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HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED MiTek® �� �+'tB Copy SY.LucieCouniy RE: 1755755 - LT 8 WATERSTONE-ST LUCIE C MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Ta FL33610-4115 Customer Info: ADAMS HOMES Project Name: 1755755 Model: 2010 A 20X10 L�k�l Lot/Block: 8/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 8516 WATERSTONE BLVD, . 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/TP12014 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 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date I No. I Seal# Truss Name Date 1 1 T16872417 1 A01 4/24/19 118 1 T16872434 B02 4/24/19 12 1 T1 6872418 I A02 14/24/19 119 I T16872435 I B03 14/24/19 1 13 I T16872419 I A03 14/24/19 I20 I T16872436 I B04 14/24/19 4 1 T16872420 1 A04 4/24/19 121 1 T16872437 BO5 4/24/19 5 I T16872421 I A05 14/24/19 122 I T16872438 I B06 14/24/19 I T72422 A06 243 IT439 14/24/19 7 A07 44/24/ 8 49 T76720168672423 C1 P 14/24/19 I 18 1T168724241A08 14/24/19 125 1T168724411C3 14/24/19 I 19 1 T16872425 I A09 14/24/19 126 I T1 6872442 I C3P 14/24/19 I 10 T16872426 I At 0 4/24/19 27 I C5 14/24/19 11 T16872427 I At 1 4/24/19 28 1116 T16872444 CSP 14/24/19 112 1T168724281At2 14/24/19 129 1T168724451D01 14/24/19 I 113 1T168724291At3 14/24/19 I30 1T168724461D02 14/24/19 I 114 IT168 A15 /2 1 1168724471D03 14/24/19 I T16872431 424/19 / T16872448D0515 4/24/19 16 A16 4/24/19 33 I T16872449 E7 4/24/19 17 I72432I T1872433IB01 14/24/19 134 17168724501 E7P 14/24/19 I 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 ANSIIrPI 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 verify applicability of design parameters and property incorporate these designs Into the overall buildingdesign per ANSI/TPI 1, Chapter 2. Velez, Joaquin 1 of 2 RE: 1755755 - LT 8 WATERSTONE-ST LUCIE C Site Information: Customer Info: ADAMS HOMES Project Name: 1755755 Model: 2010 A 20X10 LANAI Lot/Block: 8/2/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 8516 WATERSTONE BLVD, . City: FORT PIERCE State: FLORIDA No. I Seal# ITruss Name I Date 35 1 T16872451 1 H6P 4/24/19 136 1T168724521H7 14/24/19 1 137 1T168724531H7P 14/24/19 1 138 iT16872454IL05 14/24/19 139 iT16872455IL06 14/24/19 1 2of2 Jop Truss Truss Type OIY P=Iial) LTST LUCIEC 1 T1fi872417 1755755 A01 Special Truss 1 Builders FirstSource, Plant City, FL- 33567, 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 24 11:34:40 2019 6.00 (12 Sx6 = Scale =1:80.1 Im126 1ga�N 14 13 12 4x6 3.00 12 5.8 = 5x8 = 1.5x8 STP= 3x6 - 5x6 = 6-GO 12.1 18-6.0 24-4 30.8-0 36.5.0 36 -0 42-8-0 6.6.0 fi-0-0 6-0-0 5.10-0 6-4-0 5-g-0 0. 0 6-1-0 'Plate Offsets(X,Y)-- (2:0-1-14Edge113:0-3-00-3-01 I8:0-7-120-2-121 I12:0-3-00-3-41 f13:0-3-80-2-81114:0-5-40-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.48 16-17 >912 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.64 16-17 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(CT) 0.29 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 230 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1249/0-8-0, 12=2881/0-8-0, 10=-823/0.3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-787(LC 12), 12=-1684(LC 12), 10=935(LC 17) Max Gray 2=1249(LC 1), 12=2881(LC 1), 10=202(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 How at midpt 4-15.8-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-3770/2105, 3-4=-3109/1747, 4-5=-1396/1017, 5-6=-1399/1026, 6-7=-1287/938, 7-8=-528/447,e-9=-1275(2444, 9-10=1092/2254 BOT CHORD 2-17=-1733/3480, 16-17=-1750/3491, 15-16=-1200/2771, 14-15=-455/1128, 13-14=-176/571, 12-13=-1878/1203,10-12=-1961/1107 WEBS 4-15=-1976/1104, 5-15=-541/883, 6-15=-173/316,6-14=-483/311,7-14=-310/732, 7-13=1190/886,8-13=-1545/2611,8-12=-2634/1609,4-16=-686/1684, 3-16=-624/509, 9-12=-222/389 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Intedor(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Intedor(1) 21-6-0 to 36-5-0, Extedor(2) 36-5-0 to 39-5-10, Interior(1) 39-5-10 to 44-1-0 zone; porch right exposed;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 ponding. 4) This truss has been designed for a 16.0 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 chard and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 lb uplift at joint(s) except Qt=11b) 2=787. 12=1684, 10=935. - 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.60182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 QWARNING. Verlrydesignparamefereand READ NOTES ON TNISANDWCLUDEDMmEKREFERANCEPAGEM&74m3 v.. lassiot015BEFOREUSE �■■�]] Design valid for use only with MOekO connectors, this design Is hosed only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability, of design poameters and properly Incorporate this design into the overoll bulldingdeslgn.&acing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stabilty 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 fuss systems. soeAN8171PII DualMkyy Criteria. DSB49 and SCSI Building Component y N Safatformotlofmoloble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. �1Y� MiTek' 69M Parke East Blvd. Tampa, FL 33610 Jop Truss Truss Type a CityATERSTONE-ST LUCIE C T16872418 1755755 A02 Special Thus rence (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries. Inc. Wed Apr 24 11:34:41 2019 i i 5.6 = 6.00 112 Scale =1:80.7 3.00 12 Sxe = 3x6 =1.5rB STP = 3,,6 = 4x6 � 5.6 = fi-fi-0 12-60 18-6.0 24-4-0 34-5-0 3G8-0 42-9-0 s-10-D 10-1.0 2-11 6-1-0 Plate Offsets (X Y)- 12:0-1-14 Edne1 13:0-3-0 0-3-01 18:0-38 0-2-81 112:0-2-12 0-3-41 114:0-5-4 0-2-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.46 16-17 >943 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 Sc 0.80 Vert(CT) -0.6213-14 >702 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.31 12 n/a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 7-13, 8-12 REACTIONS. (lb/size) 2=1230/0-8-0, 10=-745/0-38, 12=2822/0.8-0 Max Horz 2=-353(LC 10) Max Uplift 2=--774(LC 12), 10= 894(LC 17), 12>7678(LC 12) Max Grov 2=1230(LC 1), 10=166(LC 12), 12=2822(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3697/2063, 3-4=-3029/1699, 4-5=-1344/991, 5-6=-1342/993, 6-7=-1178/900, 78=-353/857, 8-9=-1186/2340, 9-10- 1089/2170 BOT CHORD 2-17=-1694/3430, 16-17=-1711/3441. 15-16=4 1 55/2717,14-15=-400/1048, 13-14=-288/685, 12-13=-895(736, 10-12=-1878/1113 WEBS 3-16=-629/516,4-15=1953/1079,5-15=-500/824,6-15=-167/324,6-14=-458/280, 7-14=-136/538,7-13=-1867/1257,B-13=-511/1262,4-16=-664/1661, 8-12=-2799/1461, 9-12= 252/382 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=24h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Interior(l) 218-0 to 34-5-0, Exterior(2) 34-5-0to 37-5-0, Interior(1) 37-5-0 to 44-1-0 zone; porch fight exposed;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 pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 10 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=774. 10=894, 12=1678. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WABNWG-Veritydeslgnparamerem and RE DNOTES ON TNISANDDICLUDEDMR KN£FEAANCEPAGEMLL747arev. 1Wa1Qp15BEFONE USE Design valid for use only with Mrek®connectors. Th6 design Is based only upon parameters shown. and 6 for on IndNldual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into Me overall buicingdeslgn. Bracing Indicated is to prevent budding of lndNldual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding Me fabrication. storage. dalvery, erection and bracing of trusses and muss systems sa0ANSVIPII Quo' y Ciffeda, D3049 and BCSI Building Companmt 69" Parke East Blvd. Saloty alformatla nvallable from Truss Plate Institute, 218 N. Lee Street Suite 312. AlexOntltla. VA 22314. Tampa, FL 33610 JO? Truss Truss Type s Oty Ply LTB WATERSTONE-ST LUCIEC T16872419 1755755 A03 Special Truss 1 1 Jab Reference o tonal Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MI I ek Industries, Inc. Wed Apr 24 11:34:42 2019 Sx6 = US % 3.00 F12 14 13 12 sire = axis = 1.5x8 STP= 5.6 = 2-6-0 I 86.0 440 3-5 0 fi2-904 0 6.0.0 60-0 B-43��4 E1-0fi200 60 3.11-00 Scale = 1:80.7 sea = Plate Offsets (X Y)-- f2:0-1-14 Edgel 13:0-3-0 0-3-01 r8:D.3-0 0-2-01 rl2:0-3-00-3-01 114:0-5-4 0-2-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vil l Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.47 16-17 >926 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.63 16-17 >696 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.31 12 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Mialrii Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-16: 2x4 SP Ni WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15,7-13 REACTIONS. (lb/size) 2=1244/0-8-0, 12=2730/0-8-0. 10=-666/0-3-8 Max Horz 2=-353(LC 10) Max Uplift.2= 786(LC 12), 12=-1597(LC 12). 10= 851(LC 17) Max Gmv 2=1244(LC 1), 12=2730(LC 1). 10=97(LC 12) FORCES. (Ib) -Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3750/2128, 3-0=-3086/1771, 4-5=-1381/1041, 5-6=-1379/1036, 6-7=-1201/998, 7-8=-145/253, 8-9=-166/282, 9-10=-1076/2141 BOT CHORD 2-17- 1754/3476, 16-17=-1771/3487, 15-16=-1220/2766, 14-15=-476/1096, 13-14=-455/940,12-13=-1853/1130,10-12=-1837/1119 WEBS 3-16=-625/512,4-15= 1973/1108,5-15=-537/854,6-15=-163/309, 6-14=-391/196, 7-14=12/343, 7-13=-1452/951, 8-13=-285/229, 9-13=-1121/2219, 9-12=-2575/1611, 4-16=-695/1683 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 BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 18-6-0, Extedor(2) 18-6-0 to 21-6-0, Interior(1) 21-" to 32-5-0, Exterior(2) 32-5-0 to 35-5-0, Interior(1) 35-5-0 to 44-1-0 zone; porch right exposed;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 hasbeen designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joinf(s) 2 considers parallel to grain value using ANSIrrPI 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 joints) except 61=11a) 2=786, 12=1597, 10=851. - 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrockbe applied directly to the bottom chord. Joaquin Velez PE No.68182 fill USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING- Verify deaige parameters and READ NOTES ON THISAND INCLUDED Mn-EKREFERANCEPAGEM trmnix 1003201SBEFOREUSE Design valid for use only with Mill connectors. This design 6 based only upon parameters shown, and Is for an IndMdual building component, not lye I' a hues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingde9gn. BracingIndicated atoprevent buckling ofhdivlduoltrue web and/or chord members only. Addltlonoltemporary and permanent brocing MiTek' is always required for stability and to prevent collapse with possibla personal Injury and property damage. For general guidance regording me storage, delivery, erection and bracing of busses and Quality systems, seeANSVIPII Quay Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd.fabrication, Safety Infomlatbrpvallcbie from Truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 2231 A. Tampa, FL 33610 Job Tess Truss Type Oty Ply LT WATERSTONE-ST LUCIEC + I T76872420 1755755 A04 Special Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:43 2019 Sx6 = Scale-1:80.1 1a 12 11 4x8 3.00 F12 5x8 = 4,16 = 1.5x8 STP = 3x6 = 5x6 = 6-fi-0 12.6.0 18-6-0 2- 30.5-0 38-4.4 3fillB-0 42-9-0 6-fi-0 fi-0-0 6.0.0 610-0 6-1-0 5-11-0 0-3�12 fi-1-0 Plate Offsets(XY)- f2:0-1-14Edoel 13:0-3-00-3-01 f7:0-6-00-2-81 f11:0-3-00-3-01 f13:0-5-00-2-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.49 15-16 >889 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.6515-16 >673 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Hom(CT) 0.30 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 233 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural Wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 7-13, 8-12 REACTIONS. (lb/size) 2=1264/0-8-0, 11=2597/0-8-0, 9=-553/0-3-8 Max Horz 2=353(LC 10) Max Uplift 2=-799(LC 12), l l=-1514(LO 12), 9=-770(LC 17) Max Gmv 2=1264(LC 1), 11=2597(LC 1), 9=26(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 3827/2197, 3-4=3169/1852, 4-5=-1435/1093, 5-6_ 1434/1080, 6-7=-1167/1032, 7-8=-573/501, 8-9=-923/1887 BOT CHORD 2-16=-1815/3588, 15-16=-1833/3601, 14-15=-1288/2889, 13-14=-549/1163, 12-13=-56/415,11-12= 1613/973, 9-11=1598/963 WEBS 3-15=-613/508, 4-15=-728/1739, 4-14=-2029/1139, 5-14=-569/894, 6-14=-153/276, 6-13=10131724,7-13=-759/1180,8-12=-1143/2239,8-11=-2423/1585, 7-12=-947/661 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25tt; B=45f; L=24ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 21-6-0, Interior(1) 21-6-0 to 30-5-0, Extedor(2) 30-5-0 to 33-5-0, Interior(1) 33-5-0 to 44-1-0 zone; porch right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 = 1 O.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 611=11b) 2=799,11=1514, 9=77o. 9) This Imes design requires that a minimum of 7/16' structdml wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING. Vedlydeslynpammetemand READ NOTES ON TNISANDWCLUDEDMrEKREFERANCEPAGEM674m rev. 101342015BEFORE USE Design valid for use only wim MOek0connectors. this design Is based only upon parametersshown and Is for on Individual building component, not a huss wstam. Before use, the building designer mustverify me applicability of design parameters and properly Incorporate this daslgn Into me overall buldingdeslgn. Bracing Indicated is to prevent bucming of hdivldual truss web and/or chord members only. Additional temporary and permanent bracing T 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, seeANSVfPII Quality Cmedo, DS5419 and SCSI Building Component 6904 Parke East Blvd. Safety Irifoanationcroallable from Truss Rate InstilNe. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tamp., FL 33610 Jot Truss Truss Type Oty Ply LT 8 WATERSTONE-ST LUCIE C a r ° T76872421 1755755 A05 Special Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:44 2019 Scale=1:80.1 8A0 1�2 5.6 = 0"? d 46 � 3.00 12 13 12 11 5x6 = 3xe = 1.5xB STP= 616 = 6.s0 F 1s2--o6-0 ----36.44 0 42--19--00 6-60 -o soo s-1n0 410 o-&s Plate Offsets_(X,Y)-- 12:0-1-14Edge1 f3:0-3-00-3-01 f7:0-5-80-241 f8:0-4-00-3-01 f11:0-3-00-341 f12:0-3-80-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) OA9 15-16 >882 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.65 15-16 >666 180 BCLL 0.0 Rep Stress Incr YES W B 0.96 Horz(CT) 0.31 11 nla n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2371b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 8-12 REACTIONS. (lb/size) 2=1277/0-8-0, 11=2510/0-8-0, 9=479/0-3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-805(LC 12), 11=-1473(LC 12), 9=-688(LC 17) FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3876/2246, 34=-3210/1911, 4-5=-1469/1125; 5-6=-1437/1128, 6-7- 1010/939, 7-8=-825/685,8-9= 846/1694 BOT CHORD 2-16=-1851/3612, 15-16= 1870/3624, 14-15=-1332/2915, 13-14=-575/1272, 12-13=-1971629,11-12=-1371/843, 9-11- 1428/881 WEBS 3-15=-610/500,4-15=-748/1749,4-14=-2042/1169,5-14=-675/976,7-12=-711/544, 8-12=-1103/2178,8-11=-2319/1578,6-14=-157/258, 6-13=-926/598, 7-13=489/774 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interiar(1) 1-8-0 to 18-6-0, Exterior(2) 1846-0 to 21-6-0, Intedor(1) 21-6-0 to 28-5-0, Exterior(2) 28-5-0 to 31-5-0, Interior(1) 31-5-0 to 44-1-0 zone; porch right exposed;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 pending. 4) This truss has been designed for a 10.0 list bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVrP11 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 1GO lb uplift at joints) except Qt=lb) 2=805, 11=1473, 9=688. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chard and 1/2• gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING- Verify CealgnP mmeteme dREADNOTESONMSANDWCLDDWMREKREFERANCEPAGEMA747Jmv. iaaa2pr5HEFOREDSE. Design volltl for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Indhdaval building component not a buss system. Before use, the building designer must verify the oppllcabllity of design parameters and propefly Incorporate this tleslgn Into the overall r bulldingdeslgn. Bracing Indicated 6 to prevent buckling of Individual hussweb and/or chord members only. Additional temporary and permanent brocing MiTek' B always required for stability and to prevent collapse with posace personal Injury and property damage. For general guidance regarding the fobdcatlon, storage, delivery, erection and brocing of trusses and truss systems. weANS91P11 Qual8ifryy Creedal. D3549 and SCSI Building Component 6904 Parke East Blvd. Safety erformationavollable from Toss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria VA 22314, Tampa, FL 33610 Jo¢ Truss Truss Type City Ply LT WATERSTONE-ST LUCIEC x s T16872422 1755755 A06 Special Truss 1 1 Job Reference (optional) Builders FrstSoume, Plant City, FL - 33567. 6.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:45 2019 5x6 = 5x6 = 5x6 = Scale v 1:BO.1 15 14 13 12 4x6 = 3.00 12 3x6 = 3x8 = 4x6 = 1.5xB STP3x6= 5x6 = 66--66-00 162-0.0 24-840 3.014-4 6-8-0 2 18 0 22 31-0I 33-2 440.20I -1-01 Plate Offsets(X,Y)-- r2:0-1-14Edgel f3:0-3-00-3-07 (7:0-3-00-2-01 f9:0-4-00-3-01 f12:0-3-00-3-01 fl5:0-3-00-0-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.49 17-18 >896 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.6517-18 >675 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.86 Horz(CT) 0.34 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 248 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NO.2 *Except* 2-17: 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-16. 9-13, 6-14 REACTIONS. (lb/size) 2=1252/0-8-0, 12=2674/0-8-0, 10=-019/0-3-8 Max Horz 2=-353(LC 10) Max Uplift 2=-790(LC 12), 12=-1573(LC 12), 10=-828(LC 17) Max Grey 2=1252(LC 1), 12=2674(LC 1), 10=77(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3779/2180, 3-4=-3127/1838, 4-5>7393/1063, 5-6=-1331/1106, 6-7=6907744, 7-8=-7697761, 8-9=-508/425, 9-10=-1075/2029 BOT CHORD 2-18=-1801/3544, 17-18=-1819/3557, 16-17= 1284/2848, 15-16=-462/1216, 14-15=-448/1176,13-14=-11/380, 12-13=-1679/1065, 10-12=-1732/1098 WEBS 3-17=-612/501,4-17=-735/1733,4-16=-2023/1157,5-16=-708/951, 8-14=-304/699, 8-13=-947/657,9-13>119512257, 9-12=-2506/1636, 6-14= 970/548, 6-16=-181/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdl24mph; TCDL=4.2psf; BCDL=6.Opsf; h=25R; B=45ft; L=24ft; eave=5H; Cat. II; Exp C; Encl., GCpi=0.18; MV✓FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-6-0, Exterior(2) 18-6-0 to 20-8-0, Interior(1) 20-8-0 to 26-5-0, Exterior(2) 26-5-0 to 29-5-0, Interfor(1) 29-5-0to 44-1-0 zone; porch right enposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVIFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=790, 12=1573, 10=828. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied direbtly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-Visdrydeslarp.shetersend REAONOTES ONWISANDNCLUOEOMr7EKRUMNCEPAGEM674TJrev. 101AV2015BEFOHEUSE �■� Design valid for use only with M99M connectors. Rill design Is based only upon parameters shown, and Is for on Indlviduoi building component. not a no system. Before use. Me building designer must verity Me applicobllity, of design parameters and properly Incorporate Mls design Into Me overall bulloingdeslgn. Bracing indicated is to prevent buckling of lndivltlual hussweb and/or chord members only. Addluonal temporary and permanent bracing MiTek' Is always required for stability, and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobrlcoaon, storage, delivery, erection and bracing of frumps and it= systems WeANS171P11 Quality Cristo. OSS459 and BCSI Balding Component 69M Parka East BNd. Safety Mfomsationava0able from Two Plate Insfil 218 N. Lae Sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Jop Truss Truss Type Oly Ply LT8 WATERSTONE-ST LUCIEC T76872423 1755755 A07 Hip Truss 1 1 Job Reference (optional) murders rrsr5ource, Flant ally, I-L-JJ!,W. 8.24US Use 5%U1 B Mr I CK Industries, Inc. Wed Apr 2411:34:46 Scale = 1:78.7 Sx6 = Sx8 = 6.00F2 5 25 26 6 13 12 11 3.00 12 Sx6 = 4.6 = 1.5xa STP= 3><6 46 s Sx6 = LOADING (psf) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TIC0.72 BC 0.78 WB 0.98 Matrix -AS DEFL. Ven(LL) Vert(CT) Horz(CT) in (loc) I/defl Ud 0.48 15-16 >908 240 -0.6415-16 >684 180 0.30 11 n/a n/a PLATES GRIP MT20 244/190 Weight: 2401b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP No.1 WEBS 1 Row at midpt 4-14. 6-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1275/0-8-0, 11=2520/0-8-0, 9=-488/0.3.8 Max Horz 2=-350(LC 10) Max Uplift 2= 805(LC 12), 11=-1470(LC 12), 9= 725(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shaven. TOP CHORD 2-3=-3871/2353, 3-4=-3202/2022, 4-5=-1468/1156, 5-0=-1253/1143, 6-7=981/914, 7-8=-635/520,8-9=-875/1791 BOT CHORD 2-16- 1975/3677, 15-16=-1993/3691, 14-15- 1466N2981, 13-14=-281/847, 12-13=-123/472,11-12=1465/928,9-11=-1501/954 WEBS 3-15=-609/504, 4-15=-809/1783, 4-14= 2062/1246,5-14=-159/376, 6-14=-408/827, 6-13=-540/287,7-13=-250/645, 7-12=-922/674, 8-12=-1128/2114, 8-11=-2346/1540 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 18-4-0, Exterior(2) 18-4-0 to 22-6-15, Interior(1) 22-6-15 to 24-5-0, Extenor(2) 24-5-0 to 28-7-15, Interior(1) 28-7-15 to 44-1-0 zone; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi 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 chard and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 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 joints) except 0t=11b) 2=805, 11=1470, 9=725. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNING- Vert/ydesignperametersandRE40110 50N TMSANDMCLUDEDMREKREFERANCEPAGEMI.74n.v. 1N0.Y1arSBEFORE USE. Design valid for use only with Maei connectors. This design Is based any upon parameters shown, and Is for on individual building component, not a truss system. Before use. me building designer must verify the applicability of tlesign parameters and properly Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to prevent buckiingofIndividual tnusweb and/or chord members only. AOtlltlonaltemporary end permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and brooing of trusses and truss systems, WeMSVMI1 Quality Criteria, DSB49 and SCSI Bulding Component 69N Parka East Blvd. Scal Infermatbrlgv liable from Truss Plate Institute. 218 M Lee Street Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Joy Truss Truss Type Oty Ply LT 8 WATERSTONE-ST LUCIE C r s T16872424 1755755 A08 Hip Truss 1 1 Job Reference (optional) ewmers rusmource, ream ury, rL- JJD01, o.cra e'ea omio mu en 5x6 = 5x6 = 5 6 �"'•` _ 13 12 11 06 3.cc 12 5.6 = 4x6 = 1.54 STP = 5z8 = Scale=1:79.2 3.6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.74 BC 0.81 W B 0.84 Matrix -AS DEFL. Ven(LL) Ven(CT) Horz(CT) in (loc) Well Ud 0.50 15-16 >873 240 -0.6515-16 >666 180 0.33 11 Na n/a PLATES GRIP MT20 244/190 Weight: 247 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* - BOT CHORD Rigid ceiling directly applied. 2-15: 2x4 SP No.1 WEBS 1 Row at midpt 8-12, 6-13 WEBS 2x4 SP No.3 *Except* 2 Rows at 1/3 pis 4-14 6-13: 2x4 SP No.2 REACTIONS. (lb/size) 2=1273/0-8-0, 9=-504/0-3-8, 11=2539/0-8-0 Max Hom 2= 386(LC 10) Max Uplift 2=-803(LC 12), 9=-741(LC 17), 11=-1485(LC 12) Max Grav 2=1273(LC 1), 9=2(LC 12), 11=2539(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3851/2249, 3-0=3221/1936, 4-5=-1213/979, 5-6=-1007/998, 6-7=-966/886, 7-8=-633/512, B-9=-878/1824 BOT CHORD 2-16=-1880/3674, 15-16=-1890/3692, 14-15=-1403/3025, 13-14=-236/925, 12-13=-109/467, 11-12- 1553/953, 9-11 =-1 533/938 WEBS 3-15=-570/466,4-15=-745/1811,4-14=-2272/1333,5-14=-213/336, 6-14=-331/795, 7-13=-150/613, 7-12=-942/679, 8-12=-1155/2214,8-11=2364/1601, 6-13=-583/187 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f ; 8=458; L=24ft; eave=5tt; Cat. II; Er¢ C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedar(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 20-4-0, Exterior(2) 20-4-0 to 26-7-15, Intedor(1) 26-7-15 to 44-1-0 zone; porch fight exposed;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 psi bottom chord live load noncoilcurrent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 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 Its uplift at joint(s) except (jt=lb) 2=603, 9=741, 11=1485. - 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum Joaquin Velez PE No.68182 sheetrock be applied directly to the bottom chord. MTek USA, Ina FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 ®WARNING- Vedly Jesfgnperemefereend READNOTES ON 7N/SANOINCLUOEOMREKREFF ANCEPAGEM&74M.r .. 10ITSQO1SBEFOREUSE Design valid for use only win Mile& connectors. This design Is based only upon parameters shown and Is for an IndMdual building component. not a muss system, Before use, the building designer mustverify the applicability of design parameters and properly lncorporote Mrs deslgnlnto Me overall �1Y� buildingdesign. Bracing Indicated is to prevent buckling of Individual tmssweb and/or chord members only. Atldl6onal temporary a,a permanent is=ing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me MiTek' fa fabrication, storage. delivery. erection and bracing of trusses antl truss systems. seeANSVDVt Quality Criteria, DS6-09 and BCSI Building Component 6904 Parke East Blvd. Safely mformaticrWallable from Truss Plate Institute, 218 N. We Sheet Suite 31S Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LT WATERSTONE-ST LUCIEC T76872425 1765755 A09 Hip Truss 1 1 Job Reference [optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:48 2019 Page 1 I D:O4Zhply8bM7glQk637fmDgzGuaB-Y5lwgLOGgpLBe_77CfkeTvlEod1H4c01 H9weTKzN W XL 21-9 0 14 G6-0 13-10-6 21-0-0 21 0 244-0 0a4 5 36-3.1 3fi 4 42-9-0 4-1. 4 6-EO 74-0 7-1-10 �g 2.7-0 6-Ps 5-10-02 0--3 6.4-12 1-4-0 041'e Scale = 1:80.6 6x12 MT20HS= 6.00 12 bxe ¢ 13 12 11 = 3.0012 5x3x68= bz6= 1.55®STP= 46 % Sx6 = 6-8-0 12-B-0 21-4-B i 24-4-0 1 30-4.5 36-4-4 38j�-0 42.9.0 a 6-0.0 8-10-8 2-11-8 fi-0-5 5-11-15 0-3-12 fi-1-0 Plate Offsets IX Y)-- [2:0-1-14 Edge][3:0-3-0 0-Ml [4:0-4-0 09-01 [7:0-3-0 0-3-01 11 t0-3-0 0-3-01 113:0-5-4 0-2-81 LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.75 Ven(LL) 0.48 15-16 >905 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(CT) -0.67 14-15 >655 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.93 Horz(CT) 0.30 11 Na n1a BCDL 10.0 Code FBC2017/rP12014 Matni Weight: 2471b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except' 2-15: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1274/0-8-0, 9=-494/09-8, 11=2527/0-8-0 Max Horz 2=401(LC 10) Max Uplift 2= 802(LC 12), 9=-722(LC 17), l l=-1493(LC 12) Max Gran, 2=1274(LC 1), 9=8(LC 12), 11=2527(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 6-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-3870/2198, 3-4=-3205/1810, 4-5=-1111/915, 5.6=-1034/961, 6-7=-974/862, 7-8=-617/490, B-9=-861/1782 BOT CHORD 2-16=-1834/3697, 15-16=-1851/3714, 14-15— 1071/2488, 13-14=-213/835, 12-13=-65/449, 11-12=-1507/917, 9-11=-1494/908 WEBS 3-15=-633/560,4-15=-695/1796,4-14=-1863/1125,6-13=-581/222, 7-13=-216/619, 7-12= 922/639, 8-12_ 1069/2168,8-11=-2355/1475,5-14=-482/639, 6-14=-118/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst; h=25tt; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 21-4-8, Extedor(2) 21-4-8 to 25-7-7, Intedor(i) 25-7-7 to 44-1-0 zone; porch right elposed;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psi 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-M wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=802,9=722,11=1493. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNWG-Verily desr9n Panmemrsand F?aDNOTES ON MMI DWCLUOWRM KREFERANCEPAGEMIP74Mmv. l00.i40156EFORE USE 1V■�' Design valid for use only w M6eIds connectors. this design b based only upon parameters shown and B for an Individual budding component, not a truss system. Before use, the building designer must verify ire applicability of design parameters and properly Incorporate this design Into the overall i.�,/I■� burdingdesigo. Bracing Indicated 8toprevent bucWhgofIndividual hussweband/or chord members only. Additional tomporaryandpermanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrka5on. storage, delivery. erection and bracing of trusses and truss systems, weANSUIPII Quality Cdbde, DS349 and BCSI Building Component 69M Pads Eest Blvd. Sably NlormplbrWollobie from Truss Rate Institute. 218 N. Lee Sheet Suite 312. Alexcri VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply LT WATERSTONE-ST LUCIEC ' 1 T16872426 1755755 A10 Hip Truss 1 1 Jab Reference (optional) Builders RrstSource, Plant City, FL- 33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2411:34:49 2019 Page 1 ID:Q42hpjy8bM7gtQk637fmDgzGuaB-OHJlth1 uR7T2GBiKmMGtO6QNll3Vp4euVpfB7mzN W XK -1.4-0 12-1 1 1" 0 23-9-0 30.4-6 8.0 1.4-0 fi-6-0 fi-0-0 &&0 4.9-0 fi-7-5 6-3-10 Scale =1.67.6 5x6 = 5.6 = 5 20 621 3x8 = 3A0 12 5x6 = 3x4 = 3.6 II LOADING (Pat) TOLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS]. TC 0.83 BC 0.79 W B 0.84 Matrix -AS DEFL. in (loc) Udefl Ud Vert(LL) 0.60 13-14 >734 240 Vert(CT) -0.71 13-14 >620 180 Horz(CT) 0.37 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 223 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. 2-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-12, 6-11, 7-11 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 9=135010-3-8 Max Hoa 2=314(LC 11) Max Uplift 2=-868(LC 12). 9= 768(LC 12) FORCES. (lb) -Max. CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4437/2895, 3-4=-3836/2625, 4-5=-1761/1355, 5-6=-1508/1332, 6-7=-1418/1156, 7-8=-1355/955,8-9=-1291/973 BOT CHORD 2-14=-2747/4086, 13-14- 2763/4105, 12-13=-2288/3443, 11-12= 717/1255, 10-11=-739/1155 WEBS 3-13=-552(444, 4-13=-1185/2001, 4-12=-2340/1669, 5-12=-277/476, 6-12=-427/706, 6-11=-272/174,7-10=-441/455, 8-10= 803/1253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpil8; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 1-8-0, Intedor(1) 1-8-0 to 19-0-0, Exterior(2) 19-0-0 to 23-2-15, Interior(1) 23-2-15 to 23-9-0, Exterior(2) 23-9-0 to 27-11-15, Interior(1) 27-11-15 to 36-6-4 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) This truss has been designed for a 10.0 psf bottodl chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.0ps1. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 joint(s) except 01=11s) 2=868, 9=768. - 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum Joaquin Velez PE No.68182 sheetrock be applied directly to the bottom chord. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 AWARNING-Verily design parameters and READ NOTES ON TNISANDNCLUDW MREKREFMANCEPAGEMIP74M rev. 101oa2015BEFORE USE. Design volld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Ls for an Individual braiding component, not a hubs system. Before use. Ole bulldIng designer must verity the applicability of design parameters and properly Incorporate this design Into the overall r butting design. Bracing Indicated is to prevent buckling of Individual hubs web and/or chord members only. Adtlllonaltemporary and permanent brocing MiTek' Is always leculred for stability and to prevent collapse with possole persona Injury and property damage. For general guidance regarding the fobrica6on, storage, delivery, erection and bracing of human and truss systems, seeANSI/IPII QuoRy CMrrM. 151111-09 and BC81 Bull Component 6904 Parke East Blvd. Safety feformationavaiiable from Toss Rate Insill 218 N. Lee Street suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply LTB WATERSTONE-ST LUCIEC ' T16872427 1755755 A11 Hip Truss 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL- 33567. c nn� 8.240 s Dec 6 2018 MiTek Industries, Inc. V ID:04Zhpjy8bM7gt0k637fmDgzGuaB-VTth512XCObvuHH W K4r 25.9-0 30-4-5 e s o 4.7-5 6xB = 6x8 = 5 19 20 6 21 24 11:34:50 2019 Pagel Scale=1:67.6 11 Ih 3x8 i 3.00 12 5x6 = Sx8 = 3.6 II 6-GO 12.60 1]4}0 24-4-0 30-4-5 36-B-0 6-fi-0 6-0-0 4-fi-0 ]-40 t-5-o 4-7-5 fi-3-11 Plate Oftsets(XY)-- 12:0-2-90-1-8113:0-3-00-3-0115:0-1-120-3-12116:0-4-00-1-15116:Edae0-1-121113:0-2-120-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.77 Vert(CT) -0.70 13-14 >623 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.74 Horz(CT) 0.36 9 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrix -AS Weight: 227 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 5-6: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP.No.3*Except* 5-11: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0.9=135010-3-8 Max Hoa 2=278(LC 11) Max Uplift 2= 868(LC 12). 9=-768(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 4-12, 5-11, 6-10 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4447/297313-4=-3812/2680, 4-5=-2100/l617, 5-6=-1273/1131, 6-7=-1330/1165, 7-8=-1346/960, 8-9=-1289/986 BOT CHORD 2-14=-2821/4108, 13-14=-2841/4124, 12-13=-2327/3426, 11-12=-1228/1935, 10-11=-740/1215 WEBS 3-13=-586/475, 4-13=-1239/1979, 4-12=-2116/1544, 5-12=-753/1267, 5-11=-948/647, 7-10=-327/455, 8-10=-791/1228, 6-10=-298/81, 6-11=-125/451 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=50; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 1-e-0, Interior(1) 1-8-0to 17-0-0, Exterior(2) 17-0-0 to 21-2-15, Intedor(1) 21-2-15 to 25-9-0. Extedor(2) 25-9-0 to 29-11-15, Intedor(1) 29-11-15 to 36-6-4 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) 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 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 TOO lb uplift at joint(s) except (jt=lb) 2=868, 9=768. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTekUSly Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 WARNWG - VeHfy de9gn paremeters and READ NO MS ON THW AND INCLUDED MII EK REFERANCE PAGE MII-74" ICV. 1 dAir2015 9EFORE USE Design valid for use only with MIToWD connectors. IDLs design Is based only upon parameters shown, and Is for an IrdIvidual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdesign.&acbgIndicated Istoprevent buckling ofincMdualtrues web and/or chord members only,. Additionoltemporallondpermanentbr"hg MiTek' a always required for stabllry antl to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and no systems, seeANSVIPII Cua1Bv Criteria. V5849 and BCSI tall Component 6904 Padre East Blvd. Sooty Inform stlanovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22 14. Tampa, FL 33610 Jab Truss Truss Type Cry Ply LT WATERSTONE-ST LUCIEC � T76872428 1755755 Al2 Hip Truss 1 1 Jab Reference (optional) Builders FuslSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:52 2019 Page 1 ID:G4ZhpjyBbM7gtOk637fmDgzGuaB-Rs7RWj3nk2rc7bOuRUpadl2uXE6vORRKBnusc5zNWXH r1-4-0 6-fi-0 12.6.0 15-0-0 20-11-10 24-4-0 27-g-0 30.4.5 3fi-B-0 11-4.O 6-6-0 6-0.0 2-6-0 5-11-10 3-4-6 3-5-0 2-7-0 6-3-11 3xl2 MT20HS 5x6 = 6.00 12 3x4 = 5x6 = 21 6 22 23 7 Scale = 1:68.3 3.00 12 5.6 = Sxg = 3x6 II 61 0 12-6-0 15.0.0 24-4-0 2]-9-0 30.45 36-e-0 fi-fi-0 6-0.0 I 26-0 9-4.06-3-11 Plate OHsets(X,Y)- i2:0-0-10.Edgel.f3:0-3$0-3-01 T5:0-3-00-2-0117:0-3-00-2-01 T9:0-3-00-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 0.57 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.6914-15 >638 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(CT) 0.34 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matdx-AS Weight: 216 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 1 Row at midi 6-12 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1425/0-8-0, 10=1350/0-3-8 Max Horz 2=256(LC 12) Max Uplift 2=-868(LC 12), 10=-768(LC 12) FORCES. (Ib) - Max ComplMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4451/3026, 3-4=-3809/2719, 4-5=-2596/1968, 5-6=-2307/1802, 6-7=-1441/1210, 7-8=-1312/1162, 8-9=-1344/968, 9-10=-1288/995 BOT CHORD 2-15=-2870/4062, 14-15=-2886/4078, 13-14=-2358/3374, 12-13=1265/1893, 11-12=-757/1199 WEBS 3-14=-599/474,4-14=-1290/1895,5-13=-692/982,6-13=-374!/15, 6-12=-926f774, 4-13- 1937/1535,7-12=-347/631,8-11=-290/447,9-11=-798/1224,7-11=-332/148 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45f; L=24f ; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and "Extedor(2) -1-4-0 to 1-e-0, Interior(1) 1-8-0 to 15-0-0, Extedor(2) 15-M to 19-2-15, Interior(1) 19-2-15 to 27-9-0, Exlerior(2) 27-9-0 to 31-11-15, Interior(1) 31-11-15 to 36-6-4 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 tress has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This tress has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2 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 joints) except (jt=lb) 2=868, 10=768. 9) This tress design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING. VeNJydeslgnpare.et...d READ NOTESOMMMAND NCLUDW MR KREFERANCEPAGEM&74TJ rev, 1ONY1015BEFOREUSE -7 Design valid for use only with MOekW connectors. This Design Is based only upon parameters shown, and Is for an Individual building component, not a hum system, Before use, the building designer must verify the appllcobillry of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addltlonoltemporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlaaeon storage. delivery, erection and bracing of trusses antl hum systems. seeANS"I I Quellly CRoM, DSB-89 and SCSI Building Component 69N Parke East BW. Wooly Nformatlonavoilobie from Truss Rafe Institute. 218 NN Lee Sheet, Su6e 31Z Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oly -ST LUCIE C r T16872429 =Reference 1755755 At Hip Truss 1 e) Builders RrstSource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11;34:53 2019 5x8 = 2x4 II 20 5x6 = 5x6 = 6 21 22 7 Scale=1:66.9 3.00 12 5xB = 3x4 = 3x6 11 3x12 MT20HS 6-6-0 12-6.0 19-1-15 24-4-0 29.9.0 36.8-0 6.6-0 ".0-0 I E7-15 5-2-1 5-5-0 ) 6- 1-0 Plate Offsets (X,Y)-- [2:0-0-10 Edoel [3:0-3-0 0-3-01 14:0-5-0 0-2-0I [6:0-3-00-3-01 [7:0-6-0 0-2-81 [11:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.58 13-14 >751 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.69 13-14 >633 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.85 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 MaM%-AB Weight: 214 lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 7-8: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1Raw at midpt 4-12 REACTIONS. (Ib/size) 2=1425/0-8-0, 9=1350/0.3-8 Max Horz 2=250(LC 12) Max Uplift 2=-869(LC 12), 9=-768(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4446/3099, 3-4=-3815/2702, 4-5=-2375/1835, 5-6= 2375/1835, 6-7=-1691/1382, 7-8=-1404/1015, 8-9=-1283/1011 BOT CHORD 2-14=-2931/4007, 13-14= 2955/4030, 12-13=-2189/3187, 11-12=-1167/1758. 10-11=-747/1167 WEBS 3-13=-625/570,4-13=-123B/1945,4-12=-977!/03,5-12=-32B/373, 6-12_ 646/975, 6-11=-983/789,7-11=-595/867. 7-10=-366/409, 8-1D=-792/1233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0. Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 29-9-0, Extedor(2) 29-9-0 to 33-11-15, Intedor(1) 33-11-15 to 36-6-4 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 psi bottom chord live load nonconcurrent with any other live loads. - 6) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP ND.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSYTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=869, 9=768. 10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheelmck be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WANNWG-Vedfydesign Paremefers4nd RFAD NOTES ON TNISAND/NCLUDED MREKHEFEHANCEPAGEMI474TJ rev. 10,0.3senSDEFONE USE Design valld for use only with MreM connectors. This design Is based only upon parameters shown antl Is for an IndMdual bulding component, not a nuss system. Before use, me building designer must early ma oppllcability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of indIvidual truss web and/or chord members only. Additional temporary antl permanent bracing Is always required for stability and to prevent collapse win possible person injury and property damage. For general guidance regarding the fabrication storage, calvary, erection and bracing of trusses and Inns systems, seeANSVIPII Quality Criteria. D3549 and SCSI Building Component Safety m/ormatbrlwolable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Aloeondrla, VA 22314, MiTek' 69M Parka East Blvd. Tampa, FL M610 7 Joh Truss Truss Type Oty Ply LTBWATERSTONE-ST LUCIEC T16872430 1755755 A14 Hip Truss 1 1 Jab Reference (optional) cueuars rrrsmource, ream sAry, rc- a400r, o.cru a vec o eu n ' " r ID:GZkZSXBELDNJdjXs77Wsk0zGxTm-NF6BxP51 Gf5KMvaHZv2jA7102pAUGOdf5Nyh_ Scale: 3116'=1' 5x8 = 5x6 = 2x4 II 5xB = 4 22 5 23 6 24 7 3x6 = 2.4 II 3x4 = 3.6 — 30 = 5x8 = 3.4 = 3z6 It 3.6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.25 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Ven(CT) -0.3411-13 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.51 Horz(CT) 0.10 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1Flow at midpt 5-11,7-11 REACTIONS. (lb/size) 2=1425/0-8-0, 9=1350/08-8 Max Horz 2=256(LC 12) Max Uplift 2= 869(LC 12), 9= 767(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2574/1747, 3-4=-2164/1586, 4-5=-2267/1730, 5-6=-1946/1508, 6-7=-1946/1598, 78=-1230/908,8-9=-1304/1007 BOT CHORD 2-16=-1660/2244, 15-16=-1660/2244, 13-15= 1321/1888, 11-13= 1551/2271, 10-11=895H037 WEBS 3-15=-478/416,4-15=-172/388, 4-13=-346/603, 5-13=-245/316,5-11=-452/283, 6-11=AO9/461,7-11=826/1228, 7-10_ 547/509, 8-10=-807/1217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0. Extedor(2) 11-" to 15-2-15, Interior(1) 15-2-15 to 31-9-0, Extedor(2) 31-9-0 to 35-11-15, Interior(1) 35-11-15 to 36-6-4 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 3841 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=869, 9=767. 7) This truss design requires that a minimum of 7/16' structu ral wood sheathing be applied directly to the top chord and 1/2' gypsum sheatrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33618 Date: April 24,2019 AWARNING -VedfydesignW rn. vvantlREADNOTESONTHISANDINCLUDEDM RUF ANCEPAGEM1 74TJrev.1da3,!tm5BEFOREUSE Design valid for use chill M6ek9connectoa. This design Is based only upon parameters shown, and Is tar cn Individual building component, not �® �� a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcotion, storage, delivery, erection and bracing of trusses and muss systems seeANS"Il Qual Criteria, DSB49 end SCSI Balding Component 69M Parke East Blvd. Safely Informations ble from Truss Rate Institute.218 N. Lee Street Suite 31Z Alexandria. VA 22314. Tampa, FL 3381D Job. Truss Truss Type City Ply LT WATERSTONE-ST LUCIEC r T76872431 1755755 A15 Half Hip 1 7 Job Reference (optional) Builders FirstSource, Plant City, FL - 33567, B.240 a Dec 6 2018 Mil ek Industries, Inc. Wed Apr 24 1 P.34:54 2019 Page l ID:GZkZSXBELDNJdjXs77W skOzGxTm-NF6BxP51Gf5KMvaHZv2jA7Gm2WULydlSNyh_zNW XF fi-3.6 9-0-0 /4-00-1 22.8-4 29-7-5 3fi-8-0 1-4-0 63-6 2-8-10 5-10-2 7-10-3 fi-11-1 7-0-11 Scale: 3/16'=l' 5x6 = 3x4 — 5x6 = 3x6 = 3.4 11 3xG = 3x8 = 4.6 = 3x4 = 4x6 = 3x4 = Gx8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.32 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC .0.98 Vert(CT) -0.47 9-10 >935 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 1881b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 7-9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=343(LC 12) Max Uplift 9=-861(LC 9), 2=-860(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1734, 3-4=-2328/1632, 4-5=-2065/1518, 5-6=-2689/1838, 6-7=-2100/1391 BOT CHORD 2-14=-1770/2221, 12-14=-1924/2643, 10-12=-1823/2582, 9-10=-1200/1698 WEBS 3-14=-294/388, 4-14=-506/852, 5-14=-813/567, 6-10= 701/628, 7-10=-385/810, 7-9= 1982/1419 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph;TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0. Exterior(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 36-6-4 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 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings am assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=861, 2=860. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- Verity design p...terserid READ NOTES ONTHMANDWCLUDEO MgEKREFERANCEPAGEMIF74T4 rev. 1W0.3A?0156EF0RE USE Design valid for use only with Milelog connectors. inns design 6 based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, ire building designer must verify the applicoblllty of tlesign parameters and properly Incorporate this design Into the overall buildingdesign. BrocingIndicated Istoprevent bucking ofIndividual trusswaband/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stabO6y 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. SeeANSViPil GDo1My CrMnh, PS549 and SCSI Muldbp Component 69N Parke East Blvd. Safety Informationavoiloble from Truss Rate Institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LT 8 WATERSTONE-ST LUCIE C I T16872432 1755755 A16 Half Hip Girder 1 1 Job Reference (optional) Builders FlrstSource, Plant City, FL - 33567, 8.2413 s Dec 6 201U MiTek Industnes, Inc. Wed Apr 24 11:34:56 2019 Page 1 Scale = 1:66.8 6x12 MT20HS i 46 = Sx8 = 8x14 MT20HS= 5x12 = 2x4 11 6x8 = 6.co 12 3 21 22 4 23 24 5 25 26 6 27 28 29 730 31 328 33 34 8 '- 35 36 ' 37 16 38 '- 39 14 - •- 41 42 '- 43 44 45'" 46 47 1.5.8 STP= 4x6 6x12 MT20HS= 2x4 II 5x8 = 20 II 6x12 MT20HS= 3x12 MT20HS II 4x10 1,11`201­1S i 4x6 = 6x12 MT20HS= 3-9.4 7-0-0 12-0.8 1fi-11-0 21-10.0 2fi-B-12 31-]-8 3EB-0 3.44 3-2-12 5-n-e d-10.12 I A.ta.12 d-10.12 Tl1 Plate Offsets(XY)-- f2'0-3-80-1-151 (3:0-9.40-3-01 [6:0-7-00-4-8]f11'0-M,G-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ld PLATES GRIP TOLL 20.0 Plate Grip DEL 1.25 TIC 0.74 Vert(LL) 0.97 13-15 >454 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.78 13-15 >565 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.98 Hom(CT) -0.22 10 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MSH Weight: 249 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 -Except* TOP CHORE 1-3: 2x4 SP M 31 BOT CHORD 2x6 SP M 26 SOT CHORE WEBS 2x4 SP No.3*Except* WEBS 9-10: 2x4 SP No.2, 5-17,5-13,7-13,7-11,9-11: 2x4 SP No.1 REACTIONS. (lb/size) 10=2920/0-4-0, 2=2760/0-8-0 Max Horz 2=276(LC 25) Max Uplift 10=-3396(LC 5), 2= 2982(LC 8) FORCES. (lb) - Max. Comp.(Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5645/6222,3-4=-4900/5551,4-5=-7094/8143,5-6=-7707/8880,6-7=-7707/8880, 7-8=-3764/4374,8-9=-3764/4374, 9-10=-2785/3263 BOT CHORD 2-18= 5644/4984, 17-18=-814377094, 15-17=-918277982, 13-15=-918277982, 12-13=-7275/6306,11-12=-7275/6306 WEBS 3-18=-2312/2083, 4-18=-2713/3102,4-17=-1059/918, 5-17=-1107/1287, 5-15=-328/436, 5-13=-335/367,6-13=-479/576,7-13=-1952/1704,7-12=-326/425,7-11=309713563, 8-11=-515/675,9-11=-5266/4532 Structural wood sheathing directly applied or 2-10-5 oc pudins, except end verticals. Rigid ceiling directly applied or 3-2-11 oc bracing. 1 Row at midpl 4-18, 7-11, 9-11 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24f; eave=6ft; Cat. 11; Etg1 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) 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 chard and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 10=3396, 2=2982. Joaquin Velez PE Nc.68182 III USA, Inc. FL Cad 6634 6904 Parka East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -Vedty design pan nerers end READ NOTES ON MIS AND INCLUDED MIIEK REFERANCEPAGE MIP74M rev. 10N32p16 BEFORE USE. Design valid for use only Win MBeM connectors. Aa design Is based only upon parameters shown, and Is for an Individual building component, not ITS a truss system. Before use. the building designer mustvedfy M9 opplicabYeyof design parameters and properly Incorporate this design into the overall bulldingdosign. Bracing Indicated Istoprevent buckling ofIndividual trussweb and/or chord members only. Addmonaltemp raryondpermcnentbracing MiTek' Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Muss systems seeANSVWII Quality Cmedo, DSB49 and 6CSI Building Component 69N Parke East Bald. Safety Infolmotbrlavollobie from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandrlo. VA 22314. Tampa, FL W610 Job � Truss Tess Type City Pl=WATERSTONE:ST IT LUCIECT16872432 I r 1755755 A16 Half Hip Girder 1 al Builders RrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:56 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskOzGxTm-JdEyL56HnGL2cCkggKUWobCb2rXayDBwePs3lszNWXD NOTES- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 210lb up at 7-0-0, 152 lb down and 2031b up at 9-0-12, 1381b down and 203 lb up at 11-0-12, 133 lb down and 203 lb up at 13-0-12, 133 lb down and 203 Ib up at 15-0-12, 1331b down and 203 lb up at 17-0-12, 133 It, down and 203 Its up at 19-0-12, 133 Ib down and 203 lb up at 21-0-12, 133 Ib down and 203 Ib up at 23-0-12, 152 Ib down and 203 lb up at 25-0-12, 152 lb down and 203 Ib up at 27-0-12, 152 Ill down and 203 lb up at 29-0-12, 152 lb down and 203 It, up at 31-0-12, and 1521b down and 2031b up at 33-0-12, and 152 Ib down and 203 It, up at 35-0-12 on top chord, and 3531b down and 496 lb up at 7-0-0, 99 lb down and 166 Ib up at 9-0-12, 99 Ib down and 166 It, up at 11-0-12, 99 lb down and 166 lb up at 13-0-12, 99 lb down and 166 lb up at 15-0-12, 99 lb down and 166 la up at 17-0-12, 99 lb down and 166 lb up at 19-0-12, 99 Ib down and 166 Ib up at 21-0-12, 99 lb down and 166 lb up at 23-0-12, 99 It, down and 166 lb up at 25-0-12, 99 lb down and 166 lb up at 27-0-12, 99 Ito down and 166 It, up at 29-0-12, 99 lb down and 166 Ib up at 31-0-12, and 99 Ib down and 166 lb up at 33-0-12, and 99 lb down and 166 It, up at 35-0-12 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 (pit) Vert: 1-3_ 54, 3-9=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3= 92(B) 18=-353(B)5=-92(e) 15=-84(B)21=-92(B)22=92(B)23=.92(B)24=-92(B)25=-92(B) 26=-92(B)27=-92(B) 29= 92(B)30= 92(B)31=-92(B) 32=-92(B)33= 92(B) 34=-92(B) 35=-94(B) 36=-84(B)37=-84(B) 38=-84(B) 39=-84(B) 40=-84(B)41=-84(B) 42=-84(B) 43=-84(8) 44=-84(B) 45=-84(B) 46=-94(B) 47=-84(B) WARNING-Vedlydeslgnparemetenond READNOTES ON MSANDWCLUOEDMI KREFERANCEPAGEM&747drev. iNAYPOISBEFORE USE Design valid for use only with M7ek®connectors. this design a based only upon parameters shown, and is for an lncMdual building component, not o truss system. Before use. Me bustling designer must verity Me applicability of design parameters and property Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablity and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage. delivery, erection and bracing of trusses and huss systems seeANSWII DualNyCMer6, DSB49 and SCSI Building Component Safety mformalbno oilobie from Truss Plate Institute. 218 N. Lee Street Suite 31Z Alexandria, VA 22314. MiTek' 690E Parke East Blvd. Tampa, FL 33610 Joh Truss Truss Type Oty Ply IT8WATERSTONE-ST LUCIEC ' T16872433 1755755 B01 Hip Girder 1 1 Jab Reference (optional) tunnaers hlrsusource, HIam ulty, hL-33557, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:34:58 2019 6xi2 MT20HS i 5.6 = 5xB = 6.00 FIT 3 23 244 25 26 5 27 8x14 MT20HS = 502= 28 29 6 30 31 7 32 33 8,04 MT20HS 0 8 Scale=1:68.9 9 ah 0 b 1 O 34 35 a 36 16 37 1 j 38 39 40 14 41 42 14 43 12 44 n 1.5x8 STP= 5x6 6.12 MT20HS = 5x6 = as 11 5x6 = 1.5.8 STP= 4,10 Mi20HS % 4x6 = 2x4 11 6x12 MT20HS= 4xl0 MT20HSC 1 3.9-4 7-0-0 11-8-4 16-2-12 20.9-4 1 26&12 30.0.0 33.2-12 37.1-0 vve vo.m Plate Offsets (X Y)-- 12:0-3-8 0-1-151 13:0-9-0 0-3-0] 16:0.7-0 0.4.121 18:0-11-4 0.3-01 19:0-3-B O-1-151 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(L-) 1.08 14-15 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(CT) 0.8714-15 >513 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO W B 0.97 Horz(CT) -0.27 9 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 234 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except' 36,6-8: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2866/0-8-0, 9=2909/0-8-0 Max Hom 2=-148(LC 6) Max Uplift 2=-3119(LC 6), 9=-3179(LC 8) BRACING - TOP CHORD Structural woad sheathing directly applied or 2-8-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. WEBS 1 Row at nrl 4-18,7-11 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5879/6524, 3-4=5104/5815, 4-5=-7333/8468, 5-6=-8442/9790, 6-7=-8442/9790, 7-8=-5190/5934, 8-9=-5973/6655 BOT CHORD 2-18=-5638/5194, 17-lB=-819377333, 15-17=-9490/8421, 14-15=-9490/8421, 13-14=-8266f7385,11-13=-826W385, 9-11=-5756/5278 WEBS 4-18=-2814/3247,4-17=-1255/1088,5-17=-1381/1619, 5-15= 353/434, 6-14=-487/590, 7-14=-1557/1334,7-13=-320/380,7-11=-2765/3192,3-18=-2469/2206, 8-11=-2432/2178 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcti ent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=3119, 9=3179. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 Ile down and 210lb up at 7-0-0; 152 lb down and 203 lb up at 9-0-12, 1381b down and 203 lb up at 11-0-12, 133 lb down and 2031b up at 13-0-12, 133 It, down and 203 lb up at 15-0-12, 133 Ito down and 203 Its up at 17-0-12, 133 Its down and 203 Ib up at 186-0, 133 Ib down and 203 Its up at 19-11-4, 1331b down and 203 lb up at 21-11-4. 133 lb down and 203 lb up at 23-11-4, 138 lb down and 203 lb up at 25-11-4, and 152 Ib down and 203 lb up at 27-11-4, and 2081b down and 413 Ito up at 30-0-0 on top chord, and 353 Ito down antl 496 It, up at 7-0-0, 99 lb down and 166 Ito up at 9-0-12, 99 lb down and 166 Ib up at 11-0-12, 99 Its down and 166 Ito up at 13-0-12, 99 Ito down and 166 lb up at 15-0-12, 99 lb down and 166 Ile up at 17-0-12, 99 lb down and 166 Ito up at 18-6-0, 99 lb down and 166 Ito up at 19-11-4, 99 lb down and 166 lb up at 21-1 ", 99 lb down and 166 Ito up at 23-11-4, 99 lb down and 1661b up at 25-11-4, and 99 Ile down and 166 Its up at 27-11-4, and 3531b dawn and 496 lb up at 29-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 an ar Q wARNMO-Vedrydsslga parameters and READ NOTES ON MIS AND INCLUDED 41/TEK REFERANCE PAGE MIF74Td env. 1a1132015BEFOREUSE. Design valid for use only with Welds connectors. This design Is based only upon parameters shown, and Is for on Individual bullOing component, not a truss system. Before use. the building designer must verify. the appllcobllly of design Parameters and property Incorporate this design Info the overall i bullding design. Bracing Indicated is to prevent buckling of Inc lduol truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTek' Ls always real for sta flity and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabricoflaa , storage, dellway, erection and bracing of trusses end hum systems seeANSVIPII Qua111111yy Cmub. D3049 and IICSI 6uldhp Component Safety InformplbDTvalioble from Truss Plate Institute. 21ll N. Lee street, Sure 31Z Alexandria, VA 22314, 69N Pahl East BNB. Tampa, FL 33610 Jo4 Truss Tess Type Oty Ply LT 8 WATERSTONE-ST LUCIE C T76872433 1755755 Got Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 24 11:34:58 2019 Page ID:GZkZS%BELDNJdjXs77WskDzG:Tm-GOMimmBYJubmrWu2olw t0lAdCcO7yDajLAglzNW%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, 3-8=-54, 8-10— 54, 2-9=-20 Concentrated Loads (lb) Vert: 3=.92(B) 8=-161(B) 18=-353(B) 11=-353(B) 23=-92(8)24=-92(B) 25=-92(B) 26=-92(B) 27=-92(B) 28=-92(B) 29= 92(B) 30=-92(B) 31 =-92(B) 32=-92(B) 33=-92(B) 34— 84(B) 35>84(B) 36=-84(B)37=-84(B)38=-84(8) 39=-84(B) 40=-84(B) 41=-84(B) 42= 84(B) 43= 84(B)44=-84(B) Ja4 I Truss Truss Type City Ply=WATERSTONE-STLT LUCIECT16872434 1755755 B02 Hip Tmss 1 al buraers FIrsibource, Plant Ulty, 1-1--33567, UeC 5 ZU16 Ml I ex Mc UslneS. Inc. W ea ADr Z4 11:J4:5S ZU19 5x6 = 4 3x4 = 24 25 5 5x6 = 5x6 = 6 26 27 7 Scale = 1:65.9 15 11 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 3x6 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ve t(LL) 0.34 13 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.4711-13 >944 180 BCLL 0.0 Rep Stress Incr YES W B 0.85 Horz(CT) 0.14 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=-184(LC 10) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. TOP CHORD 2-3=-2565/1810, 3-4=-2366/1709, 4-5=-2099/1588, 5-6=-2763/1976, 6-7=-2099/1588, 7-8=-2366/1709,8-9=-2565/1810 BOT CHORD 2-15=-1444/2254, 13-15=-1650/2690, 11-13=-1662/2690, 9-11=-1470/2254 WEBS 4-15=-532/862, 7-11= 532/862,5-15=-826/632, 6-11=-826/632, 3-15=-292/386, 8-11=-293/386 PLATES GRIP MT20 244/190 Weight: 180 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-0-0, Extenor(2) 9-0-0 to 13-2-15, Interior(1) 13-2-15 to 28-0-0, Extenor(2) 28-0-0 to 32-2-15, Intedor(1) 32-2-15 to 38-4-0 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 psi 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) Bearings are assumed to be: , Joint 9 SYP No.2 crashing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 2=8115, 9=885. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: April 24,2019 m WABNWG- VeNydeslgn parameters and BEADNOTES ON MIS AND INCLUDED MITEKBEFENANCEPAGEM67473rev. IaVrA20l5BEPOBE USE Design valid for use only with Y fli connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design into the overall building tlesign. Bracing indicated is to prevent budding of individual buss web and/or chord members only.. Additional temporary and permanent brodi r MiTek' Is always required for stability and to prevent collapse with possible persond Injury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and muss systems seeANSVrpll Quality Cri DS349 and ICSI Building Comlaonent 69N Parke East Blvd.. Safety 65formatbnavailoble from Truss Plate Institute, 218 N. Lee Sti Suite 312, Alexandria, VA 22314. Tampa, FL 33610 T16872435 Thus Scale=1:65.9 5x8 = 4 25 2x4 II 5x8 = 5 26 6 27 6 15 15 -- 13 -- '- 1/ 10 3x6 = 2x4 II 3x6 = 3x8 = 3x4 = 2x4 11 3xe 3x4 = 3x6 = 8-0-12 11-0-0 18-EO 26-0-0 30-7-4 37.0.0 6-bn2 4-T-4 7.a.n "UO I e.7.n A.a.rP Plate Offsets(XY)-- 14:0-6-00-2-81 f6:0-6-00-2-81 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.28 13 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.3613-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hom(CT) 0.12 8 file Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 193 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 - WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Horz 2=-220(LC 10) Max Uplift 2=-885(LC 12). 8=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 IN) or less except when shown. TOP CHORD 2-3=-2607/1772, 3-4=2206/1609, 4-5=-2342/1785, 5-0=-2342/1785, 6-7=-2206/1609, 7-8=2607/1772 BOT CHORD 2-16=-1413/2340, 15-16=-1413/2340, 13-15=-1076/1977, 11-13= 1102/1929, 10-11=-1439/2273,8-10=-1439/2273 WEBS 3-15=-454/413,4-15=-160/440, 4-13=-390/625, 5-13=-458/517, 6-13=-390/625, 6-11=-160/440,7-11=-454/413 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 11-0-0, Extedor(2) 11-0-0 to 15-2-15, Interior(1) 15-2-15 to 26-0-0, Extedor(2) 26-0-0to 30-2-15, Interior(1) 30-2-15 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant 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) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=885, 8=885. 8) This truss design requires that a minimum of 7116• structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 M7ek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0WARNNG-VerilydesignP...,e . d READ NOTES ON THIS MD INCLUDED MTFEK REFEAUINCE PAGEM&74M rsv. 10=201S BEFORE USE. Design valid for use only with Wadi) connectors. This design Is based only upon parameters shown, and 6 for an Individual building component, not ��- a truss system. Before use, me building designer must verify the epplicobllfly of design parameters and properly Incorporate MIS design Into the overall building design. Bracing Indicated is to prevent buckling oflndividualtruss web and/or chord members only. Additional temporary and permonentbracing Mffek' Is always required for stobilry and to prevent coilopse Wffi poe lbie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII CuaT Criteria. DS549 and 6CSI Building Component Safety Informationavollcbie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, 69U Palle East Blvd. Tampa, FL Alexandria. VA 2231 A. 33610 Jot Truss Truss Type City Ply LT 8 WATERSTONE-ST LUCIE C � T76872436 1755755 B04 HIP 1 1 Job Reference (optional) Builders RrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Inc. Wed Apr 24 11:35:01 2019 Scale = 1:68.4 6.00 12 Sx8 = 2x4 II 5x6 = 4 23 5 24 6 10 3.00 12 5.6 = 2x4 3x6 = 3x6 9 F 18-6.0 I 244 fi-3-5 740.00 6.0-0 -10 0.i fi-10 6600 160 Plate Offsets MY)— 12:0-2-9 0-1-81 f3:0-3-00-3-0f f4:0-4-12 0-2-41 16:0-3-8 0-2-4j F7:0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.81 Vert(LL) 0.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ver(CT) -0.72 13-14 >619 180 BCLL 0.0 Rep Stress Incr YES WS 0.75 Horz(CT) 0.38 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 191 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 •Except• 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at Fri 4-12 REACTIONS. (lib/size) 2=1441/0-8-0, 8=1441/0-8-0 Max Hom 2=-256(LC 10) Max Uplift 2= 885(LC 12), 8=-885(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4507/2886, 3-4=-3862/2467, 4-5=-2512/1851, 5-6- 2512/1851, 6-7=-2093/1515, 7-8=-262aI1748 BOT CHORD 2-14=-2467/4062, 13-14=-2490/4085, 12-13= 1732/3240, 11-12=-1024/1869, 10-11=-1427/2292,8-10=-1426/2296 WEBS 3-13=-627/592, 4-13=-1019/1965,4-12=-943/470,5-12=-315/340,7-10=0/266, 6-12=573/998, 7-11=-603/504 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 13-0-0, Exterior(2) 13-0-0 to 17-2-15, Interior(1) 17-2-15 to 24-M, Exterior(2) 24-0-0 to 28-2-15, Interar(1) 28-2-15 to 38-4-0 zome;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 psi 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 chard and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint($) 2 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 lb uplift at joint(s) except (jt=lb) 2=885, 8=885. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904Parke East Bind. Tampa FL 33610 Date: April 24,2019 0 WARNING-VaWdesignPeremetc..d READ NOTES ON THIS AND INCLUDED MITEKREFERANCEPAGEMI1-74nnev. IDT3,2015BEFORE USE Design valid for use only with Mini connectors. This design Is based only upon parameters shown, and 6 for on Individual building component, not a hum system. Before use, the building designer must verity the app lcablllly of design parameters and properly Incorporate this design Into me overall 1/ building design. Bracing Indicated is to prevent buckling of htlNitlual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabllity and to prevent collapse With possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of busses and truss systems, seeAN6ViP11 Quail GrBrrM, DS!-0D and BCSI Buatlhp Gmpen�nt 6904 Parke East Blvd. Safety from Toss Plate Insfitule, 278 N. Lee Skeet, Suite 312, Alexondeo. VA 22314. Tampa, FL 33610 Jab , Truss Truss Type r Oty Ply LT WATERSTONE-ST LUCIEC T16872437 1755755 B05 HIP 1 1 Job Reference (optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 24 11:35:02 2019 Page 1 ID:GZkZSX13ELDNJdjXs77WskOzGxTm-BnbDc8B2N66CK7Bp1 b_wl rSCGGWAMy-pV W NzWzNWX7 r1-0-O fi-6.0 l 12-6-0 15.0.0 22-0-0 2MO 30.7-4 37-0-0 i38-4-q �1-0-0 fi-6.0 fi.0-0 2-fi-0 7.0-0 2.4.0 6-3-4 fi-4-02 1-4-OI Scale=1:68.9 5x6 = 5x6 = 6.00 12 e_e - 5 24 25 6 12 11 3x6 3.00 12 5xB = 2.4 II 3x6 = i &fi-0 12-6-0 15.40 22-0.0 24.40 30.7-4 37-0.0 6-6-0 fi.0-0 2.6-0 ]-0.0 2-4.0 6.3-4 fi-4.12 Plate Offsets (X Y)-- 12:0-2-9,0-1-81 13:0-3-0 0-3-01 15:0-4-00-2-81 16:0-4-0 0-2-81 18:0-3.0 0-3-01 112:0-5-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.55 14-15 >805 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.73 14-15 >609 180 BCLL 0.0 Rep Stress ]nor YES W B 0.84 HOR(CT) 0.37 9 Na n/a - 9CDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2001b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Hom 2=291(LC 11) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (I e) or less except when shown. TOP CHORD 2-3=-4512/2799, 3-0=-3873/2467, 4-5=-2647/1853, 5-6= 2366/1716, 6-7=-2048/1658, 7-8=-2106/1495, 8-9=-2622/1700 BOT CHORD 2-15=-2386/4067, 14-15=-2407/4083, 13-14=-185513431, 12-13=-945/1831, 11-12=-1379/2286, 9-11=-1377/2290 WEBS 5-13>517/922, 6-13=-079/866, 7-12=-231/360, 8-12=-574/441, 4-14=-1055/1912, 3-14=-607/500,6-12=-258/312,4-13= 1896/1273 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=4.2pst BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 15-0-0, Exterior(2) 15-0-0 to 19-2-15, Intenor(1) 19-2-15 to 22-0-0, Extertor(2) 22-0-0 to 26-2-15, Interior(1) 26-2-15 to 38-4-0 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 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 1b uplift at joint(s) except (jt=lb) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING -VeH1ydesl9nparemetcnend READNOTES ON 7NISANDWCLUDEDMREKREFERANCEPAGEM 74m MK lGT112e15BEFOREUSE valid for use only Win Mlrek® connectors. This design 6 based only upon parameters shown, and Is for an individual building component. not Id' a truss system. Before use, me building designer must verity me applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of individual hum web and/or chord membersanly. Additional temporary and permanent bracing MfTek' Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, meANSVfPII GuaBMlyy CAnb, DSB-a9 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnallonavollcble from Truss Plate Institute. 218 N. Lee Street. Sulfa 312, Alexandra, VA 22314. Tampa, FL 33610 Jab Truss Truss Type x City Ply LT 8 WATERSTONE-ST LUCIEC T76672438 1755755 B06 HIP 1 1 Jab Reference (optional) Builders FirstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:03 2019 ano 5x6 = 5x6 = Seale=1:68.9 IL 11 3xB 3.00 12 Sx8 = 2.4 11 3x6 = i 6-6-0 12-1-0 17-0-0 2aa0 24-0-0 30-7.4 37-0.0 6-6-0 fi-0-0 4-fi-0 3.0-0 440 6-3-4 6.4-12 Plate Offsets(X,Y)-- 12:0-2-9,0-1-81 [3:08-00-3-01 [5:0-3-00-2-0I [6:08-00-2-01 [8:0-3-00-3-01 rl2:0-5-40-281 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.56 14-15 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.74 14-15 >600 180 BCLL 0.0 ' Rep Stress ]nor YES W B 0.75 Hom(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-e-0 Max Hom 2=-327(LC 10) Max Uplift 2= 885(LC 12), 9=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13 FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4507/2700, 3-4=-3884/2388, 4-5=-2142/1525, 58=-1874/1438, 6-7=-2087/1668, 7-8=-2105/1457, 8-9=-2622/1644 BOT CHORD 2-15= 2295/4062, 14-15=-2314/4078, 13-14_ 1793/3455, 12-13=-798/1746, 11-12=-1327/2285, 9-11=-1325/2289 WEBS 3-14=-591/486,4-14=-979/1968,4-13=-2117/1344,5-13=-092f757,6-12=-419/430, 7-12- 318/455, B-12=-570/411, 8-11=0/259, 6-13= 234/623 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 18-0, Interior(1) 1-8-0 to 17-0-0, Exterior(2) 17-0-0 to 24-5-12, Interior(1) 24-5-12 to 38-4-0 zorl for members and forces & MAIMS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 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 100lb uplift at joint(s) except (jt=lb) 2=885, 9=885. - 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNING - Vedry design paremeten and READ NOTES ON MIS AND INCL UDED MnTK REFERANCE PAGE MI474T4 rev. I04134e15 BEFORE USE Deslgn volld for use only Win MiTek® connectors, This design Is based only upon pore haters shown, and Is for an Individual curdling component, not a truss system. Before use, the buildeng designer must verity the oppllcablliN of design parameters and properly Inco,porate this design Into me overall 7 bulidingdeslgn. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is aiwaysrequeed for stability and to prevent collapse with posvble personal injury and property damage. Forgeneralguklonceregarcingthe fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSVIPII Quality CMrrda, DS349 and SCSI Building Component 69N Parke East Bind. Safety fefomurtionevoilcble from Truss Plate Insiltute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 1 Oly Ply LT 8 WATERSTONE-ST LUCIE C T76872439 1755755 Cl Jack -Open 10 1 Job Reference (optional) Binders FirstSource, Plant City, FL- 33567, 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 2411:35:04 2019 Page 1 ID:GZhZSXBELDNJdj%s77WskOzGxTm-4A4zlgCJvkMwZRLC801 P6GY504Nhg3X6yfoUl PzNWX5 -1-4-0 0.11-4 ' 1 4 0 0-11-4 Scale =1:7.6 .Plate Offsets (X Y)— r2:0-14 0-0-2I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 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 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb(size) 3=-3/Mechanical, 2=158/0-M.4=-15/Mechanical Max Hom 2=91(LC 12) Max Uplift 3=-3(LC 1), 2= 226(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) FORCES. (Ib) - Max. CompJMax. 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 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 pat bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed fora live load of 20.0pst 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) All bearings are assumed to be SYP No.2 crushing rapacity of 565 psi. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joints) 3, 4 except Gt=lb) 2=226. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cell 6634 6904Parke East Blvd. Tampa FL 33610 Date: April 24,2019 m WARNING -Wdry design psrameters and READ NOTES ON MIS AND INCLUDED MITEK REFERANCE PAGE 11467473rev. FORIG015 BEFORE USE Design valid for use only with Mnek® connectors. This design 6 based only upon parameters shown, and Is for an IndhAdual building component, not afruss system. Before use. me building designer must verity the oppllcobllity of design parameters and properly Incorporate this design Into the overall buedingdesign. Bracing Indicated is to prevent bucWing of Individual taus web antl/orchord members only. MdltlonaltemporaWondpeunanentbrocing M!Tek* Is always required for stablIfty, and to prevent colloibse, with possible personal injury and property damage, For general guidance regarding the faledcatli storage. delivery. erection and bracing of trusses and truss systems. seeANSt/IPII Quality Criteria, DSB49 and SCSI Building Component Safety InfaenaNar available from Two Plate Institute. 218 N. Lee Street Suite 312. Alexandria, VA 22314. 69U Parke East Blvd. Tampa, FL 33610 Jab , Truss Truss Type , I OIY Ply LT8 WATERSTONE-ST LUCIEC T76872440 1755755 C1p Jack -Open 6 1 Job Reference (optional) cunuers rlrslbource, rlant Uny, rL- 33bti/, 8.240 s Use 62U18 MiTek Industries, Inc. Wed Apr 24 11:35:05 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzG%Tm-YMHLEADxg1 UmObwOijYefU4GmTI)MnFBJX2arzNWX4 -1-0 4-0 F 011.4 0-11-4 /4 Scale =1:7.6 LOADING (pi SPACING- 2-" CSI. DEFL- in (roc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a file 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=-3/Mechanical, 2=158/0-3-0, 4_ 15/Mechanical Max Hom 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=-21(LC 17) Max Gray 3=17(LC 12), 2=158(LC 1), 4=37(LC 12) FORCES. (Ib) -Max. Comp -/Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (it=1b) 2=246. Joaquin Velez PE No.60102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING-VeHly kni/anpenmereraer✓REAUNOTES ON THISAND INCLUDED MmEKREFERANCEPAGEM6747aree. iWAi2015BEFOREUSE. Design valid for only with MOekS connectors. This design 8 based only upon parameters shown, and b for on indNldual building component, not a Muss system. Before use, me building designer must verify the opplicabllity of design parameters antl property Incorporate Mls design Into me overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MiTek- Isalways required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection antl bracing of tenses and truss systems seeANSI/TPII Gui Criteria, DSB49 and SCSI Suldhp Component 69M Parke East BNe. Safety Informationavolloble from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job � Jot, Truss Oty Ply LTB WATERSTONE-ST LUCIECT16872441 7WSS 5 C3 10 1 Job Reference (optional) aullpers rrrsibource, Front Lilly, rL-33bb I, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:05 2019 Scale = 1:12.7 Plate Offsets (X Y)— (2:04-4 0-0-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n1a Na BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 12 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanioal, 2=195/0-8-0, 4=30/Mechanical Max Hom 2=152(LC 12) Max Uplift 3=62(LC 12), 2=-183(LC 12) Max Gmv 3=65(LC 17). 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=4.2pst BCDL=6.Opsf; h=25ft; B=45tt; L=24ft; eave=4ff; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-10-8 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 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 3 except Qt=lb) 2=183. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 0 WARNING-Verilyd,, l9.pammerereeAd READ N01E5 ON THIS AND INCLUDED NITEKREFERANCEPAGEM6]4M rev. la'aaQo1SBEFOREUSE Design valid for use only Win Ml connectors. Mo design Is based any upon parameters shown, and B for an Individual building component, not a hiss system. Before use. the building designer must ved, me appllcabalty, of all parameters and properly incorporate mis design into the overall 7 buildingdeslgn. Bracing lndlcatedIstoprevent buckling ofIndivdualJul web and/or chord members only. .Additional temporary and permanent bracing WOW always reauked for stability and to prevent collapse Wth possible personal Injury and properly damage. For genercl guidance regarding me fabrication, storage. delivery. erection and bracing of trusses and muss systems, seeANSVrpll Quo B1y Crill DSB49 and Brit Building Component Nformationavallable from Truss 69M Parka East Blvd.Safety Plate Institute, 218 N. We Sheet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Type , City Ply LT 8 WATERSTONE-ST LUCIE C T16872462 1755755 C3P Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 24 11:35:06 2019 Scale=1:12.7 2.11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(ILL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/rP12014 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=195/0-3-0, 4=30/MechanimI Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12). 2=-245(LC 12). 4=-45(LC 9) Max Grav 3=60(LC 1), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purims. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Intedor(1) 1-8-0 to 2-10-8 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 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=245. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904Parke East Blvd. Tampa FL 33610 Date: April 24,2019 ,&WARNING-Vehlydaea peramerenond READNOMS ON TNISANOUICLUDEDMREKREFERANCEPAGEM&74"mv. 1011112015BEFOREUSE Design valid for use only with MRelc® connectors. This design Is based only upon parameters shown, and Is for on ricMduai building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall burdingdeign. Bracing Indicated 6 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanambrocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication. storage, delivery. erection and bracing of Mines antl hum systems seeANSVrMI Cualny CmnW, DSI.89 and SCSI Building Component 69M Parke East Blvd. Safety In/orma onowollable from Truss Plate Institute. 218 N. We Street. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job r Truss Truss Type r r Qty Ply LTB WATERSTONE•ST LUCIEC T76872443 1755755 C5 Jack -Open 10 1 Job Reference (optional) Builders FrstSource, Plant City, FL- 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2411:35:06 2019 Page 1 ID:GZkZSXBELDNJdjXs77 W skQzGxTm-1 YrkSVEZRLrdplVbG R3tChdNXtzllzl OPzHb6HzN W X3 Vo4-11-4 1-4-0 i 4-11-4 Scale = 1:17.6 3x4 = 4-11-4 Plate ONsets(X.Y)— T2:0-1-40-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (Joe) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 4-7 >992 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -AS Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural mod sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-128(LC 12). 2=-196(LC 12) Max Gray 3=122(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 4-10-8 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 3=128,2=196. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chard and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNWG-Vedfydes/gnparemete. end READ NOTES ON 7NISAND INCLUDED MREKREFERANCEPAGEM6747arev, f6'a.Mols BEFORE USE ��®® -7 Deslgnvalid for use onlywith MITeMconnectors. This design lsbosed only upon porametedshown, and is for an lntlbidual building component. hot a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated 6 to prevent buckling of individual taus web and/or chord members only. Addltionol temporary and permanent bracing Is always iequVed for stabll ly and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fobrlcaaon. storage. delivery. erection and bracing of trusses and truss systems seeANSIAPII QuoCriteria, DSB49 and SCSI Budding Component Safety Informatbfrom Truss froTruss Rate Institute, 218 N. Lee Sheet. Suite 312, Alexandria, VA 22 14. MiTek• 69" Parke East Blvd. Tampa, FL 33610 Jalo , Truss Truss Type r Illy Ply LT 8 WATERSTONE-ST LUCIEC T1fi872444 1755755 C5P Jack -Open 6 1 Jab Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:07 2019 Page 1 I D:GZkZSXBELDNJdjXs77 W skOzGxTm-VIP6frFBCfkU0v4ng8a6kvAVMGr1 GGYedO8ejzN W X2 4-114 4-114 Scale = 1:17.6 Plate Offsets (X Y)-- (2:0-M 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (III) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.14 4-7 >431 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.12 4-7 >490 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTP12014 Mattix-AS Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-3-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-145(LC 12), 2= 300(LC 12), 4=-81(LC 12) Max Grav 3=114(LC 1), 2=262(LC 1).4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Intedor(1) 1-8-0 to 4-10-8 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 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) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=145. 2=300. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chard. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 A WARNOIG-VedtydeslgAperamefenand READN07ES ON MMMDWCLUDEDM KHEFEBANCEPAGEM214TJrev. laW2015BEFONEUSE �■�- INS Design 6 based only upon parameters shown, antl is for eO hdMdual buliding component. not Design valid for use oNywith MMe building a truss system. Before use, e building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn, Bracing lndiceted is to prevent buckling of Individual trussweb and/or chard members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding me fabrication, storage. delivery, erection and bracing of trusses and truss systems, SeeANSVIPII Quall Criteria, OSO-89 and BCSI WIMP Component Safety Informatbrrrvaeable, from Truss Plate Institute. 218 N. Lee Street Suite 312 Alexandra, VA 22314. `�.Yp� MiTek' 6904 Parke East Blvd, Tampa, FL 33610 Job , Truss Thus Type , , Oty Ply LT 8 WATERSTONE-ST LUCIE C Ti6872445 1755755 D01 Hip Truss 7 1 Job Reference (optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:08 2019 Page 1 ID:GZkZSXBELDNJdjXs77 W skQzGxTm-mUtBGpyysL22fzNs5LH6idBhW 4mdhtHmiAAzN W X1 -1-4.0 3-2-12 7-0-0 13.0-0 16-9-0 20-0-0 21-4.0 1-4.0 3-2-12 3-9-4 6-0.o &&4 3-2-12 1-4.0 a 54 i 18 19 ax14 MT20HS = 4x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3-2-12 7.0-0 13-0-0 I 16.9.4 20-0-0 l 3-2-12 3.9-4 6.0-n 3-9d 3.2-12 Scale = 1:36.9 Plate Offsets MY)— [4:0-3-0,0-2-71 t5:0-10-8 0-1-121 ' LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.21 9-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.23 9-17 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.17 Horz(CT) 0.09 7 n/a rVa BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 98 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/0-8-0, 7=1551/0-8-0 Max Horz 2=-149(LC 6) Max Uplift 2=-1301(LC 8), 7=-1301(LC 8) Max Grav 2=2052(LC 13), 7=2052(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-4 oc purilns. BOTCHORD Rigid ceiling directly applied or 4-0-8 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3895/2481, 34= 3736/2435, 4-5=-3350/2249, 546=-3734/2434, 6-7=-3896/2481 BOT CHORD 2-11=-2060/3565, 9-11=-1967/3351, 7-9=-2060/3454 WEBS 4-11=0/444, 5-9=0/444 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=6.Opsh h=25ft; B=45f ; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.1& MW FRS (directional); 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 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) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joint(s) except (t=lb) 2=1301,7=1301. 8) Girder carries hip end with 7-0-0 antl setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 771 lb down and 597 lb up at 13-M, and 771 It, down and 597 lb up at 7-0-0 on top chord. The designtselection 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 (plo Vert: 1-4=-54, 4-S=-112(F=-58), 5-8=-54, 12-15=-42(F= 22) Concentrated Loads (lb) Vert: 4=-347(F) 5=-347(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 24,2019 Q WARNNG-Verlry de N9nperemefers.nd READ NOTES ON TNISANDWCLUDED MmEKR£FERANCEPAGEW747arev. ldDUV2015 BEFORE USE ��®® Design valid for use only Win MmeMconnectors. This design is based only upon parameters shown, and is for on Individual building component. not a truss system. Before use. the building designer must verily the appllcabllity of design parameters and properly Incorporate this design Into the overall buiding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing 8 always required for stobOlN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,B6Ed9 and lL3l Wltlbp Component Safety Inform stionavailable frorction and m Truss Plate lnsiltute. 21of truces N. Lee Street, systems 312 Alexandria VA 22314 Criteria. MiT®k- 69N Parke East Tampa, FL 33610 H0 JaU I Truss Truss Type , Oily Ply=LT8STONE-ST LUCIECT16872446 1755755 D02 Hip Truss 1 (optional) Builders RrstSoul Plant City, FL-33567, 8.240 s Dec 62018 MTek Industries, Inc. Wed Apr 2411:35:08 2019 Page 1 ID:GZkZSXBELDNJdjXs77W skOzGxTm-mUtBGpyysL22fzNs5LH6ikohaEmgRhtHmiAAzNW Xt -0-4-0 9.0-0 10.0 557 20-0 21-4.0 14-12 5-I 4fi9 4-5.7 4.7 4-6-90 1-40 R1 44 = 4x6 = 3x6 = 3x4 = 4.6 = 3x4 = 3x6 = Scale = 1:37.1 d Id 9-0-0 2-0-0 9-0.0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.14 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.2811-14 >844 180 BCLL 0.0 ' Rep Stress Mar YES WB 0.20 Horz(CT) 0.03 7 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Mandl Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-8-0, 7=812/0-8-0 Max Hom 2=-184(LC 10) Max Uplift 2=-531(LC 12), 7=-531(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1271/960, 3-4=-9801727, 4-5=-827f719, 5-6=-980/727, 6-7=-1271/960 BOT CHORD 2-11=-722/1123, 9-11=-351/827, 7-9= 748/1122 WEBS 3-11=-381/441, 4-11=-110/285, 5-9=-110/285, 6-9=-382/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opst h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 1-8-0. Interior(1) 1-8-0 to 9-0-0, Exterior(2) 9-0-0 to 15-2-15, Interior(1) 15-2-15 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with anyother live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except all 2=531, 7=531. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chard. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING. Ve41ydes/9nparametersend REAONOTES ON 7MSANDWCLUDEDM KREFERANCEPAGEMX74YJenv. faD3401SBEFOREUSE Design valid for use only with MRek®connectors. I 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 he applicability of design parameters and property Incorporate this design Into the overall balding all Bracing Indicated a to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing Is alwaysrequlred for stability and to prevent collapse with possble personal injury and property damage. For general guldonee regarding he fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cmeda, DSt1419 and 11=16uldhp Component Safety mfarmalbrxlvallable from Truss Rote Institute. 218 N. Lee Street Suite 31Z Alexandra, VA 22314. MOW 69N Perko East DWI. Tampa, FL 33610 Jolt , Truss Truss Type � , s r pry Ply=WATERSTONE-STLT LUCIECT16872447 1755755 D03 COMMON 2 al Builders FirstSource, Plant City, FL- 33567, 8.240s Dec 62018 MiTek Industries. Inc. Wed ADr 24 11:35:09 2019 21 4.6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 8-3-12 13-8.4 20-0-0 6-3-12 7-4-B 6-3-12 Scale =1:36.5 n �b Plate Offsets KY)— f2:0-140-0-21 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 20.0 Plate Grip DOLL 1.25 TO 0.49 Vert(LL) 0.23 8-10 >999 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.28 8-10 >851 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Hom(CT) 0.04 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 95 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. Ill 2=923/0-8-0, 6=923/0-8-0 Max from 2=202(LC 11) Max Uplift 2=-593(LC 12), 6=-593(LC 12) FORCES. (lb) -Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3_ 1626/1134, 3-4=-1431/997, 4-5=-1431/998, 5-6=-1626/1134 BOTCHORD 2-10=-877/1442, 8-10= 440/897, 6-8=-919/1427 WEBS 4-8=-317/568, 5-8=-307/369, 4-10=-317/568, 3-10=-306/369 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=24tt; eave=4ff; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 1-8-0, Intedor(1) 1-8-0 to 10-0-0, Extedor(2) 10-0-0 to 13-0-0, Intedor(1) 13-0-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=593, 6=593. 6) This truss design requires that a minimum of 7116" structural wood sheathing, be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-54,4-7- S4, 10-11=-20, 8-10=-50, 8-14=-20 Joaquin Velez PE No.68182 ll USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 O WARNWO-Ved/y Eeslgnpardmefe..d READ N07ES ON THISAND INCLUDED MITERREFERANCEPAGEM&MM.v. feaYfarS BEFORE USE " Design valid for use ortywith MRek®com eclars. this design Is based only upon parameters shown. and a for On Individual building component not a Miss system. Before use, the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bulldingdosign. Bracing Indicated is to prevent buckling of Individual truss web and/or hord members only, Additional temporary and permonembmcing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For geneml guidance regarding the fabrication storage, delivery, erection and bracing of Trusses and truss systems, weANSUIPII GUa1Sy Cdfeda, VS3419 and SCSI Itial Component 69M Parka East Blvd. Safely lnfermatlmtcvolloble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312. Alexandria VA 22314. Tampa, FL 33610 r17'55755 Truss Type t r I r Oty Ply�J,Tb'F TERSTONE-ST LUCIE C T16872448 DOS Common 4 ence o tional islanders thrstaource, rlim L,fi 1-1--33bbl, 8.240 a Dec 6 2018 MiTek Industries; Inc. Wed Apr 24 11:35:10 2019 a Scale=1:35.9 4xil = 3x6 = 5xe = 3,16 = Io Plate Offsets (X,Y)-- f2:0-2-12 0-1-81 16:0-6-0 0-0-21 17:0-4-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.16 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.34 7-10 >713 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017[TP12014 Matrix -AS Weight: 881b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (fib/size) 6=738/0-8-0, 2=814/0-e-0 Max Horz 2=19111) Max Uplift 6=412(LQ 12), 2=-535(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-1216/839, 34=-934/649, 4-5=-934/677, 5-6=-1223/867 BOT CHORD 2-7=-651/1061, 6-7=-650/1070 WEBS 4-7=-320/589,5-7=-377/409;3-7=-367/399 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=451t; L=24ft; eave=6ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -14-0 to 1-8-0, Interior(1) 1-8-0 to 10-0-o, Extedor(2) 10-M to 13-0-0, Interior(i) 13-0-0 to 20-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between thebottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) except (jt=lb) 6=412, 2=535. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING- Verify Eeslgnparsar&Nrsaod READ NOTES ON 7NISAND INCLUDED AIGEKREFERANCEPAGEM624T3 rev. 1GA'420156EFORE USE �■�' Design valid for use only with MBek® connectors. fib tleslgn is based only upon paameters shown. and 6 for on Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and proper y Incorporate this design Into the overall `•ice"-1,,■ij building design.. Bracing Indicated u to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, scoAtffai ppit Quality Criteria. DSB49 antl BCSI Building Component Safety Nfmmalbn wadable from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314, 6904 Parke East Blvd. Tampa, FL 33610 Job r Truss Truss Type / 1 LUCIECT16872449 1 1]Oty�IyLT8`WATERSTONE-ST 1755755 E7 Jack -Open Truss eference (optional) Builders FirstSource, Plant City, FL - 33567, 1.5x8 STP V—u 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:11 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskQzGxTm-NWedVDIiFtEmWNY3_f2vlK6Yu=EG7ZE MnVzNWX_ Scale =1:23.7 Plate Offsets (X Y)-- f2:0-4-e 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(L-) 0.19 4-6 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.67 Vert(CT) 0.16 4-6 >510 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 4 ria n/a BCDL 10.0 Code FBC2017ITP12014 Matrli Weight: 301b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-8-0, 4=104/Mechanics_ I Max Hoa 2=280(LC 12) Max Uplift 3=-181 12). 2= 367(LC 12), 4=-146(LC 12) Max Gram 3=148(LC 17), 2=336(LC 1), 4=139(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;'B=45ft; L=24ff; eave=4ft; Cat. 11; Exe C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 1-8-0, Interior I-e-0to 6-11-4 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 pet 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 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=188, 2=367, 4=146. 7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNWG- Wdry design pal amely andfr ADNOTES ONTNISANDDTCLVDEDMREKREFERANCEPAGEMIF7473rev. 1N 0158EFOREUSE Design valitl for use only wish MreWconnectors. This design Is bused only upon parametersshown. and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall toulldingdesign. Broclng Indicated is to prevent buckling at Individual trusswels and/or chord members only, Additional temporary and permanentbrocing MiTek' is always required for stability and to prevent collapse with possibla personal Injury and property domege. For general guidance regarding me fabrication. storage, delivery, erection and bracing of busses and truss systems. seeANSi Quality Cr@rrda, DSB-89 and SCSI BuldhD Companont 6904 Parke East Bald. Safety Orfdrmalbrpvoilable from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 rok5P5_ t Truss Truss Type 1 a I , City Ply LT WATERSTONE-ST LUCIEC T16872450 755 E7P JACK -OPEN TRUSS 4 1 Jab Reference (optional) Builders FirstSource, Plant City, FL - 33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:11 2019 Page 1 -ID:BmoBOY4kHbUgaVse9g8NcuzGcXk-NWedVDIiFtEmWNY3_f2vIK6Yuca EG7ZE_MnVzNWX_ 4-4-10 F 7-0-0 1-a-0 4-4-10 2-7-6 Scala = 1:22.6 Plate Offsets (X,Y)— f2:0-3-0 0-1-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.19 4-6 >441 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.16 4-6 >510 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hom(CT) -0.00 4 nfa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 301to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-3-8, 4=104/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-188(LC 12), 2=-367(LC 12), 4=-146(LC 12) Max Gray 3=148(LC 17), 2=336(LC 1), 4=139(LC 3) FORCES. (Ito) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24N; eave=4N; Cat. II; Ery C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces &MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ito uplift at joint(s) except (jt=lb) 3=188, 2=367, 4=146. 7) This truss design requires that a minimum of 7/16' structu ral wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 Mirek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 m WARNaIG-Verily design parameters and READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEM37473 rev. tonal BEFORE USE. Design valid for use only with MBeor connectors. This design Is based only upon parameters shown, and Is for on IndNldual building component, not a truss system. Before use. me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 1/ buildingdeogn. Bracing indicated is to prevent buckling of Individual buss web and/or hord members only, Additional temporary and permanent bracing MiTek- "Ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss sysfem£ seeANSVRIt Cual Criteria. trial and BC6l bull Component 69N Parke East Blvd. Safety Informatiotwoilable from Truss Plate Immure. 218 N. Lee Street Sutie 312. Alexontlno. VA 22314. Tampa, FL 33610 Jab t Truss Truss Type 4 4 I r Oty Ply LT WATERSTONE-ST LUCIEC T76872451 1755755 H6P DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Sunders Fnst5ouroe, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 11:35:12 2019 Page 1 ID:GZkZSXBELDNJd)Xs77WskOzGxTm-dC?iZJKOBMnXgykchAHRytPFIOPieFHoukvlxzNW Wz Scale = 1:20S LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(CT) -0.06 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) -0.01 5 rJa Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 391la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=184/Mechanical, 2=358/0-3-0, 5=296/Mechanical Max Harz 2=284(LC 8) Max Uplift 4=-223(LC 8), 2=-446(LC 8), 5=-297(LC 8) Max Gmv 4=218(LC 13). 2=358(LC 1), 5=296(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-594/459 BOT CHORD 2-7=-638/547, 6-7=-63B/547 WEBS 3-6=-6031703 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-11-9 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); porch left exposed; Lumber DOL=1.60 plate grip 0OL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=223, 2=446, 5=297. 6) 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: 1-2>54 Trapezoidal Loads (plo Vert: 2=0(F=27, B=27)-to-4=-121(F=-33, B=-33), 8=0(F=10, B=10)-to-5=-45(F=-12, B=-12) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: ApOl 24,2019 Q WARNWO-Vedfydeslgnp....Mn end REAO NOTES ON M SAND INCLUOEO MREKREFERANCEPAGEM674nmx. 10=015 BEFORE USE Design valid for use only with Mima connectors. This design Is based only upon parameters snown, and Is for on IndNidual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking ofIndividual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabricationstorage, delivery, erection and bracing of trusses and hues systems, seeANSVrPII Quality Creedal, DS349 and I1CS1 lWding Component 6904 Parke East Bhd. Safety Infoaoatlorpvallable from Truss Plate Institute. 218 N. Lee Street, Suite 31Z Alexandra VA 22314. Tampa, FL 33610 Jotl f Truss Truss Type 4 e e 3 Oty Ply LT 8 WATERSTONE-ST LUCIEC T76872452 7755755 H7 Diagonal Hip Girder 5 1 Jab Reference (optional) Buticers virstbource, Piam Dtty, FL- 33567, S.240 s Dec 62018 MiTEk Industries, Inc. Wed Apr 24 11:35:13 2019 Scale = 1:22.0 30 = 4-10-4 9-9.5 9-10.13 410.4 4-11.0 0-1-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Siructuml wood sheathing directlyapplied or6-0-0 oc purlins. GOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-2-15 oc bracing. WEBS 2x4 SP No.3 - REACTIONS. (lb/size) 4=146/Mechanical, 2=402/0-11-5, 6=297/Mechanical Max Hom 2=278(LC 8) .Max Uplift 4= 172(LC 8), 2=-465(LC 8), 6=-302(LC 4) FORCES. (Ito) - Max Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-664/685 BOT CHORD 2-7=-774/653, 6-7=--774/653 WEBS 3-7=-122/263,3-6=-693/821 NOTES- 1) Wind: ASCE 7-10: Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25h; B=45D; L=24ft; eave=4D; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss Is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4)' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 4=172, 2=465, 6=302. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 37 go down and 521b up at 1-5-12, 37 Ito down and 52 lb up at 1-5-12, 6 Its down and 821b up at 4-3-11, 61b down and 82 Ib up at 4-3-11. and 451b down and 129 Ib up at 7-1-10, and 45 Ib down and 129 Ib up at 7-1-10 on top chord, and 37 Ib up at 1-5-12, 37 lb up at 1-5-12, 6111 down and 56 lb up at 4-3-11, 61b down and 56 lb up at 4-3-11, and 34 to down and 80 Its up at 7-1-10, and 34lb down and 80 He up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 54, 5-8=-20 - Concentrated Loads (Ib) Joaquin Velez PE N0.68182 Vert: 11=105(F=52, B=52) 12=-4(F=-2, B=-2) 13=-90(F=-45, B=45) 14=35(F=17, B=17) 15=-12(F= 6, B= 6) 16=-47(F=-24, Walk USA, Inc. FL Cert 6634 B=-24) 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING-VW&den/yDparomeferserd READ NOTES ON THISAND INCLUOM MREKREFERANCEPAGEMLLTm.V.. fa'DY1pISSEFOREUSE. Design valid for use only wiln Mme1410 connectors. This design k based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity me cpplicalosIty of design parameters and properly incorporate this design Into the overall building design. Brocing Indicated is to prevent bucWhg of lndMdual truss web and/or chord members only. Addlllonal temporary and permanent bracing 'MiTeW 8 always required for stability and to prevent collapse wim possible personal Injury and property damage. For generOl guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and Inns system% seeANSLnpll Quality CMeda, DSB419 and BCSI Buldbp Component 6904 PeAe East Blvd. Safety Infermu8anavatabie from Truss Plate Institute, 218 N. Lee Sleet, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 7 Jo& t Truss Truss Type K Ory Ply LT 8 WATERSTONE-ST LUCIE C T76872453 1755755 H7P Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Plant City, FL-33567, 8.240 s Dec 6 2018 MITek Industries, Inc. Wed Apr 2411:35:13 2019 Page 1 Xs77WskQzGxTm-KvmNmJynVUe8gXvAPhW-AQaliLfR2uQ1 YTTrNzNW Wy SM = Scats =1:22.2 5-2-5 4.8-7 LOADING (pso SPACING- 2-0-0 C51. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 Rep Stress their NO WB 0.44 HardCT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=598/0-4-15, 5=3981Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-130(LC 8), 2=-414(LC 8), 5=-192(LC 8) FORCES. (lb) - Max Comfg Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-939/373 BOT CHORD 2-7= 506/861, 6-7=-506/861 WEBS 3-7=-3/318,3d=-935/549 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 2-0-0 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 100 lb uplift at joint(s) except 61=11b) 4=130, 2=414, 5=192. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5lb down and 3 lb up at 1-4-11, and 56 lb down and 321b up at 4-2-10, and 100 Ib down and 56 lb up at 7-0-9 on top chord, and 14lb down and 8 Ib up at 1-4-11, and 44lb down and 25 lb up at 4-2-10, and 74 Ib down and 42 lb up at 7-0-9 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: 11=-5(F) 12=-56(F) 13=-100(F) 14=-14(F) 15=-44(F) 16— 74(F) Joaquin Velez PE N0.68182 Ii USA, Inc. FL Carl 6634 6904Parke East Blvd. Tampa FL 33610 Date: April 24,2019 QWARNWOG Verity design l>erometere end READ NOTES ON THISAND INCLUDED MITEx REFERANCEPAGEMIL747a roV. I01aY70156EFORE USE Design valid for use only with Miracle connectors. Tins design 9 based only upon parameters shown and B for an individual building component, not a two; system, Before use, the building designer must verify the appllcablllty of design parameters and propeey Incorporate this design Into me overall building desgn Brocing indicated 6 to prevent buciding of individual mcs web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdcation. storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Qua" ry C18eda, D5949 and 9CS1 Building Component Safety lnfoenatbnavoeoble hom Truss Plate Institute, 218 N. Lee sheet, Suite 31Z Alexantlrio. VA 22314. MITOW 6904 Parke East BNd. Tampa, FL 33610 JoH t Truss Truss Type 4 41 ) 7 City Ply LT 8 WATERSTONE-ST LUCIEC T76872454 1755755 LOS Hip Truss 1 1 Jab Reference (optipnall nulaers rinnocurce, Plam Uly. rL-44*01, a.24u s uec o Zu io ml l e6 Ina. Wed Apr Z41T:Jb:14ZUle a 4x6 = 44 = 4 5 4x6 = 3x4 = 4x5 = 3x4 = 41y = Scale=1:37.1 �o &0-0 2-0-0 9-0-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Ildell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.47 9-17 >510 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.39 9-17 >615 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 951b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-4-0, 7=812/04-0 Max Horz 2=-184(LC 10) Max Uplift 2=96112), 7=-960(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2380, 3-4=-981/2009, 4-5=-828/1869, 5.6=-981/2009, 6-7— 1271/2380 BOT CHORD 2-11=-2056/1121, 9-11=-1501/828, 7-9=-208211121 WEBS 3-11=.958/665,4-11=-717/285, 5-9=-717/285,6-9=-358/665 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.OpsY h=25ft; B=45ft; L=24tt; eave=4f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 1-8-0, Interior(1) 1-8-0 to 9-M, Extenor(2) 9-0-0 to 15-2-15, Interior(1) 15-2-15 to 21-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip IDOL=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 noncroncurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWL) 2=960, 7=960. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTak USA, Inc. FL Cart 6634 6904 Parka East BNtL Tampa FL 33610 Date: April 24,2019 Q WANNWG - Verity Cesfgn pammetersanJREAD NOTES ON TNISAND INCLUDED MgrEKREFERANCEPAGEMU747GmV. faV0=015BEFORE USE Design volts for use only with Meek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use. the building designer must verity the applicability of design parameters and properly lncorporato this design into the overall building design. Bracing Indicated Is to prevent bucking of Individual fuss web and/or chord members only.. Addiflonol temporary and permanent brccing MiTek' Is always required far stability and to prevent collapse vvM possible personal Injury and property damage. For general guidance recording me fobrlca6on, storage. delivery, erection antl bracing of musses and truss systems, soeANSV1Plt Quaff Classic. Clash, DS849 and SCSI flulding Component 6904 Parka East Blvd. Safety lnformafbmvoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa. FL 33610 T16872455 1755755 ILO6 Hip Truss Scale = 1:36.9 4.6 = m 19 5x8 = n 3x6 = 3x8 = US = 3" = US = 3-2-12 7-0.0 13-0-0 76.9.4 20-a 0 3-2-12 3.9.4 6.0-D 3.9-4 3-2-4 Plate Offsets (X,YI-- f2:0-0-0,0-0-21, [4:0-3-8,0-2-01, f5:0-5-8,0-2-41 [7:0-0-0,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.37 9-11 >650 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.29 9-11 >834 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.30 Hom(CT) -0.10 7 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 981b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1551/0-4-0, 7=1566/0-4-0 Max Harz 2=-149(LC 6) Max Uplift 2=-1626(LC 8), 7=-1642(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 34-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2929/2910, 3-4=-2764/2792, 4-5=-2483/2591, 5-6=-2796/2826, 6-7=-2961/2945 BOT CHORD 2-11=-2472/2580, 9-11=-2340/2510, 7-9=-2503/2610 WEBS 3-11=279/373,4-11=-688/784, 5-9=-669f775, 6-9=281/373 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional); porch left and fight 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 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of % ithstanding 10011a uplift at joints) except (jt=lb) 2=1626, 7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 133 lb down and 209 lb up at 7-0-0, 152 lb down and 203 lb up at 9-0-12, and 152 lb down and 2031b up at 10-11-4, and 202 lb down and 371 lb up at 13-0-0 on top chord, and 453 lb down and 283 Ib up at 7-0-0, 99 lb down and 123 lb up at 9-0-12, and 99 Ib down and 123 Ib up at 10-11-4, and 4531to down and 283 lb 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 (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-4=-54, 4-5=-54, 5.8=-54, 12-15=-20 Concentrated Loads (lb) Vert: 4- 92(B) 5>142(B) 11=-453(B) 9=453(B) 18=-92(B) 19=-92(B) 20=-84(B) 21=-84(B) Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 24,2019 Q WARNING - Ver ly design parameters and READ NOTES ON T N/S AND WCLUDED MITEK REFERANCE PAGE MX74TJ rev. 1GT32015 BEFORE USE Deslgn valid for use only with Waist, connectors. This design Is based only upon parameters shown, and Is for On Ind odual building component, not a truss system. Before use. the building designer must verify fee appFccoilly of design parameters and properly Incorporate thb design Into the overall 'r bulldingdesign. Bracing lndIcatedIstoprevent buckling ofIndividual Win web and/or chord members only,. Additional temporary end permonent bracing MiTek' 7 b always rebuked for stabillfy and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and huss systems, seeANSVrPIt Qua' ry Criteria. DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informatbinvoilable from Truss Plate Institute. 218 N. We Sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 374 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth, �T/Idr I For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/rPll : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 i dimensions shown fitsfeenihs III (Drow(tngs not to scale) 0 Of O S U o- O JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS CC -ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI T section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved 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 orX-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/ -PI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/IPI 1. 8. Unless otherwise noted moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted. this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, 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 purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ff. 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/TPI 1 Quality Criteria.