horz(CT) 0.03 9 n/a nta BCDL 10.0 Code FBC2017frP12014 Matdx-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.7-5 oc pudins. BOT CHORD 2x4 SP Ni BOT CHORD Rigid ceiling directly applied or 6-01 oc bracing. WEBS 2x4 SP Ni REACTIONS. All bearings 0-8-0 except Ut=length) 16=0-". 13=0-4-0. (lb) - Max Hom 2=212(LC 9) Max Uplift All uplift 100 lb or less at joini except 2= 288(LC 10), 9=-302(LC 10), 16=-686(LC 10). 13=-715(LC 10) Max Grav All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-947/504, 34=338/121, 4-5=,318/669, 5-6= 587715, 6-7=-340f707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332,11-12=-351/945, 9-11=-346/937 WEBS 3-17=-599/493, 4-17=-50/419, 4-16=-986/605, 5-16=-792/733, 5-15=-520/206, 6-15=489/297, 7-12=-70/391, 8-12=-588/485, 6-13=-773f717,7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 5-0-6, Extedor(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-8-6„Extedor(2) 26-8-6 to 34-7-10, Interior(l) 34-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)-Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 6861b uplift at joint 16 and 715lb uplift at joint 13. 8) Load cases) 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNOVG-Verity Ceslgnparametem end READ NOTES ON TNISAND INCLUDEDM?EKBEFER41NCEPAGEMLL7473mv TOIXIOVI5BEFOREUSE *� Design valid for use onlywrih MReket connectors. MIS design a based only upon parameters shown. and IS for an IndNitlual bustling component not a truss system. Before use, the building designer mug verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated L to prevent buckling of Ini Miss web and/or chord members only. Additional temporary and permanent bi MiTek' Is always required for stabillly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery. erection and bracing of trusses and truss systems seeANSVTPl1 Cui CdtMa, DS 49 and )CSI kidding Component 69N Parka East Blvd. Safi Wormatbrnvoeable from Truss Rate Institute. 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss e Oty Ply LT4 WATERSTONE-ST LUCIECT76873309 S 1 1 Job Reference (optional) Builders HrstSource, Plant City, FL - 33567, 8.220 s Nov 16 2016 MiTek Industries, Inc. Wed Apr 24 12:05:04 2019 Page 2 ID:193OGWBBpX3jR187wOm7kz5?ad-whh4bVi0 hmKHmEb6iVu465Z2fchZOx2sigkC3zNW4z LOADCASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-54, 4-7=-54, 7-10= 54, 17-19=-20, 12-17=-20, 12-22=-20 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 24= 61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22- 20 Horz: 1-2=9, 24=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-22, 24=-30, 4-7=-45, 7-9=-61, 9-1 0=-53,17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13= 20, 12-22=-20 Horz:1-2=-22, 24=-14, 7-9=-17, 9-10=-9 17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Pamllel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 24=45, 4-7= 45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 24=45, 4-7=45, 7-9=45, 9-10=-37, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=-7, 2-4=1, 7-9= 1, 9-10=7 ®WARNING-VeNrydesl9nparame(erse dREAONOTES ON THISANO INCLUDED MREKREFERANCEPAGEMI474TSrev. 10D1420156EFOREUSE Design vold for use only with MBekW connectors. This design is based only upon parameters shown, and is for an Individual bullding component. not �R q` o truss system. Before use, true building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulidingderagn.Racing Indicated is to prevent buckling of lndivldual Muss web and/or chord members only. Additional temporary and pennanentbrocing MiTek' B always required for stability and to prevent collapse with pacuble personal Injury and properly damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of Muses and truss systems meANSVIPII Quality CMuxl, DS149 and SCSI Su9dND Component 6904 Parke East Blvd. Safety Mformatbnowallable from Truss Rate Institute, 216 N. Lee Sheet Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Oily Ply LT4 WATERSTONE-ST LUCIECT1fi873310 TSPECIAL 1755742 A08 1 1 Job Reference (optional) bui nrssanurce, nano ury, rL-JJbby, - 8.220 a Nov 16 201E MI lek industries, li ID:193OGW BBpX3jR187zeOm7kz5?ad-t4pgOAIGW 102W4 ri-4-,1-0A1G-0.B 19-10.0 22-&14 I 26-&5 32-8-0 �7-0-0 5.3-0 &8 2-7-14 3-9-8 6-4-11 5x6 = 3xii = 2x4 II 5x6 = 5z12 = 6.00 12 3xfi — Sx6 = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 1.5.8 STP = Sx8 = 36 37 38 39 40 1514 41 42 43 44 45 46 12 61 = 3xfi = 64 = 1x12 = &a = 316 3.DO F,2 Wed Aar 2412:Ub:Ub zma rage 1 Scale = 1:72.0 1.5xS STP= 1� 1 n' 11�1 0 3xfi a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ve art _ 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.2714-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.D6 10 rya n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 cc puffins. 7-9: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-M except Qt=length) 16=0-4-0, 13=0d-0 (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-029(LC 8), 16=-1695(LC 8). 13=-1859(LC 8) Max Gran, All reactions 250 Ib or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3.4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022,8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321,13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17— 102/288,4-16= 1311/939, 5-16=-1398/1438,5-14=-602/680,6-14=-421/437, 7-14=-775053,7-13=-1427/1490,8-13=-1441/1137,9-12=-14/366,4-17=-1017/2098, 8-12_ 1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vult=16bmph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. •II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 3561b uplift at joint 2, 429 lb uplift at joint 10. 1695 Ib uplift at joint 16 and 1859 lb uplift at joint 13. - 8) Load case(s) 4,.5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 hasthave been modified. Building designer must review loads to verify that they Joaquin Velez PE No.68182 are correct for the intended use of this truss. MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNING-Ver/N design peramerersend READ NOTES ON iNISMI)INCLUDED MREK REFERANCEPAGEMLL74M.. 10ro1s?0158EOREUSE �■� Design valid for use only with M9ek® connectors. Ih9 design 6 based only upon parameters shown and Is for an Individual bWtling component. not a truss system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporate th6 design Into me overall building design Bracing Indicated is to prevent buaNing of Individual buss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardin me fobricoli storage, delivery, erection and bracing of trusses and onus systems seeANS171P11 Quails. Creeft. D5549 and BCSI 6u3dkrD Component hrformafbmm Pl va8oble from Truss Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314. +,�•�p� MiTeW 6904 Parke East Blvd.Suety Tampa. FL 33610 Job Thus Truss Type Ory Ply LT WATERSTONE-ST LUCIEC s T76873310 1755742 A08 SPECIAL 1 1 - Job Reference (optional) Builders First5ource, Plant City, FL-33567, 8.220 s Nov l620IB MiTek indmtdes. Inc. Wed Apr 2A 1z:ua:uo 4u is raga e ID:1930G W BBpX31RI87mCm7kz57ad-t4pgoPiG W 102 W 40zo7bMAXAvpT8w1 roLK7JrGyzN W 4x NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175111 down and 159 lb up at 7-0-0, 111 lb down and 197 It, up at 9-0-12, 111 Ito down and 1971b up at 11-0-12, 111 Ib down and 197 lb up at 13-0-12, 111 lb down and 197 Ito up at 15-0-12, 111 lb down and 197 Ito up at 17-0-12, 111 lb down and 197 111 up at 19-0-12, 111 lb down and 197 It, up at 20-7-4, 111 Ito down and 197 go up at 22-7-4, 111 Ib down and 197 Ib up at 24-7-4, 111 Ib down and 197 Ib up at 26-7-4, 111 Ib down and 197 lb up at 28-7-4, and 111 lb down and 197 lb up at 30.7-4, and 175 It, down and 356 Ib up at 32-8-0 on top chord, and 353 Ib down and 128 go up at 7-1-8, 92111 down at 9-0-12, 92111 down at 11-0-12, 92 Ib down at 13-0-12, 92 Ito down at 15-0-12, 92 Ib down at 17-0-12, 92 lb dawn at 19-0-12, 92 Ib down at 20-74, 92 Ito down at 22-74, 92 Ito down at 24-74, 92 lb down at 26-74, 92111 down at 28-7-4, and 92 Ib down at 30-74, and 353 Ib down and 128 Ito up at 32-6-e on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9- 54, 9-11=-54, 17-18=-20, 12-17= 20,12-21=-20. Concentrated Loads (lb) Vert: 3=-175(B) 7=-111(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B) 24=-111(B) 25=-111(B) 26=-111(B) 28=-111(B)29=-111(B)30=-111(B) 31=-111(B) 32=-111(B) 33- 111(B) 34=-111(B) 35=111(B) 36=46(B) 37=-46(B) 38=46(B) 39=46(B) 40=46(B) 41=-46(B) 42=46(B) 43=46(B) 44=46(B) 45= 46(B) 46=46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2-42,2-3=13,3-27=45,27-34=26,9-34=16,9-10=31, 10.11=21, 17-18=-10, 16-17- 10,13-16=49(FS9), 12-13=-10, 12-21=-10 Hom 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B)25=136(B) 26=136(B) 28=1 56(B) 29=1 56(B) 30=156(B) 31=1 56(B) 32=156(3) 33=156(B) 34=156(B) 35=165(8)36=-23(B) 37=-23(B)38=-23(B) 39=-23(B)40=-23(B)41=-23(B)42- 23(B)43=-23(B)44=-23(B) 45=-23(8) 46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26. 8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17= 10, 13-16=49(F=59), 12-13=-10, 12-21=10 Horz: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=1 08(B) 24=1 65(B) 25=156(B)26=156(B)28=156(B)29=156(B)30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(B)35=136(B) 36=-23(B)37=-23(8)38=-23(B)39=-23(B)40=-23(B)41=-23(B) 42= 23(B) 43=-23(8)44=-231B)45=-23(B) 46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Leh: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17= 20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (Ib) Vert: 3=54(B)7=197(B) 9=315(B) 17=128(B)15=-13(B)12=128(B) 24=197(B)25=197(B) 26=197(B)28=197(B) 29=197(B)30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(B)35=197(B) 36=-13(B)37=-13(B)38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)46=-13(B)46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hoe: 1-2=-29, 2-3- 19, 9-10= 22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B)12=128(B)24=197(B) 25=197(B)26=197(B)28=197(B) 29=197(B)30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(8)44=-13(B)45=-13(B)46=-13(B) 8) Dead +0.6 MWFRS; Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert:1-2=74,2-3=45,3-9=45,9-10=45, 10-11=74,17-18=-10, 16-17- 10,13-16=49(F=59),12-13=-10, 12-21- 10 Horz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B) 9=214(B) 17=108(B) 15=-23(B)12=108(B) 24=136(B)25=136(B) 26=136(B) 28=136(B)29=136(B) 30=136(B) 31=136(B) 32=136(B) 33=136(B)34=136(B)35=136(B) 36=-23(B)37= 23(B)38=-23(B) 39=-23(B)40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=45,2-3=16,3-9=16,9-10=16, 10-11=45,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz: 1-2=-53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B)9=271(B) 17=108(B) 15=-23(B)12=108(B) 24=165(B) 25=165(B)26=165(B)28=165(B)29=165(B) 30=165(B)31=165(B)32=165(B) 33=165(B)34=165(B)35=165(B)36=-23(B) 37=-23(B) 38=-23(B) 39= 23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46= 23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B)31=197(B) 32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38= 13(B)39=-13(B)40=-13(B) 41=-13(B) 42=-13(B)43=-13(B) 44=-13(B)45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20; 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21= 20 Horz: 1-2= 9, 2-3=2, 9-10= 2, 10-11=9 A WARNING -Vedrydeslgnparameten end READ NOTES ON TNISAND INCLUDED MrtEKREFERANCEPAGEMIl44M rev. 1NAiI2015 BEFORE USE Design valld for use oNy WM Mrek®connectors. Thb design k based only upon parameters mourn, and Is for on IndMduol bulding component, not �R q■ a truss system. Before use. Me bulding designer must verity Me appllcabdr yof design parameters and properly Incormrate this design into Me overall binding design. Bracing Indicated is to prevent buckling of indMduol mass web and/or chord members only. Additional temporary and permanent bracing MiTek- G always reguted for stability and to prevent collapse with possible porand LQury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and tens systems. seeANSVIPII CoaOy Qeisdo, DS3419 and SCSI Building Component ke East BNd. 6904 Parnn East SaNry Nformatbrpvalable from Truss Plate InstiMe, 218 N. Lee street Suite 312, Alexandria. VA 22314.33610 Tempe. Job Truss Truss Type Oty Ply IT WATERSTONE-ST LUCIEC r r T76873310 1755742 A08 SPECIAL 1 1 Job Reference (optional) sunders Finubource, Plant Clty, FL-33567. 8.220 a Nov 162016 MiTek Industries, Inc. Wed Apr 24 12:05:06 2019 Page ID:193OGW BBp%3jR187zeOm7kz57ad-t4pg0AjGW IO2W4OzD7bMA%AvpTBwt roLK7JrGyzNW4n LOAD CASE(5) Standard Concentrated Loads (Ib) Vert: 3=72(B) 7=1 97(B) 9=335(B) 17=128(B) 1 5=-13(B) 12=1 28(B) 24=197(B)25=197(B)26=197(B)28=197(B) 29=197(B)30=197(B)31=197(B) 32=197(B) 33=197(8) 34=197(B) 35=197(B)36=-13(B)37=-13(B)38=-13(13) 39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-1SIB) 44=-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. III Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11= 22,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21- 20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (Ib) Vert: 3=-1 9(B) 7=145(B) 9=232(B) 17=76(B) 1 5=-13(B) 12=76(B) 24=145(B) 25=1 45(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31 =145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B)38=-13(B) 39- 13(B)40_ 13(B)41=-13(B) 42= 13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead +0.75 Root Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2-3=-14, 9do--17, 10-11=9 Concentrated Loads (Ib) Vert: 3=-19(B) 7=145(B) 9=262(B) 17=76(B) 15=-13(B)12=76(B) 24=145(B) 25=145(B) 26=145(B)28=145(B) 29=145(B)30=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(B)35=145(3)36=-13(B) 37=-13(B)38=-13(B) 39=-13(B)40=-13(3)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(8) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-37, 2-3=-45, 3-9=45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Harz: 1-2= 7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(8) 25=145(B) 26=145(B) 28=145(B)29=145(B) 30=145(B)31=145(B) 32=145(B) 33=145(B)34=145(B) 35=145(B)36=-13(B)37= 13(B)38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B) 44=-13(B)45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2= 37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-1fi=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (Ib) Vert: 3=-5(B) 7=145(B) 9=247(B)17=76(B) 15=-13(B)12=76(8) 24=145(B)25=145(B)26=145(B) 28=145(B) 29=145(B)30=145(B) 31=145(B) 32=145(B) 33=145(B)34=145(B) 35=145(B)36=-13(B)37=-13(B)38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42=-13(B) 43=-13(B)44=-13(B)45=-13(B)46=-13(B) Q WARNING-Vedlydsslgnparemetern and READNDIES ON THIS AND MCLUDEDMI EKREFERANCE PAGE MG44Arev. 16T.tYN15 BEFORE USE Desgn wild f v use only with MRel0 connectona Mrs design is based only upon parometem shown, and is for an her idual curdling component veerall a truss system. Before use, me building designer must ve4fy the applicability of design porametersand properly Incorporate this design Into the over building design. &acing Indicated is to prevent buckling of hdMdual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wltn possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and loading of trusses and must; systems, seeANSUfP1t Qua ltly Cifodu, D3349 and BCSI Building Component to/ormationcvalloble from Truss plate Institute. 218 N. We Street, Suite 312, Alexondrla. VA 22314, i.�j■'1 ��• MiTek' 69N Parke East Blvd.Sabin Tampa, FL 33610 Job Truss Truss Type Oty Ply LT4 WATERSTONE-ST LUCIEC 1 T16873311 1755742 A09 SPECIAL 1 1 _ Job Reference (optional) 8utmers Flret50urce, Flam Gny, FL-33567, 1.5.88 S�TPP 6.00 12 Ss- 4 5x6 i 26 3 16 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed ID:193OG W BBpX3jR187zeOm7kz57ad-LGNCD W kuHc8v8Dz9ng6b-0 21-0-0 23-140 26.8.0 33-0-0 -0 2-10.0 6-4-0 3.6 = 6x12 MT20HS 0 5x6 i 7 3x4 = 26 6 5x6 C 9 15 14 13 12 6x12 MT20HS = 3.4 = 4x6 = 3x4 = 6x12 W20HS = 12:05:07 2019 27 5x8 3.00 12 5x8 24-O-11 31-0-0 39-8-0 R-a-n 1 6-ns I P.Lfi 1 a.11.5 I aR.n Scale = 1:74.5 Plate Offsets (X,Y)-- f2:0-2-7,Edoel (3:0.3-00-3-01 r4:0-5-00-2-01 P:0-3-0 Edgel f9:0-3-00-3-01 110:0-2-7 Edoel LOADING (psf) SPACING- 2-" CS]. DEFL in (too) Vde9 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(L-) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Verl(CT) -0.9613-15 >497 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 n/a nta BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 - 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 'Except- BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Hoe 2=-351(LC 8) Max Uplift 2=-797(LC 10). 10= 797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3074, 3-4=-4613/2894, 4-5=-3032/2041, 5-6=-3037/1996, 6$--2899/1874, 8-9=4664/2799, 9-10=4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16- 368/4D3,4-16=-1046/1945,4-15=-132/484,5-15=-339/256, 5-13=-415/322, 8-13=-181/531,8-12=-962/1816,9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6. Extedor(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extedor(2) 21-0-7 to 264-1, Interior(1) 264-1 to 37-0-6, Exterior(2) 37-M to 41-0-0 zon%C-C for members and forces 8. MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. - 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at joint 10. Joaquin Valet PE No.68182 9) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 24,2019 Q WARNNG-Vedly Cesign paramele...d READ NOMSON MSANDNCLUOEDM)fENREPERANCEPAGEM0.74n.v, IG'034?015 BEFORE USE Design valid for use only with MmWcorvrectors. Thisdesign Is based only upon parameters snowm and Is for an Individual building component, not a truss system. Before use. the bulding designer must vadfy me applicability of design parameters and properly Incorporate this design Into the overall 1/ bulding design. Bracing Indicated is to prevent bucHing of InOMdual truss web and/or chord memoe,s only. Addiflonal temporary and permanent bracing MiTek' 6 always recurred for stoblity and to prevent collapse with possible personal Injury and propertydamage. For general guidance regarding the fabricaflor storage, delivery, ereoncn and bracing of trusses and truss systems, seaANSVIPII Quality Cdlbdo. OS349 and IICSI building Component 69N Parke East Blvd. Safety Nformallono olloble from Truss Rate InstiM6, 218 N. We Street. Sulte 312, Alexandda VA 22314. Tampa, FL 33610 Job Truss Ply LT4WATERSTONE-ST LUCIECT16873312 17557g2 A10 7S�se 1 7 1 Job Reference (optional) Builders Flrslboume, Plant City, FL- 33567, 8.220 a Nov 16 2018 MiTek Inc. Wed Apr 24 12:05:09 2019 Paget Scale=1:75.1 5x6 = 602 MT20HS 31 5xB � 3.00 12 5x8 8-8-0 1610-11 22.9-5 31-0-I1 39-&0 8-8-0 1 8.2-11 1 5.16 11 0.2-1, 8.8,0 Plate Oftsets(XY)- f2:0-2-7,Edgel f4:0-3-80-2-0I 17:"-00-3-01112:0-2-7,Edge) fl4:0-7-00-3-9) (18:0-7-00-3-91 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.56 Horz(CT) 0.55 12 Na n1a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 16-18,14-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 12=1540/0-8-0 Max Herz 2= 351(LC 8) Max Uplift 2=-797(LC 10), 12= 797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4912/3208, 3-4=3607/2944, 4-5=-4155/2812, 5-6=-4155/2812, 6-7=-3887/2669, 7-9=3697/2514,9-10=-3697/2514,10-11=-4713/2877,11-12=-4921/3038, 6-8=-336/255, 8-10=359/263 BOT CHORD 2-1 8=-2764/4606,17-18=-1875/3299, 15-17=-224613973, 14-15=-1827/3338. 12-14=-2564/4446 WEBS 3-18=326/390, 4-18=-786/1550,4-17=-599/1023,5-17=-457/448, 7-17=-1671405, 7-15= 293/300, 10-15=-480/888,10-14=-707/1474,11-14=-229/273 Structural wood sheathing directly applied or 2-2-0 oc puffins. Except: 1 Row at midlot 6-7, 7-10 Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Brace at Jt(s): 7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L--40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Exlerior(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Exleriar(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) TYs truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verify capacity of bearing surface. " 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7971b uplift at joint 2 and 7971b uplift at Joaquin Velez PE No.68182 joint 12. 9) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Willett USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0WARNWG-Ver/lydesfgnparamerera.dREADNOTESONWMANGWOLUDWMR REFERANOEPAGEMX74M.re.. Ie41YI0156EFOREUSE. Design valid for use only with MlrbW cormectors. Kris design Is based only upon parameters shown, and is for an hdividucl building component, not 0 Muss system. Before use. me balding designer must verify Me applicability of design parameters and property Incorporate thb design Into the overall building design. Bracing Indicated Nis prevent buckling of Individual trss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for colorlN and to prevent collapse vith possible personol hjury and properly damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of trusses and truss systems seeANSVIPII CuolN8yy Ciliate. D3049 and 6CSI auldhp Component Safety lnfoOfbrpvalloble from Truss Rntlrta ate Institute. 218 N. Lee Street, Suite 312. AlexaVA 22314. rm fi904 Paris East Blvd. Tampa, FL 33610 Job Truss Time Type aY Ply LT WATERSTONE-ST LUCIEC l s T76873313 1755742 A11 SPECIAL 1 1 Job Reference (optional) Builders Finnhoume, Plam clty, FL-33567. 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:TU Zulu 6.00 12 1.5x9 STP = 1 3.6 5z6 = 4 2x4 3 26 2] 28 25 i] Sz8 = 16 3x4 = 3.00 FI2 2x4 II 6x8 = j 46 = 5.6 = 7 30 5z8 6 13 32 12 33 11 14 4x6 = 3.6 = 6x8 = Scale=1:73.7 1.5xB STP= @ 3. V01g14 � P 3x6 = 8-8-0 1&5.4 20.1-8 20,2-0 29-0.4 348-0 N-RO I 4.9-0 I B.0.d M1 0. pdd I 1M1-19 � Plate Offsets (X Y)-- 12:0-1-14 0-0-71 14'0-4-00-2-81 18:0-4-00-3-01 113-0-3-8 03-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.4411-13 >528 180 BOLL 0.0 ' Rep Stress [nor YES W B 0.88 Horz(CT) -0.02 13 n/a n1a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 1981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 6-13:2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=794/0-8-0, 13=1530/0-4-0, 9=760/0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-495(LC 10), 13=-614(LC 10), 9=-482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15), 9=881(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2041/1512, 3-4=-1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7=-207/436, 7-8=-1115/803. 8-9=-1238/763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-867/730, 9-11=-452/1032 WEBS 3-17- 307/321, 4-17=356/738, 4-1fi=d90/284, 5-16=-120/622, 5-15=-961/841, 7-13=-685/224,7-11=-473/971, 8-11=-525/508 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-5-0 oc bracing: 13-15 1 Row at midpt 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCOL=5.Opsf; h=15ft; B145ft; L--40h; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6. Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Exterior(2) 19-10-6to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcunent 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, with BCDL= 10.0psf. - 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 Ib uplift at joint 2, 614 lb uplift at joint 13 and 482 Ib uplift at joint 9. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING- Vedlydeetgn pammetemand BEAD NOTES ON WXMD UICLU0W fMRCBEFENANCEPAGEM674x3 rev. 1et13Qa15BEFOBE USE Deign valid for use only with Mrtek® connectom This deign to boned only upon parameters shown. and E for on individuol building component. not a roue system. Before use. the building designer must verity the applicobtify of design parameters and progeny Incorporate thb design Into the overall building deign. Bracing lndicchad is to prevent bucWhg of Indidual fmss web and/or chord members only. Additional temporary and permanent bracing M Mii Tek' b always required for stability and to prevent collapse with po Ve personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and cuss systems meANSUIPII Qua CMedO, DSld9 and 6C31lWtlhD Component PeMe East BNtl. InformalbtpvailaDle from Russ Hate Institute. 21 B N, Lee Sheet, Suite 312. Alexantlna, VA 22314. Tampa, FL 336f 0 Tampa, Job r11aa Trusts Type + + y LT4WATERSTONE-ST LUCIEC T168]3314 1765742 Al2 SPECIAL 1 1 Jab Reference (opTonalf ouaeen, r„e avu-. r,a„r e,ry, r� o., 2.2.2 6.00 12 0 3x8 \X 5x6 = 3.00 12 5x6 = Sx8 = 3x5 1 9 10 8 3x8 i 5x6 = 7 20 21 5x10 = V51- 4x5 = 19 18 17 8xl2 MT20HS= 3x5= Scale=1:73.9 5x6 C 11 6 2x4 // � 12 > >� a IL 130 N 16 15 !Y 3x6 = 3x5 = 3x5 = T-1.8 i i,1--0I W- i 02221-0 I I -0 --i Plate Offsets (X Y)-- (2:0-1-15 1-2-131 f2:0-4-6 Edge1 13:0-6-0 0-2-81 19:0-3-0 0-2-01 110:0-6-0 0-2-81 111:0-3-0 0-3-01 f 18:0-0-B Edge] [22:0-3-00-3-0] (25:0-0-00-1-121 LOADING(psf) SPACING- 2-M CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.26 24 >965 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 24 >740 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 HondCT) -0.03 18 We n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 237 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except. 5-23: 2x8 SP 240OF 2.OE, 20-22: 2x6 SP No.2, 8-18: 2x4 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except* 9-18,10-18,10-17,11-17: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-8 oc bracing. Except: 5-11-0 oc bracing: 18-20 WEBS 1 Row at midpt 10-18 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1186/0-8-0 (min. 0-1-8), 18=2162/0-4-0 (min. 0-2-9), 13=605/0-8-0 (min. 0-1-8) Max Horz 2=321(LC 7) Max Uplifl2=-691(LC 8), 18=-932(LC 8), 13=-006(LC 8) Max Grav2=1186(LC 1). 18=2162(LC 1), 13=787(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3449/1751, 3-4=3075/1697, 4-32=299a(1737, 5-32=-299B/1737, 5-33= 3405/1949, 6-33=3405/1949, 6-7=-1097/882, 73=-2221755, 8-9= 1921582, 9-10=-137/473, 10-11=422/263,11-12- 1075/465,12-13=-12211516 BOT CHORD 2-25=-142913116, 24-25=-140613090, 24-34=-835fl640, 23-34=335/1640, 21-22=-947/1664,18-20=-1203l753,8-20=-322/264, 16-17=-164/714,15-16=-164f714, 13-15=-336/1047 WEBS 3-25=-424/1159,3-24=-322/23,4-24=-182/253, 22-24=-644/1475, 6-22=-819/1879, 6-21=-1520/926,7-21=-810/1558, 7-20=-1086/652,9-18=-281/80, 10-18=-904/344, 10-17=-189/532, 11-17=616/383, 11-15= 64/396 NOTES- 1j Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Frei mechanical connection (by others) of truss to bearing plate Capable of withstanding 691 lb uplift at joint 2, 9321b uplift at joint 18 and 406 lb uplift at joint 13. 9) na Continued on Cabe 2 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNNG- Vedlydesi9Rpe®meters end READ NOTES ON WISAND WCLOOEO MIFEKREPERANCEPAGEM674T7me 10,11312015BEFORE USE Design valid for use orly with Wads comaCtom, This design Is based oNy upon parameters Mown. and Is for on Individual bWOing Component not a truss system. Before use. Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of IndNlduai truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and prop" damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. saaAN3V1P1t Cuailly Criteria, OS349 and IICSI building Component Nfoenatbrpvolloble tram Truss Plata Inskiute, 218 N. Lee Sheet, Suite 312 Alexandria, VA 22314. MTek' 69M Parke East Blvd.Sabh Tampa, FL 33610 Job Trutis Tws Type Oty Ily LT4 WATEPSTONE-ST LUCIEC T16873314 17a]5742 Al2 SPECIAL 1 1 Job Ref a (pr a0 Builders FlentiOu", Plant City, FL. 33563 8.210 s Feb 232018 MiTek lndustdes,Inc. Wed Apr24 13:14:09 2019 vage2 ID:3x1?Vd6RbVn%OI6Sf6ghjjz4cnz-hgy_b6hghmvZxgOgvlVS1AJIMWCmTuGB L4q_zNVyS NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 Ib down and 164 It, up at 7-M, and 115 lb down and 182 Ib up at 9-0-12, and 115 lb down and 1821b up at 11-0-12 on top chord, and 343 lb down and 129 Ib up at 7-1-8, and 81 lb down at 9-0-12, and 81 It, down at 1 "-12 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the Miss are noted as front (F) or back (R). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-10=54, 10-14=54, 25-26=-20, 23-25=-20, 20-22=20, 18-19= 20, 18-29— 20 Concentrated Loads (lb) - Vert: 3=-179(F) 25=-343(F) 24=-59(F) 4=-115(F) 32=-115(F) 34=-59(F) Q WARNWO- Vedlydeslgnperametersand READ NOTES ON MISANO WCLUOEOM R£FERANCEPAGEYA7T mx. le 15 BEFORE USE Design valid for use only with MBeltt0connectors. This design is based only upon parameters shown. and Is for an Individual building component, not a muss system. Before use, Me building designer mustvedty Me oppllcatAlty of desgn parameters and property Incorporate Mils design Into the overall buildingdeslgn. Bracing Indicated lsto prevent buckling ofintlNltluol irussweb and/orchord members only. Additlonaltemporaryondpermonentbracmg MiTek' t Is always required for stability and to prevent collapse WM pos9ble personal Injury and properly damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and }rust systems, servirli fPl1 GuoII1y Criteria, 1355419 and BCSI Building Component Safety Informationavolloble from Truss Rate IntMtute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa,Pride East East Blvd. Job Truss Tens Type Oty Ply LT WATERSTONE-ST LUCIEC s t T16873315 175; 742 B02 SPECIAL 1 1 Jab Reference (optional) Builders FirstSource, Plant City, FL - 33567. 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:12 2019 Page 1 1 D:3m?Yd6RhYnX016Sf6ghjjz4cnz-hEA5GEo15BmBE7r7aNimPoGxj uDORcLDixmAUczN W 4r 4.10-5 8-1-8 -0-0 14-8-0 21-1-2 27-&0 29.0-0 4.10.5 3-3-3 O 5-8-0 6-5-2 6Z04 13-0 Scale = 1:49.9 3x4 = 3x6 G S[8 - 13 -- 3x4 = - - - 3x4 = 6x12 MT20HS= 3x4 = 20 11 8-0-0 &t-8 148-0 21-1-2 27-&0 8-0-0 0- -B 6£-B &S2 I 64i14 Plate Offsets (X Y)- (1:0-0-4 Edgel (4:0-2-0 0-2-81.15:0.6-0 0-2-81 16:0-3-00-3-01 r12:0-3-8 0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.74 Veri(LL) 0.10 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.1610-12 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Hom(CT) 0.02 7 n1a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 12=1463/0-4-0, 7=662/O-B-0 Max Ham 12=-242(LC 8) Max Uplift 12=-694(LC 10). 7=-376(LC 10) Max Grav 12=1463(LC 1), 7=739(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -,All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-222/444, 2-3=-369/658, 3-4=0/272,4-5=-75/385, 5-6=-497/294, 6-7=-1061/511 BOT CHORD 1-14=-364/290, 12-14=-841/698, 3-14=-567/515, iD-12=0/378, 9-10=250/891, 7-9=-248/895 WEBS 2-14=-295/331, 5-10=-199/544, 5-12=-952/632, 6-9=01267, 6-10=-676/460 Structural wood sheathing directly applied or 5-3-3 oc pur ins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-14. 2-2-0 oc bracing: 12-14 1 Row at midpt 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-M, Exterior(2) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 25-0-6, Exterior(2) 25-M to 29-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 lb uplift at joint 12 and 376 Its uplift at joint 7. Joaquin Velot PE No.68182 MiTek USA, Inc. FL Con 6634 6904 Parke East Blvd.TampaFL 33610 Data: April 24,2019 Q WARNING-Verlf Resignpmameter .d READNOTES ON TRn ANDg1CLUDEDMREKREFERANCEPAGEM074TJmy. 10032015BEFOREUSE Design valld for use only with MRek® correctors. This design 6 based only upon parameters shown. end b for on Indrvltlual building component not a Muss system. Before use, the building designer must verify Me opplicobaity of design parameters and property Incorporate this design Into me overall butdingdeslgn.&acing Indicated is to prevent buckling of Indvidual toss web and/or chord members only. Additional temporary and permanambr=clog Is always requmd for itcaWy and to prevent collapse with possible personal Injury and property damage. For general guldonce recording the fabrication, storage, calvary, erection and bracing of Mesas and Muss systems, seaMSVIPIl Qua' Criteria, DSB49 and SCSI Building Component Safety Informaltanc vollable from buss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. MiTek' 6904 Parke East BW. Tampa, FL 33610 Jab Tress Truss Type Oty Ply LT WATERSTONE-ST LUCIEC I T16873316 175x5742 803 SPECIAL 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. 24 12:05:14 2019 Scale = 1:48.7 3x4 � 3x4 II 6.00 r12 2 3 3" = 4x6 = 23 4 24 25 26 5 1O 3.6 = 1.5xa STP 358 = 2x4 II = 6xe = 1-1 2 tUa 4-0a 7e0 7-qa 1Se-0 zt3d 27-80 too II . 2-10-14 area D)ib a -tan a7-s I es.m 0-1.2 Plate Ofse_ts_(XY)- f1:0-0.4,Edge111:0-1-40-0-21 r12:0-3-80-3-0) LOADING (psQ SPACING- 2-" CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) 0.21 14-22 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ved(CT) 0.1814-22 >541 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matfix-MSH Weight: 138 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 -Except' 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 12=950/0-8-0, 7=812/0-8-0, 1=364/0-4-0 Max Horz 1=.201(LC 8) Max Uplift 12=-435(LC 10), 7=-498(LC 10), 1=-444(LC 10) Max Gmv 12=950(LC 1).7=874(LC 16), 1=370(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudins. ROT CHORD Rigid ceiling directly applied or7-2-9 oc bracing. Except: - 6-0-0 oc bracing: 12-14 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ifie) or less except when shown. - TOP CHORD 1-2=-239/471, 2-3=-220/531, 3A---197/457, 4-5=-78Of768, 5-6=-9077778, 6-7=-1324/947 BOT CHORD 12-14=-349/441, 3-14=-276/204, 10-12=-251/463, 9-10=-636/1108, 7-9=-636/1108 WEBS 4-10=-84/380, 4-12=-066/425, 6-10=-522/406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 10-11-10, Interior(1) 10-11-10 to 12-e-e, Exterior(2) 12-8-6 to 20-7-10, Intedor(1) 20-7-10 to 25-0-6, Extedor(2) 25-0-6 to 29-0-0 zone; cantilever left exposed; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 lb uplift at joint 12, 498 It, uplift at joint 7 and 444 lb uplift at joint 1. Joaquin Velez PE No.68182 MiTek USA, Inc FL Cart 6634 6904 Pafke East Bind. Tampa FL 33610 Date: April 24,2019 A wARNIND- Vertrydeslgn parameters and READ NOTES ON Mail AND INCLUDED 4117117EK REMIANCE PAGE,110.74M rev. 101132015BEFCREUSE De9gn valid for use only with MDek® connectors ibis design Is based only upon parameters shown, and is for an Individual bustling component.not a truss system. Before use. the belong designer must verify me applicability of design parameters and property Incorporate ifei design Into the overall bu6dingdestgn.&acing Indicated is to prevent bucking of IndMdual tress web and/or chord members only. AddMonoltempororyandpeananentbrachg Is always required for stability and to prevent collapse win possible personal injury antl property acreage. For general guidance regarding the fab6co6om storage, delivery, erection and bracing of husses and truss systems seeANSVTP11 Qua Cdfedo, DSS-89 and SCSI Building Component Nfomrationovalloble from Truss Plate Institute. 218 N. Lee Streel, SuB231 e 312, Alexandra, VA 24. i�Yp MiTek' 69M Parke East Blvd.Safety Tampa, FL 33610 Job Truss buss Type Oty Ply LT WATERSTONE-ST LUCIEC T16873317 175�742 004 SPECIAL 1 1 Job Reference optional Cmlaers vusibource, VIM Glly, I-L-UJbb7, -1-4-0 5-0-0 ]-1 1-0-0 5-0-0 2-1 3x4 = 6.00 r12 3 m d 1eU 6.P U S Nov 162UI 5 MI l ex Industries, Inc. Wed Apr 2412:05:152U19 2x4 II 314 = 4,6 = 4 22 5 23 24 25 6 1.5.8 STP= 11 12 4.6 = 3x8 = 3x4 = 6x8 = Scale = 1:50.7 LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC0.41 BC 0.98 W B 0.71 Matrix-MSH DEFL. Ve t(LL) Vert(CT) Horz(CT) in (too) l/defl Ud -0.29 10-12 >804 240 -0.5910-12 >403 180 -0.05 12 n/a n/a PLATES GRIP MT20 2441190 Weight: 130 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bmcing. Except: 4-12: 2x4 SP No.3 6-0-0 oc bracing: 12-13 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (lb/size) 12=934/0-8-0, 8=810/0-8-0, 2=448/0-4-0 Max Ho¢ 2=175(LC 9) Max Uplift 12=492(LC 10), 9=-477(LC 10). 2=-510(LC 10) Max Grav 12=934(LC 1), 8=831(LC 16), 2=450(LC 19) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-225/393, 3-4=-197/411, 4-5=-168/366, 5-6=-864rM, 6-7=-997/824, 7-8=-1195/917 BOT CHORD 12-13=-352/466, 4-13=-287/269, 10-12=-354/642, 8-10=-609/1027 WEBS 5.10=G7/328, 6-10=148/313, 7-10=.340/357, 5-12=-756/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 8-11-10, Interior(1) 8-11-10 to 14-8-0, Extedor(2) 14-8-6 to 22-7-10, Interior(1) 22-7-10 to 25-0-6. Extedor(2) 25-0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4921b uplift at joint 12, 477 lb uplift at 104118 and 510 Ib uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Job Truss Truss Type Oty Ply LT WATERSTONE-ST LUCIEC T1fie73318 1 �55742 B05 SPECIAL 1 1 Job Reference o tional bulders mrstbource, Plain Uity, FL-33567, 8.220 s Nov 16 2018 MiTek ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-a7Pc -1-4-0 3-0-0 7-10-0 14-3-0 20-8-0 1-4-0 3-0-0 410-0 6.60 I 6-5-0 6.00 rl2 4x6 5x6 = 2.4 11 5x8 = 3 21 22 4 23 5 6 1 i' 0 Inc. Wed Aor 24 12:05:16 2019 Scale=1:50.7 c ri m d o N 1.5x8 STP= 11 12 3x4 = 3x8 = 2x4 11 3x4 = 3x6 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.69 BC 0.67 WB 0.38 Matdx-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Well Ud 0.1813-14 >529 240 0.1513-14 >650 180 -0.07 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 126111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc puffins. BOT CHORD 2x4 SP No.2 - BOT CHORD Rigid ceiling directly applied or7-9-13 oc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing: 12-13 REACTIONS. (lb/size) 2=405/0-4-0, 12=1002/0-8-0, 7=810/0-8-0 Max Hom 2=134(LC 7) Max Uplift 2=-563(LC 8), 12=-655(LC 8), 7=-4B5(LC e) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-400/657, 3-4=-344/626, 4-5= 966/668, 5E=-966/668, 6-7=-1186/614 BOT CHORD 2-14=-480/332, 13-14=-098/344, 12-13=-936/673, 4-13=-847/502, 9-10=-377/1000, 7-9=-379/993 WEBS 6-9=0/288, 5-10=-373/303, 4-10=-38611001 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15f ; B=451t; L=40f ; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" 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 563 lb uplift at joint 2, 655 lb uplift at joint 12 and 4851b uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ib down and 60 lb up at 3-0-0, end 62 It, up at 5-0-12, and 62 Ib up at 7-0-12 on top chord, and 40 Ib dawn and 139 Ib up at 3-0-0, and 15 lb down and 60 Ib up at 5-0-12, and 15111 down and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=-54, 3-6=-54, 6-8=-54, 13-15=-20, 12-18=-20 - Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 21=4(F) 22=4(F) 24— B(F) 25= e(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Verity design mefem and READ NOTES ON MIS AND INCLUDED MREKREFERANCE PAGE UWM mx 1GOWDISBEFOREUSE �■f Design valid for use only with MRek®connectors. Ws design is based only upon parameters shown. and is for an hdMduol building component, not a toss system. Before use, Me building designer must verity ire applicability of design parameters and property InCorporote this design Into the overall build Ing design. Brocing indlcoted is to prevent buckling of Individual truss web and/or chord members only. Addltlonol temporary and permanent bracing Is always reaulred for stability and to prevent collapse with possible persond lnlury and property damage. For general guidance regarding Me falodcallon, storage, delivery, erection and bracing of busses and truss syslemA seeANSUTP11 Qually Cdfe6a, DSB-69 and 0CS1 building Component Safety Informalbfwalloble from Truss Plate Institute. 218 N. Lee street suite 312 Alexandria, VA 22314. Bet MiTek' 6904 Parka East BNtl. Tamca, FL 33610 Job Truss Truss Type Orly Ply LT4 WATERSTONE-ST LUCIEC a T76873319 175 �742 Cl JACK 4 1 Job Reference (optional) builders rimaounw, rlam 41ry, rL - Jabb/, 8.220 a NOV 18 Zulu Ml I ex Industries, Inc. Wed Apr 24 12:Ub:1 I' Ulu Scale =1:7.6 LOADING (pall SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(ILL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n1a BCDL 10.0 Code FBC2017[rP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-8-0, 4= 15imachanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1). 2= 195(LC 10). 4=-15(LC 1) Max Grav 3=20(LC 10). 2=159(LC 15). 4=44(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -A[] forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; VUIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40f ; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions she=; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent Will any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31to uplift at joint 3, 195 Ib uplift at joint 2 and 15 lb uplift at joint 4. I Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cent 6634 6904'Parka East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNING- Vedfydesfanpera Ionsanb HEAD NOTES ON WISANDA'CLUDED JWMFKR£PEHANCEPAGEbm-7473 rev. 10=015BEPOHEUSE Design Valid for use onlywith M981,® connectors. this design Is hosed only upon parameters shown. and h for an Individual bustling component, not a huts tyslem.Before use, ire building designer must verify me applicability of de9gn parameters and properly Incorporate this de9gn Into the overoa building assign. Bracing Indicated h to prevent buckling of hdNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slablllty, and to prevent coliopw with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of hums and truss systems. seeANSViPII Cualll ,OMnW, DS949 and SCSI Building Component Safely Informaf onovallable from True Rate Inmtute. 218 N. Lee Street. Suite 312, Alevondna. VA 22314, -•Y� MiTek' 6904 Parke Eest BNtl. TemDa, FL 338f 0 Job Truss Tess Type Dry Ply LT 4 WATERSTONE-ST LUCIE C T76873320 1755742 C1P Jack -Open 2 1 Job Reference (optional) Builders RrstSource, Plant City, FL - 33567. 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:18 2019 Page 1 ID:1930GWBBpX3jRI87z Om7kz57ad-WOXMXHsoh_XLywlHwepAf3g5alUgrUc64tDUhFzNW41 -1-a1-4-0-o I o-tt-4 0�11-4 • ' Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 We file BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lto FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-8, 4=-15/Mechanical Max Hoa 2=79(LC 10) Max Uplift 3= 6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Gmv 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (lb) -Max. Conrp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.I S; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6lb uplift at joint 3, 213 lb uplift at joint 2 and 23 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33810 Date: April 24,2019 Q 19MMING-Vedlydesign Parameters end HEAD NOTES ON TN/SAND INCLUDED MI7EKHEFERANCEPAGEMA-7473.. 16034e15BUORE USE Design valid for use only with M6ekO connectors ThR design is based only upon parameters snova , and is for an Individual building component not a muss system. Before use, the toWdhg designer must verify me applicability of design parameters and properly incorporate Ms design Into the overall buaingdesign. &achy;hdlcatedIstopreventbuckingofIndiidualtwssweband/orchordmembersonly. Addlflonaltempotoryondpemionentbrocmg � MiTek' a; always required for stablity and to prevent collapse with possible personal hJury and property damage. For general guidance regarding the fobricallon,storage. delvery, erectlon and brachg of trusses and buss systems, sOaANSVIPi1 Quality Criteria. DSB49 and SCSI Building Component Safety hsfomsatblxrvalloble from Truss Rate Institute. 218 N. Street, Su 312, 69M Parke East Blvd. Tampa, FL 33610 We for Alexandria, VA 22314. Job Truss Truss Type CityPly LT WATERSTONE-ST LUCIEC T76873321 175S742 C1V SPECIAL 6 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:18 2019 Page 1 ID:1930G W BBpX3)R187mOm7kz57ad-W OXMXHsoh-XLywlHwepAf3g5cJUArUc64tDUhFzNW 41 m 66 Scale =1:7.6 Plate Offsets (X.Y)-- 12:0-0-15,Edoel LOADING (psf) SPACING- 2-" CS]. DEFL, in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 2 rVa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=4/Mechanica1, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1). 2=-181(LC 10). 4— 14(LC 1) Max Gmv 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. - NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-e-0 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3, 181 Ib uplift at joint 2 and 14 Its uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361D Date: April 24,2019 QWARNNG-VdfycNsfgnparamefers1md READNOTES ON TN6ANDWCLUDWAfREKREFERANCEPAGENR7M,v. 100al4rVISHEFORE USE �■�- Design valid for use onlywlns Mifek0 connectors. ThIs design b Dosed only upon parameters sham and Is for an Individual bulchg component, not a truss system. Before Use, the bulding designer must verity the applicabllity of design Parameters and property Incorporate Ims design Into the overall bWdingdesign. Bracing lndlcatod a to prevent buckling of Individual tnsssweb and/or chord members only. Additional temporary and permanent bracing- i'�-y'■p MiTek• Is always required for sloblllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSMI1 Quality Crkeda, DS349 and 6CSI Building Component Safety from 6904 Perko East Blvd. Tampa, FL 33610 esfermatblgvallabie Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314 Job Truss Tess Type , City Ply LT WATERSTONE-ST LUCIEC T16873322 1755742 C3 JACK 4 1 Job Reference (optional) Builders First5ource, Plant City, FL-33567, 8.220 a Nov 16 2015 MiTek Industries, Inc. Wed Apr 2412:05:19 2U19 Vega 1 ID:3x3?Yd6RbYnX016Sf6ghjjz4cnz_a5lkdtOSlfCa31TULKPBGDGLipbanFJXy1 EizNW4k Scale=1:12.7 Plate Offsets (X Y)— 12:041-0 0-0-41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Wed Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.00 Horz(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 'Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=52(LC 10), 2=157(LC 10) Max Gmv 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B--45f ; L=40ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ito uplift at joint 3 and 157 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904'Park& East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNNG. V418ydeslSa p, mm,femend READ NOTES ON TN/SAND NCLUDED Mr/EICREFERANCEPAGEMIW4>Jrev. tON.YlO15 BEFORE USE *� Design vcad for use only wiM Mgek®connectors. Tits design b bated only upon parameters shown. and B for On lndMdual building component not a toss system. Before use, the building designer must verify Me appllcoblity, of design parameters and properly hoomorate this design Into the overall ■.�Y{cl b0dingdeslgn.&achghdlcatetlBlopreveMbucMhgofhcrmdualtwweband/wchmdmembersoNy. Additionaltemporaryandpennanentbraring MiTek' always raquued for stability and to prevent collapse with postible personal Injury and property damage. For general guidance regarding me fabrication. storage. delivery, erection and bracing of cusses and cuss systems. saeANSUIPl1 Quality Cmerks, DSB49 end SCSI Building Component 6904 Parke East Bald. Safety Informatbrpvailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Aleaandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type , Ply LT4WATERSTONE-ST LUCIEC T16873323 1755742 C3V SPECIAL 6 1 6 Job Reference o tional Builders FirstSource, Plant City, FL- 33567, 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:20 2019 Scale = 1:12.7 Plate Offsets (XY)-- [2:0-0-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. OEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress [net YES W B 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) MO/Mechanical, 2=195/0-8-0, 4=29/Mechanioal Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grev 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 no pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSII PI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNWG-Vedtyd4 gnperameMmmdREAPNOMS ON MSANDMCLUDEDM KREGERANCEYAGEM&74"MV- 10=015BEFORE USE *� Design valid far use oNy With M7ek9 connectors. this design Is based only upon parameters shown and Is for an Indiividual bui ch, component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i.I Y■ buildingdesign. Bracing Indicated is to prevent buckling of lnclOduol truss web and/or Chord mambersonly. Additional temporary and pennonent bracing MiTek' is clwcrys required for stability and to prevent collapse with oossIble personal Injury and properly damage. For general guidance regarding Me fabrication storage, deilvery, erection and bracing of trusses and truss systems. meANSVrpil Quality Cmeda, DSB49 and SCSI Bulding Component 6904 Parke East Blvd. Safety Infonnatlanavcllabie from Was Plate InsfiNfe. 216 N. Lee Sheet Suite 312 Alexandric. VA 22314. Tampa. FL 33610 Job Truss Truss Type , Ory Ply LT WATERSTONE-ST LUCIEC T16B73324 1755742 CS JACK 4 1 Jab Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 2412:05:21 2019 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghjjz4cnz-wzDV9Jvg_vvwpNI s=MtHhIZ6W RD2rLYmrRBlazNW4i -1-4-0 4-11-0 1-4-0 i 4-11-0 Scale=1:17.6 3x4 = Plate Offsets (X Y)-- [2:0-1-4 0-0-2] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.44 Vart(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Mar YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gmv 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ito uplift at joint 3 and 167 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNWG-VerifydeslgnperemefenanAHEADNOTESONTN/SMOWCLUDEDMREKHEFENANCEPAGEM&74M3m 1001B015BEFOREUSE �■R Devgnvalld for useorrywlm MBeklecorrectors. Thktleslgnkbased only upon parametersshow and Is for On lMcMduol building component, not a Muss system. Before use. me building designer mratverify the applicability of design parameters antl properly incorporate thk design Into me overall bWdingdeggn.&achgV lcatedlstopreventbucWingot4fdlvldual�band/orctwrdmembemWy. AddilbnaltempororyOndperrncnentbracing a�.YRq■ MiTek' Is always iegulred far stabllity and to prevent collapse wth poolele parson Injury and progeny damage. For general guidance regarding me Parke East Blvd. e904 Paa, fobricatlom storage, delN9ry, erection and coding of trusses and truss Mtem% seeAN51/IPH CuoW Cmedo, DS349 and ICSI Building Cemponrrnl Safety Informalklrgvalloble from Tuns Plate Institute. 218 N. Lee Street, Suite 31Z A axandAa. VA 22314. Tam V rk 338t 0 Job Truss Truss Type Dly Ply LT 4 WATERSTONE-ST LUCIE C T16873325 175.742 C5V SPECIAL 6 1 Job Reference o 8ona1 Builders FU9tSaerce, Plant City, FL - 33567, 8.220 a Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:212019 Page 1 ID:1930GW BBpX3jRI87mOm7kz57ad-wzDVgJvg_vvwpNI s=MtHhlYbW Rb2rLYmrR8lazNW4i -1-4-0 4-11-4 1.4.0 4-11-4 Scale=1:17.6 axe Plate Offsets p(.Y)— (2:0-0-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (foe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.01 3 r✓a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 1811b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD 2x4 SP No.2 - BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. REACTIONS. (lb/size) 3=113/Mechanical, 2=26210-8-0, 4=58IMechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10). 2= 161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15). 4=87(LC 3) FORCES. (Ib) - Max CompJMax. Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40111; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNWG-VeNlydeslgnpammelemmdREADNOTESONTMSAND LVCLUDWA11 EKRE7EAANCEPAGENA74A1mv. 101)312015BEFOREUSE Desgnvolid fcr, s onlywifi Mieltleconnectors. Rusdeslgn biased only upon pammeterssncm and is form hdMduol buetling component.not ��• a buss system. Before use, me building designer must verity the applicability of design Parameters and properly Incorporate this design Into me overall butdngdesign. Bracing indicated b to prevent buckling of IndNWual tnasweb and/or chord members only. Addieonaltemporaryondpeurnmentbmcing ��-��•YYY MiTek' Is always requited for stability and to prevent collapse with p Ole personal injury and property damage. For general guldonce regarding the fabrication storage, dellvery, erection and bracing of trusses and truss systems seeANSVrP11 Qualtly CMnB, D5549 and SCSI Building Component Booty Informati mvcllable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. 6904 Parke East Blvd, Tampa. FL 33610 Job Truss Truss Type , Qry Ply LT 4 WATERSTONE-ST LUCIE C T76873326 1755742 D02 HIP 7 1 Job Reference o tional Builders 1-11SIbOur0e, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 2412:05:23 2019 Page 1 ID:3xt7Yd6RbYnXOI6Sf6ghjjz4cnz-tLKFa_w WX9tl3hBEjBOLM6Nm3KOEWhjrE9wFNTzNW4g -4.0 7-0-0 13-0-0 19-11-4 -1 21-3-0 1JT0 7-0.0 1 6-0-0 1 6-114 1 I Eva = IV Itl 4x6 = 3x6 = 2.4 11 4x6 = 3x4 = 3x6 = 7-o-0 13-0-0 1941-4 7-0-0 I 6-0-0 6-11.4 Scale=1:36.8 Plate Offsets XY)-- f3:0-6-00-2-81 f4:0-3-00-2-01 LOADING (lost) SPACING- 2-M CSI. DEFL in (too) Ndefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) 0.14 9-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 Rep Stress Incr NO W B 0.26 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 86 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2'except• 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1422/0-8-0, 5=1426/08-0 Max Harz 2=-171(LC 6) Max Uplift 2= 784(LC 8), 5=804(LC 8) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2542/1275, 3-4=-2217/1247, 4-5=-2531/1309 BOT CHORD 2-9=-974/2206, 7-9=-977/2229, 5-7=-1003/2193 WEBS 3-9=80/686, 3-7=-298/60, 4-7=-56/694 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-9-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151t; B=45ft; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 38-0 tall 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 784 lb uplift at joint 2 and 8041b uplift at joint 5. 7) Hanger(s) or other connection device(sj shall be provided sufficient to support concentrated load(s) 116 lb down and 87lb up at 7A-0, 86 lb down and 162 It, up at 9-0-12, and 86 Ito down and 162 lb up at 1 D-11-4. and 116 Ib down and 290 lb up at 13-0-0 on top chord, and 374 lb down and 1631b up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 fib down and 1631b up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 18=-54, 3-4=-54, 48=-54, 10-13=20 Concentrated Loads (lb) Vert: 3=-116(B) 4=-116(B) 9=.374(B) 7=-374(B) 16= 86(B) 17=-86(B) 18=-40(B) 19=.40(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Bind. Tampa FL 33610 Date: April 24,2019 ,Q wARNwo-veritydeslgnpmemetems dREADNOTESONWISANDWCLUDEDMmEKREFERANCEPAGEM67473rev. tda32015BEFOREUSE Designvalld forwatortyw1m vrok9connectors.Th6 design lsbussd any upon parameter shown and a for an individual bullding component. not a truss system. Before use. Me building designer must venty Me applicability of desgn parameters and properly Incorporate this tlesign Into the overall building design Bracing Indicated is to prevent bucWbg of individual truss web antl/or chord members any. Additional temporary and Permanent bracing Is always required for stability and to prevent collapse wM Possible personal Injury and properly damage, For general guidance regardIng Me fabrk:allom storage, delivery, erection and bracing of trusses and truss systems. seeAN31/IPII CuelRy Cravat, DSB49 and BC31 Building Component Safety MfmmOt oloble from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexcndrlo, VA 22314. ��-��•��Yii ��• MiTek' 6904 Palle East 3W. Tampa, FL 33610 Job Truss Truss Type Ory Ply LT4 WATERS70NE-ST LUCIEC " T16873327 1755742 E3 JACK 3 1 Job Reference o tional Builders FirstSoume, Plant City, FL - 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:24 2019 Page 1 ID:3xl7Yd6RbYn%016S16ghjjz4cnz-LYuenKxYHgHUgmRHwauKw75jVxFCS TpgovwNW4f -0 0 3-0-0 1-4-0 H 3-0-0 Scale = 1:12.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 VeR(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (I itsize) 3=61/Mechanical, 2=197/0-4-0, 4=31/Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=66(LC 15), 2=197(LC 1).4=50(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15fg B=450; L=40f; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extsmor(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 He uplift at joint 3, 213111 uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING - wanly Ceslgnpemmefersrmd READNOTE50N TNLSAND INCLUDED MNEKREFERANCEPAGEMLL74rarew. 1603¢015BEFORE USE Design valid for use only with MneM connectors. Ihls design 6 hosed only upon parameters snow¢ and Is for an Individual building component, not a truss swam. Before use, me bW ding designer must verify the oppliCabllity of design porameters and properly Incorporate Mis design Into the overall butdingdesign. BracmgintlicatedlstoprevembucklingoftrWrviduadbussweband/or chord members only. Addiilonaltempororyandpermonentbrocing MiTek' B always required for stobuily and to prevent collapse with possible personal lnlury and property damage. For general guidance regarding me fabrication, storage, deWery, erection and bracing of busses and buss systems seeANA/IP11 Qua Ny CrIter DSB49 and SCSI Building Component 6904 Parke East Bald. Safety bformaf navollable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexantltla. VA 22314, Tampa, FL 33610 Job Thus Tess Type , Oty Ply LT4 WATERSTONE-ST LUCIEC T16873328 1755742 E7 JACK 4 1 Job Reference o tional Butiaers FnstSoume, Plant City, FL-33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:25 2019 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-pkSO?gyB28PLl LdreRgRXTSX79 eLShTPMRLzNW4e Scale = 1:22.6 Plate Offsets (X,Y)— f2:0-2-10.0-1-81 LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Idetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Ven(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 SCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.01 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=162(LC 10). 2=-184(LC 10) Max Gmv 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2ps1; BCDL=S.Opsf; h=15ff; B=45N; L=40f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOI^7.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621la uplift at joint 3 and 184 lb uplift at joint 2. Joaquin Velez PE Nc.68182 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: Apri124,2019 Job Truss Tnss Type r ' r 1 Qty Ply LT WATERSTONE-ST LUCIEC T16873329 7755742 EN SPECIAL 10 1 I � Job Reference (optional) Builders RrstSource, Plant City, FL - 33567, 8.220 a Nov 16 2018 MTek Industries, Inc. Wed Apr 24 12:05:25 2019 Page 1 ID:I93DGWBBpX3jR187ze0m7kz5?ad-pkSO?gyB28PLl LdrePtgRXT7o7hM eLBhTPMRLZNW4e 7-0.0 ' 1.40 I 7.0-0 Scale =1:22.6 3x4 Plate Offsets (X,Y)-- 12:0-2-11,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.03 3 n1a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied ore-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Holz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; F)rp C; Encl., GCpi=0.18; Ni (directional) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Beading at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING -WHlydssi9n parameters and READNOTES ON THIS AND INCLUDED MImKREFERANCEPAGEMA74TJrev. rhAI2015BEFORE USE Design volid for use only with M(fek0connectors. Rns design b based only upon parameters shown, and a for on Mc Mdual bu0ding component not ��®® a truss system. Before use, me bulding designer must verity me appllcoMityof design parameters and properly Incorporate this design into Me overall buldhg dosiga Brocmg mdlcate l Ism prevent buckling of 1ndMdual hussweb molar Chord members only. Additbnal temporary antl permanent bmcmg MiTelc Is always required far stablity and to prevent collapse with possible personal4Qury and property damage. For general guidance regarding me fobrmollon, storage. delivery, erection and bracing of trusses and truss systems seeANSI/1PI7 Quality CrBodo. DS549 and SCSI Building Component 6904 Parke East Blvd. Safely Informatbravailoble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type s I 1 r Oty Ply LT4 WATERSTONE-ST LUCIEC T16873330 175742 ENP SPECIAL 7 1 Job Reference (optional) ourmere r„�,�ue, r,a„ �,ry, r� - oaaoz, 2 a.zzu s Nov to zu ra mi i ex rnpusmeS, me. wed Apr ea le:ua:zo zu iv rays I ID:3xt?Yd6RbYnXOI6Sf6ghjjz4cnz-HwOOCOzpoSXCwewpOKy3 I?HyXOpj5aHw7gvzozNW4d LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 VBit () 0.24 4-7 >347 240 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(CT) 0.22 4-7 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136[Mechanlml, 2=336/0-e-0, 4=113/Mechanical Max Hom 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10). 4= 153(LC 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. fib) - Max. Comp./Max. Ten. -Ali forces 250 (I e) or less except when shown. Scale =1:22.6 FF PLATES GRIP MT20 244/190 Weight: 311b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsl; h=15ft; B=45ft,, L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MAFRS (directional) and C-C Exteffor(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 3, 307 lb uplift at joint 2 and 153 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWANNWG-VerlfydesiBhp .eremeeCREADNOTESONMSANDWCLUDEDMNEKHEFE CEPAGEM674lamv.144212015BEFOREUSE �■� De9gn valid for use orry with MROWconnectors. This design a based Only upon parameters shown. and Is for an he Mdual bunding component not a truss system. Before use. the bulldIng designer must verity the applicability of design Parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of individual trussweb and/or chord members only. Additlonol temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabricokon storage, delivery, erection and bracing of trusses and truss systems. SeeANSVMII Quality Cdtedb, D5549 mrd 5C616ulding Component Safety Infoanatbmva0able from Truss Plate Institute. 218 N. We Sheet, Suite 312, Alexandria. VA 22314, ii"+i,■q MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Trtsss Truss Type t y Ory LT-ST LUCIEC f 1 T76873331 =Reference 1755742 H3 JACK 1 ' al Builders FirstSource, Plant City, FL- 33567, 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 24 12:05:27 2019 Page 1 ID:3xl7Yd6RbVnXO16Sf6ghl1z4=-17amOMzR7it3%IU7y1 TIW yYcAxYOSYgR9nuSW EzNW40 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ve t(LL) . 0.01 4.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) -0.00 3 n1a nia BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 16lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=73/Mechanical, 2=234/0-4-8, 4=31/Mechanical Max Harz 2=133(LC 8) Max Uplift 3=-58(LC 8), 2=-246(LC 8).4=48(LC 5) Max Grav 3=73(LC 1), 2=234(LC 1), 4=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15tU B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3, 246 lb uplift at joint 2 and 48 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 62 lb up at 1-5-12, and 56lb down and fit lb up at 1-5-12 on top chord, and 221b up at 1-5-12, and 221b up at 1-5-12 on bottom chord. The designtselection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=46(F=23, B=23) 9=22(F=11, B=11) Joaquin Velez PE No.68182 fill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33SID Data: April 24,2019 QWARNWG- Verlrydeslgr Pemmetemand READNOTES ON TN/SANDMCLUDEDMREKREFF ANCEPAGEMX74n.re.. 101MOVI5DEFOREUSE *R Design valid for use only with Mrek® connectors. Me design Is based only upon parameters shown. and 4 for On trWividual building component not a truss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this; design into the overall i�Ygq■ bull design. Bracing htllcated Is to prevent buckling of hdivltlucl buss web and/or chord members only. Ad ifforwl femporcry and permanent bracing MiTek' Is always required for stoWity, and to prevent collapse vAM possble personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of Musses and imss systems seeANSVIPH Quay Cranka, DS549 and SCSI Sulaarp Component 69M Parke East Blvd. Safety Informotbnwallable from Trust Plate Institute. 218 N. We Street, Sulte 312, Alexandria VA 22314. Temps, FL not Job Truss Truss Type k I 1 t Cry Ply LT WATERSTONE-ST LUCIEC T76873332 1755742 H7 MONO TRUSS 2 1 e Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 3 8.220 s Nov 16 2018 MiTek Industries, Inc. Wed Apr 2412:05:29 2019 Page 1 ID:3td?Yd6RbYnXOI6Sf6ghjjz4cnz-iViW2?h5Nv W04SVmbNdsfk4gwMFic4NZa7zNW4a Scale=1:22.0 Plate Offsets (X Y)-- (2:0-2-4 0-0-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress ]nor NO WB 0.39 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 43lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=159/Mechanica1, 2=443/0-8-0, 5=280/Mechanical Max Hoa 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) - Maz Comp./Max. Ten. -All forces 250 glo) or less except when shown. TOP CHORD 23=-734/233 BOT CHORD 2-7= 330/681, 6-7=-030/681 WEBS 3-7=0/322,3-6=-719/349 BRACING - TOP CHORD Structure) wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5lt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 226 lb uplift at joint 2 and 781b uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5lb down and 681b up at 4-3-11, 5lb down and 68lb up at 4-3-11, and 50 lb down and 1381b up at 7-1-10, and 501b down and 138 It, up at 7-1-10 on top chord, and 22 lb up at 1-5-12, 22 to up at 1-5-12, 11 lb down and 7lb up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 Ib down at 7-1-10, and 51 Ito down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 5-8=-20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18)7=-11(F=-5, B=-5) 1 1=46(F=23, 8=23) 12=-99(F= 50, B=-50) 13=22(F=11, B=11)14=-51(F=-25, B=-25) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0WARNWG-VedrydesignpmameferaeedREADNOTESONTNISANDWCLUDEDM6 KREFERANCEPAGEMI474Tarev.10,10WOISBEFOREUSE Design volld for usa cmy rmlM MRek®connectors. Mrs design Ls based cay upon porameters shown, and Is for an Individual butdlng component, not a ham system. Before use, the bueding des,gner must vent, the appllcobuty of design parameters and propedy incorporate this design Into the overall r balding design. Bracing Indicated Is to prevent buckling of indMdual truss web and/or chord members only. Additbnal temporary and permanent bracing MiTek' Is olwoys required for stability and to prevent collapse wdh posvble personal Injury and properly damage. For general guidance regarding the storage. delivery, erection antl bracing of trusses and hum systems, seeANSVTPlt Cuofflry Ciftsda, DSI4t9 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety Nformationovolloble from Truss Plate Institute, 218 N. Lee Sheet. Sulfa 312, Alexandra, VA 22314. Tampa, FL W610 Job Truss Tula Type * a 1 Y Oly Ply LT4 WATERSTONE-ST LUCIEC T76873333 1755742 HN SPECIAL 3 1 ' Job Reference (Options]) Builders FirstSource, Plant City, FL - 33567, 8.220 s Nov 16 2018 MTek Industries, Inc. Wed Apr 24 12:05:30 2019 Page 1 1 D:193OG W BBpX3jR187zeOm7kz57ad-AIFv2NOJsg1 ePmDad90?BbA2NBSefgFtrk777ZzN W 4Z -1-10.10 5-41 9-10.1 4 I 1-10-10 5.47 H 4.6-0 3x4 = 54-1 9.10-1 5.4.1 4-6.0 Scale=1:22.1 Plate Offsets (X,Y)-- [2:0-1-0 Edge] LOADING (lost) SPACING- 2-0-0 CSI. DEFL. in (too) /dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.34 Hoa(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 411b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=141/Mechanioa1, 2=439/0-8-0, 5=298/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2= 248(LC 8), 5_ 163(LC 5) Max Gmv 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (I s) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293,3-6=-918/685 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vud=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurtent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-e-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/1PI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 4, 2481b uplift at joint 2 and 1631b uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 671b down and 521b up at 1-5-12, 67 to down add 52 Its up at 1-5-12, 80 to up at 4-3-11, 80 to up at 4-3-11, and 50 lb down and 174 Ib up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 231b up at 1-5-12, 231b up at 1-5-12, 11 It, down and 71b up at 4-3-11, 11 Ib down and 7 Ib up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chard. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-54, 5-8=-20 Joaquin Velez PE No.68182 MTek USA, Inc FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNWG-Vedfydeal9nps vm,1enendRE4DN0TESGNTNISANDWCLUDEDMREKREFERANCEPAGEMX7403rev.laMN)1SSEFGREUSE Dngn valid for use only with MTek® connectors. TNs design is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate mis design Into the overall building design. Bracing hdlccted is to prevent bucking of individual buss web and/or chord members only. Atldldonal temporary and pannonent bracing � N1iTek' Is always required for stcomy antl to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabricotlon storage, delivery, erection and bracing of trusses and has systems. seeANSVIPl1 CuoOy Criteria. DSB49 and SCSI Building Component Safety Nfonnationa+ailable from Thus Plate Institute. 218 N. Lee Sheet Suite 312. Alexantlda, VA 22314, 69W Perk. Ent Blvd. Tampa, FL 33610 Job Truss 4,S �. Ply LTa WATERSTONE-ST WCIECT71755742 HN 1:Y F 1 ' Job Reference optional Builders FrstSource, Plant City, FL- 33567, 8.220 a Nov 16 2018 MTek Industries, Inc. Wed Apr 24 12:05:30 2019 Page 2 ID:1930GW BBpX3jR187zeOm7kz5?ad-AiFv2NOJsglePmOad90?SbA2N8SefgFtrk777ZZNW4Z LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=-50) 14=23(F=11, B=11) 15= 11(F=-5, B=5) 16= 51(F— 25, B=-25) Q WMNWG- yedrydeslgn parameter antl READ NOTES ON TNISANO BICLUOEO M?EKREFERANCEPAGEW7473me 10/0342015BEFORE USE Dedgn valld for use only with MOekG connector Mls design Is based only upan parameters shown and D for on Individual buVding component, not �- a fuss system. Before use. Me building designer must verity Me applicability of design parameters and property Incomorate Mrs design Into Me overall bustling design Brocing indicated b to prevent bucWing of Indvidual faasweb and/or chord members only. Additional temporaryantl permanent brocing MiTek' is always required for stability and to prevent collapse with possale personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and brocing of trusses and truss systems, seeANSUIPII Quo Criteria, DSB-0V and SCSI Building Component 6904 Parke East BNd. Safety Informationavailable from Truss Plate Institute, 218 N. Lee Street, Suite 372, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 13 /4 Center plate on joint unless x, y 14- offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol indicates The required direction of slots in connector plates. Plate location details available in Mifek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular To slots. Second dimension is The length parallel to slots. LATERAL BRACING LOCATION �y 7 Indicated by symbol shown and/or by text in The bracing section of The output. Use T or I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate. Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System I 6-4-8 I dimensions shown Inffsixteenths t scale) III (Drawings not to scale) 1 2 3 TOP CHORDS 0 c O U U a. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 M O x U a O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm W1 0 MiTeke MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. diagonal or X-bracing. Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supewlsor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at fime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture In accordance with ANSI/rPl 1 Quality Criteria.