No preview available
HomeMy WebLinkAboutTRUSS PAPERWORKLumber design values are in accordance with ANSI/TPI 1 section 6.3 Mal These truss designs rely on lumber values established by others. SCANNED MiTek® St. Luce BY File Copy RE: 1755748 - LT 9 WATERSTONE-ST LUCIE C MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: ADAMS HOMES Project Name: 1755748 Model: 1820 CR Tampa, Fl- 33610-4115 Lot/Block: 9/5/34 Subdivision: WATERSTONE-ST LUCIE COUNTY Address: 5333 SAN BENDETTO PL, . City: FORT PIERICE 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: FBC2017frP12014 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 21 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# (Truss Name Date No. Seal# (Truss Name Date 1 T16873282 A01 4/24/19 118 T16873299 D02A 4/24/19 I2 T16873283 IA01A 14/24/19 119 IT16873300 IE7V 14124/19 I 3 T16873284 IA01B 14/24119 120 IT16873301 IE7VP 14/24/19 I L IT16873285 IA01C 14/24119 121 IT16873302 IH7V 14/24/19 I I5 IT16873286 IA02 I4/24/19 I I I I I I I I I I I I 16 IT16873287 IA03 14/24119 7 IT16873288 IA04 14/24/19 L �T16873289 IA05 14/24/19 19 IT16873290 IA06 14/24/19 110 IT16873291 IA07 14/24119 I11 IT16873292 IA08 14/24119 112 IT16873293 IB01 14/24119 113 IT16873294 IB06 14/24/19 114 IT16873295 IC1V 14/24/19 15 IT16873296 IC3V 14/24/19 16 IT16873297 IC5V 14/24/19 117 IT16873298 ID01 14/24119 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 ANSI/TPI 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 properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. April 24,2019 Velez, Joaquin 1 of 1 lob Truss Truss Type LT 9 WATERSTONEST LUCIE C T16873282 1755748 A01 SPECIAL ]t3 1 Job Reference (optional) sunders -irstsource, Plant Glty, PL-33567, Y-0-0' 63-0 5-8-12 7.104 17 5x6 = 6.00 12 5 22 5.8 i 4 2,4 3 1.5x8 STP = 21 12 a 2 13 12 25 26 11 1 6z12 W20HS =. 4x6 = 3x4 = 3.4 8.240 s Dec 6 2018 MiTek 23 5z8 6 10 6x12 MT20HS Inc. Wed Apr 24 12:03:30 2019 Pagel 2x4 7 Scale=1:72.4 L5x8STP = 24 TR7�\ I�IA 4xll) r OHS = 3.00 12 4x10MT20HS G i e-8-0 1]4i8 22-1-8 31-0-0 39-8-0 BAA flda.A dA-15 A.1nA A-P11 Plate Offsets (X Y)- (2:0-0-14 Edael 14:0-4.0 0-3-01 I6:0-4.0 OS-01 18�0-0-14 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) 0.60 12-14 >798 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.0010-11 >475 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Hom(CT) 0.56 8 rda n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 1971b FT=20% LUMBER- TOPCHORD 2x4SPNo.1 BOTCHORD 2x4SPNo.1*Except* 2-14,8-10: 2x4 SIR M 31 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-", 8=1540/0S-0 Max Hors 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Raw at midpt 6-11, 4-12 FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-0=-4724/2545, 4.5=-2447/1526, 5-6=-2447/1526, 6-7=4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=2261f4844, 12-14=-148013327, 11-12=-656/1914, 10-11=1480/3087, 8-10=2261/4433 WEBS 5-11=450/970, 6-11=-1297/858,6-10=-708/1631,7-10=-271/284, 5-12=-450/1024, 4-12=.1385/858,4-14=-708/1789, 3-14=-257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-105. Extedor(2) 15-10-6 to 23-9.10, Interior(1) 23-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0.0 zone;C.0 for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 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-" wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of565 psi. 7) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSIfrPI 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 1001b uplift at joint(s) except (jt=11b) 2=797, 8=797. Joaguili V61a;PENb.88182 I&A,USA, Inc.:FL"Cen 6634 68M Parke East BlvdAampa.FL;37010 Rate: April 24,2019 AL WARMNG- Verity sludge Pmam .orb READ NOTES ON THIS AND INCLUDED MIyEI( REFERENCE PAGE MI.7473 aw. ow"015 BEFORE USE sesses ��� 0esgn valid for use wywiM MiTsW correctors. This Modgn Is based oNy upon parameter.boar, and Is for an Individual budding wmporent rot a trues speed. Before use, Me buiMbg designer must verify Me appnesblily of design parameters end properlmr y inporate Nis deaign Into Me ovead buiidirgdesign. BraUMMipsled[sMpmventbuddingoaimd,Wduatbuss.bandorcboNmembemeniy. AMIMwelt.an,mawandpea mentbrad, MiTek' Is Was, reeu4ed for atabtiity and to prevent calisp.. WM possible personal injury and property damage. Forgememlguidanceregardingthe fabdoatiom, well deliveeryry erection and bracing of Muses and was systems, see ANSVIT11 Quaver Casuals, DSB-99 smdil= Building ConrPeneof 6904 Parse East Blvd. Salatylalprmedon avalablefmm Tmv Plataln.tiWte,218N.Lee Steel SuIW312,Alexandda,VA22314. Tampa, FL M610 Truss Type Oty Ply LT9 WATERSTONE-ST LUCIECT16873283 =A01A L SPECIAL 3 7 nF Rc1wro ew Innrnna 1 &00 12 Sx6 = 3x4 5 6 o.cw a �e� o cu,o ran ea „muame>, n,�. rre nP, cr icuaa i an rage 1 Scale=1:75.6 25 26 5x8 i 5x6 7 4 2x4 2x4 e 3 1.5x8 STP = 1.5x8 STP =24 15 27 7 qq 2 Sa6 = 16 283x4 — 9101a ry 3x4 = 29 W 1211 14 13 4x6 = 3x8 = 3x6 3.o0 12 6x12MT20HS = 3x6 = 815-0-8 20-1d 20-2-0 30-2-9 I 39E-0 I H: Plate Offsets (X Y)— f2:0-1-14 0-0-71 f4:0-0-0 0-3-01 f7:0-3-0 OJ-0I 113:0-3-8 0-3-01 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) -0.32 11-13 >729 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.91 Vert(CT) -0.5311-13 >439 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.76 Hom(CT) -0.08 13 Na Na BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 206 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP 110,2 TOP CHORD BOTCHORD 2x4 SP No.2*Except* BOTCHORD 6-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=787/0-8-0, 13=154410-4-0, 9=75310." Max Hom 2=-433(LC 8) Max Uplift 2=535(LC 10), 13=533(LC 10), 9=523(1_13 10) Max Grav 2=805(LC 19), 13=1625(LC 15), 9=906(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 2-3=2137/1397, 34=-178311199, 45=505/712, 5-6=417/623, 6-7=-202/468, 7-8=-11741807, 8-9=13491840 BOTCHORD 2-17=-1069/2232, 16-17=-465/1143, 13-15=-1197/388, 6-15=-1074/385, 11-13=206/553, 9-11=-531/1137 WEBS 3-17=-370/334, 4-17=-002/1051, 4-16=936/642, 7-13=-804/514, 7-11=-245/734, 8-11=-4001358,5-16=464/965 Structural wood sheathing directly applied or 3-8-8 cc purling. Rigid ceiling directly applied or 5-6-14 cc bracing. Except: 1 Row at midpt 6-15 4-2-0 cc bracing: 13-15 1 Row at midpt 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=1 Sit; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-740 to 15-10-6, Extenor(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-M, Exterior(2) 37-05 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load noncancument with any other live loads. 5)'This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings am assumed to be: Joint 2 SYP No.2 crashing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to gmin value using ANSIrrP11 angle to grain formula, Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=535, 13=533, 9=523. Jdaquin Vnl4i PE'Nd.06182 MTekUSA, Inc. FL Cent 9634 6904 Parke East Blvd. RampaFL;336111. Dale: April 24,2019 AWMNING-Vadry das/gn pvamners ansel NOTES ON TMSANO INCLUDED armEK REFERENCE PAGE A01-7V3 ne, mv=o155E£ONEOSE Design volk! for use only wiN MMeM curnecbsre. This design Is based only upon parameters shown, and Is for an Individual buildng wmponent not a Owesyaten. BBmdusethebuildingmwneruWbgfi Neaal4 i banlorpammeremandpropedylnmryl Whr, derpaent bran tern and avm,ragir Bmtl„t Ndiyand iabprevenllope i antlpermenenrbmdng MiTek' In Isahvayon.,dorege,dinol or stabilityandto wllaole pwad personal injury pmpedy Win cotliWtlualWawebendlortlnpeoy damage. For general guidance Forgeneralg.,DSero9andB Ne mdbr fabdraOogrmadon tlal a.%emm Tmntlbracln oNte.218N.Lb Stmk uiW31 dda,VA/f Oualily Lr/fWa, 0.SBA9 end BCSl Building Component SZTR. Se/e y/nrmna0on avauaEle from Tvsa plate IneeNre, 218 N. Lee Street, gaits 012, Alexendtla, VA 22316. aged Parke East Blvd. Temps. FL M610 6.00 12 3x6 cc 3.00 12 5x8 \\ 1.5.8 STP = 6x8 = 5x8 = H:p 13-0-0 19-10-0 20{I-0 29d-7 392 e2 8.8-0 4-0-0 6-10-0 0- -0 9d-> 10 d 3x6 = Scale=1:74.4 Plate Offsets(XY)- [2:0-1-1011cl [4:04-00-3-01 [5'0-2-120-2-121 [6'0-3-00-3-01 it 0'0-4-00-3-41 [11.0-3-80-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.67 10-11 >353 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.5810-11 >409 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code FBC2017/7P12014 Matfix-MSH Weight 200 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-1-0 oc purims. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. Except: 5-11: 2x4 SP No.3, 10-11,8-10: 2x4 SP No.1 1 Row at midpt 5-12 WEBS 2x4 SP No.3 4.11-0oc bracing: 11-12 WEBS 1Row at midpt 4-12.6-11 REACTIONS. All bearings 0-8-0 except Qt=lerip) 13=0-4-0. (Ib) - Max Hoe 2=-433(LC 8) Max Uplift All uplift 100 He Or less at joint(s) except 2=-606(LC 10), 11=-874(LC 10). 8=-687(LC 10) Max Gmv All reactions 25016 or less aljoint(s) except 2=735(LC 19). 11=1457(LC 1), 8=825(LC 16), 13=251(LC 3) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1h) or less except when shown. TOP CHORD 2-3=-1764/1677, 3-4=-1414/1485, 4-5=-192/606, 5.6=139/635, 6-7=894/1193, 7-8=-1117/1258 BOT CHORD 2-14=-1323/1834, 13-14=-686/830, 12-13=-086/830,11-12=-1030/343, 5-12=-579/6, 10-11=-496/478, 8-10=-896/935 WEBS 3-14=-403/324,4-12=-1026/814,6-11=-746/724,6-10=440/595, 7-10=-415/329, 4-14=-459/892 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 37-0-0, Exterior(2) 37-0-61041-0-0 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This Wss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any otherlive 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, with BCDL = 10.0psf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SVP No.2 crushing capacity of 565 psi. 6) Bearing atjoinl(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint 2, 874 lb uplift at joint 11 and 687 lb uplift at joint 8. 8) Load case(s) 16, 17, 18 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Joaquin Velax PE ND.e6182 Ii LISA; Inc: FCCeft 6634, ilim Parke East Bind. Tampa FL 3Efi10 Date: April 24,2019 10411 design Parameter eM RFAD NOTES ON TNISAND INCLUDED MI REFERENCEPAG£MU->473rev. 14,01LI0r5 BEFORE USE asawa Design valid for use anywlN MT.M coe,eprers. TN desgo is based any upon parameter shown, and Is for an individual bugding component, rot �1• a truss sinter. Before use, the building designer must verify Ore epxicatifityaf dmign parameters and property incorporate this design Into the overall bWidingdedgn. Bradn,, Indicated is W prevent buckling of individual read, web ardlor chort! reenneens only. AddibonaltampararyaMponnanentbradrg Wek' Is always refused! for stability and la prevent sciapse with possible personal Nlury and property damage. For general guidance regarding Pe fabdcalbn,abrage, delivey, erection and bracug of trusses antl Ouu system,eea ANSVTPIIOualityCdWia,MS 9end SCMBuilWng Companant 6904 Pane East BNd. Sa/eyln/ormeUan available Irem Trvaa Plate InsgWte, 216 N. Lee Street, 8ullem2. Mexandde, VA i2a14. Tampa, FL 06610 fJob Truss Truss Type Qty Ply LT 9 WATERSTONEST LUCIEC T16873284 1755748 A01B SPECIAL 2 1 Job Reference (Optiona0 Builders FlrstSource, Plant City, FL-33567. 8.240s Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:03:32 2019 Paget ID:193QGWBBpX3jRI87zeOm7kz5?ad4mwgVnggW Uw TCjgzLSHgta710SeViOXt_PzNW6P LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=-54,5-9=54, 14-15=-20, 12-14=-20, 11-18=-20 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-22, 2-5=-30, 5-8=-61, 8-9=-53, 14-15=-20,13-14=-20, 13-25=9(F=29), 12-25=89(F=109), 11-26=17(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=-20 Horz: 1-2=-22, 25=-14, 5.8=-17, 8-9=-9 17) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert 1-2=37, 2-5=-45, 5-8=-45, 8-9=-37,14-15=-20,13-14=20, 13-25=9(F=29), 12-25=89(F=109), 11-26=17(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=20 Horz: 1-2=-7, 2-5=1, 5-8=1, 8-9=7 18) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifarn Loads (pIQ Vert: 1-2=-37, 2-5=-45, 55=45, 8-9=-37, 14-15=-20, 13-14=-20, 13-25=9(F=29), 12-25=89(F=109), 11 -26=1 7(F=37), 26-27=-13(F=37), 27-28=17(F=37), 18-28=20 Harz: 1-2=.7, 2.5=1, 5.8=-1, 8-9=7 AWARNIND•Vedyy dsalgnparan,efenend READ NOTES ON THIS AND INCLUDEDU?ENREF£RENCE PAGE MII.7473m, fatJOU15BEFORE USE Design valid sausa aNyxith Mrek® corm adcas. The design is based any upon parameters shown, and is for an Individual building component, rot a truss system. Belpre use. Me building designer must verify Me appfcablNyof design parameters and property Incorporate Me deagn Into Me overall building design.Bmde, indicated is to prmmtbucIXng of MdWdualtrusswebandoramal members only. Additional temporary and pem,anentbreang MiTek' is ahvays requiredfar ehbllity and to prevent collapse MM possible persond Injury and property damage. For general guidance regarding Me fabrlaabon,storage, ddrawr,erecgon and bracing oftrusses and post systerns,aee ANSIRPIi Quality Ddferls, DSB49 and seat Building DomPoonot gges Parke East BIM. Sereylnra er.g. avdlabls ft. Truss Plata Institute, 218 N. Lee Street Suite 312, Mme ndArt, VA 2231C Tampa. FL 366110 lob Truss Truss Type Dty PlyTLT WATERSTONE-ST LUCIEC T16873285 1,55748 AO1C GABLE 1 Gerern ro/nn, nail InlaourCE, r-12OWI[y, FL-3Sbb7, 8.240 s Dec 6 2018 MTek Indushles, Inc. Wed Apr 24 12:03:34 2019 Scale=1:77.5 6.00 12 5x6 f t5 a to 15 12 3.6 = 6x8 = 1.5x8STP = 5x8 = 3x6 = 6Tf1iiiH 5-10-0 13-2-0 19-f0-0 20 -0 29-0-7 39A-0 510-0 Td-0 fi.a.l1 n .n Plate Offsets (X Y)- f7:0-3-00-3-01 f1110-4-00-3-41 f29:0-1-12 0-1-01 LOADING (psl) 2-0-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Grip1.25 TC 0.69 Vert(LL) -0.27 11-12 -862 240 MT20 2441190 TCOL 7.0 1.25 =lncr BC 0.78 Vert(CT) -0.4411-12 >534 180 BCLL 0.0 'NO WB 0.39 Horz(CT) 0.06 12 n/a nfa BCDL 10.0 P12014 Matrix-MSH Weight: 260111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-13 cc purtlns. BOT CHORD 2x4 SP No.3'ExcepV BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 2-15: 2x4 SP No.2 P, 13-14: 2x4 SP No.2, 11-12,9-11: 2x4 SP No.1 1 Row at midpt 6-13 WEBS 2x4 SP No.3 6-0-0 cc bracing: 12-13 OTHERS 2x4 SP ND.3 WEBS 1 Row at midpt 5-13. 7-12 REACTIONS. All bearings 13-2-0 except (jl=length) 12=0-8-0, 9=0-8-0. (III - Max Ho¢ 2=-433(LC 8) Max Uplift All uplift 100 lb or less at joinl(s) 18 except 2=249(LC 10), 12=.263(LC 10), 17=-345(LC 10), 15=-370(LC 10), 9=-569(LC 10) Max Grdv All reactions 250111 or less atjoint(s) 16,18, 2 except 2=260(LC 16), 12=998(LC 1), 17=316(LC 15). 15=556(LC 19), 9=957(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1a) or less except when shown. TOP CHORD 2-3=-3431308, 3-5=-394/411, 5-6=-325/578, 6-7=-286/580, 7-8=-12231884, 8-9=-14421954 BOTCHORD 14-15=-490/426. 5-14=-537/407, 12-13=.431/132, 6-13=-352/114, 1L72=-322/677, 9-11=63211220 WEBS 3-17=-344/390, 7-12=-875/556, 7-11=-185/677, 8-11=398/349 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23.9-10, Interior(1) 23-9-10 to 37-M. Exterior(2) 37-0-6 to 41-M zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2." cc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 8) Lumber designated with a "P" is pressure4reated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. IfACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001Is uplift at joints) 18 except at -lb) A WARNING- Verilydesignparam l maeMREAD NOTES ON POSANDINCLUDED MMEXREFERENCEPAGE0 PM3mv. 1"M015BEFGRE USE Design valid for use onlywiP MreW corrosion. This design is based only upon parameters shown, and b loran Individual building mmponenL mat a dsea system. Before use, the building designer must veMy due spptioattlitypf desgn parsmaten and pmpedy inmryonle Ma design Into Ihaoveng burring design among indicated Is to prevent budding of individual bust web endorclnN ma nbme only. Additional temporaryand permanent brachg Is always required for stability and to prevent collapse with passible personal lnjuryand property damage. Fargeneml guidance regarding the labdmaon,¢brage, tletivery, erection and bradng o/huasaz and b'Ws syatema, soo ANSI PI10ualify CrifWtl,DSR-59and BCSIBWIding Compansnl Solefylnfemaion availablefmm Tmw PlatelnsbWte,218N.Lea Stm%Sdte312.Mevand4a,VA22314. Joaquin Velbz PE N5.68182 'MiTek USA; Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL;33610 Date: April 24,2019 sawas W1- MiTek' 6904 Padre East Blvd. Tempe, FL 36610 rdab Truss Truss Typg�Qy Ply LT9 WATERSTOE-S LI C T16873285 1755748 A01C GABLE 1 1 nF Rafora co(optiona) Solders FlrtSDurce, Plant City, FL-33567, 8.240a Dec 62018 MiTek Industries, Inc. Wed Apr 24 12:03:34 2019 Paget NOTES- ID:193OGWBBpX3jR187ze0m7kz5?ad-082OwXv C7oHjE4sK8iPOtMCFOpFUMjoAhO 2Hzf4W6N 11) Load easels) 15, 16, 17, 18 hasfhave been modified. Building designer must review loads to verify that they are correct for the Intended use ofthis truss. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ill) Vert: 15=54, 6-10=-54, 15-34=-20, 13-14=-20, 12-37=-20 15) Dead +0.75 Roof Live (bal.) +0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pil) Vert: 1-2=53, 2-6=-61, 6-9=-30, 9-10=22, 15-34=-20, 14-44=9(F=29), 13-44=31(F=51), 12-45=-20, 45-46=-50, 37-46=-20 Holz: 1-2=9, 2-6=17, 6-9=14, 9.10=22 16) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-6=-30, 6-9=-61, 9-10=53, 15-34=-20, 14-44=9(F=29), 13-44=31(F=51), 12-45=-20, 45-46=50, 37-46=-20 H0f2: 1-2=-22, 25=A4, 6-9=-17, 9-10=9 17) Dead +0.75 Roof Live (bal.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-37,2-6=45, 6-9=-45, 9-10=-37,15-34=-20, 14-44=9(F=29), 13-44=31(F=51),12-45=-20, 45-46=-50, 3746=-20 Herz: 1-2=-7, 2-6=1, 6-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bat.)+0.75 Uninhab. Attic Storage +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-6=-45, 6-9=45, 9-10=-37, 15-34--20, 14-44=9(F=29), 13-04=31(F=51), 12-45=-20, 45-46=-50, 3746=-20 HOM: 1-2=-7, 2-6=1, 6-9=1, 9-10=7 ®WARNING- Vadrydeslgnparamshmaeod READ NOTES ON THISANDINCLUDED M17FJ( REFERENCEPAGEMD-7473mv. IMMO15 BEFORE USE ass Design veld rnrusa only with Mifek®conneomr. This design is based may upon parameter shown, and Is for an individual building component, rut ��' a Inns system. Befom use, the budding designer malowidy Ne applicability of design parameter and properly Incogora te e design into Me o,mm 1,Wdingdeaign. Bmren,lndioatedistopawentbuodingoflndMilualbass web ondforchordmemberonly . Additional temporary and permanentbrdng _ MiTek Is always require for stability and to preandoolapewiP r possible peonal hjuyand pmpeM damage. Porgwxmlgmdmoe Mmdmgthe fabrication, amrge, d9ivery erection and bracing of Mace and bma system, see ANSUTPll Ous111y Cmisho, DSB-S9 and Best Building Consonant Smisyleformellor evadable ham Truss Plate tnsltute.218 N. Lee Street, Suite 312. Alexandra, VA 22014. 6904 Panes PaEast Blvd. Tampa,FL W610 Sob Truss 5Type Cry Ply LT9WATERSTONEST LUCIE CT76873286 1755748 A02 LS�PECIAL 1 7 Job Reference (optional) B.iidta. nnioau..a, r-iam City, r✓ 335hr, 8.240 s Dec 6 2018 Mllek Industries. Inc. Wed Apr 24 12:03:35 2019 Page 1 ID:193QG W BBpX3)RI87zeOm7kz5?ad-ULco7twZyRw8LOf2tsDez5vKon8oDkNyOLmXakzNW6M id-0 63-0 11-11-12 19-0-0 0-8-0 27-04 3354 39.8-0 -0-0 M &8-12 7-0A 141-0 7. 541-12 6.3-0 -0-0 Scale=1:74.1 5x6 = 6.00 12 5x6 = 5 6 5x6 i 24 25 5x8 O 4 7 2x4 2x4 3 8 1.5x8 STP = 23 26 1.5x8 STP = I 16 r1 2 1 Bx12 Mr20HS = 15 14 13 12 11 Ir 910 Ia 8d 3x6 = 3x4 = 3x4 = 6x12 MT20HS = 3x4 = 5x8 3.00 12 5x8 8-8-0 at -7-7 19-10-0 24-0-9 31-0-0 39-8-0 Plate Offsets MY)— f2:0-2-7Edge] 14:0-4-00-3-01 f5:0-4-00-2-8116�0-0-00-2-81 fT0-4-00-3-01 [9:0-2-7Edge] LOADING (pso SPACING- 2-M CSI. DEFL. in (too) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.89 Ven(CT) -0.91 11-12 >522 180 MT20HS 187/143 SCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.57 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 1-4,7-10:2x4 SP No.1 BOT CHORD 2x4 SP N0.2'Excepl' 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/sae) 2=1540/0-84, 9=154010-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-0=-4621/2604, 4-5=-2726/1736, 56=-1932/1427, 6-7=-2726/1736, 7-8=4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-74011929, 11-12=-1510/3090, 9-11=-2318/4431 WEBS 3-16=282/293, 4-16=-73911735, 4-15=-12161789,5-15=569/1133,5-13=-269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-1138/789,7-11=-740/1605,8-11=-2961294 NOTES- 1) Unbalanced reef live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2)-14-0 to 2-7-10, Interior(1) 2-7-10 to 15-06, Exte lor(2) 15-06 to 24-7-10, Intedor(1) 24-7-10 to 37-06, Exterior(2) 37-06 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will 6l between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Beading atjoint(s) 2, 9 considers parallel to grain value using ANSI/TP11 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ut=lb) 2=797, 9=797. Joaquin Velaz PE No.68182. "i ok USA,Ihc.FCCBd6B34 , 5901 Parke East Blbd..TampaFL33618 Data: April 24,2019 AWARNING-VMty dasipn pammeleraeMREAD NOTES ON WISANOINCLUOEO MI7EKREFERENCEPAGE Ml1.M3 rev. 1W0Y1015BEPoRE USE Design valid for use onlywith MT.M cormeclora. This tl®Ign Is based ortyupon parameters shovm, and w for an Individual building mmponad, not �f- ■f a louse system. Before us% lom building designer must verify be appBrabil cAdes"parame[em and parody moorporete d,b Eeagn hlo the overall building design.Bmd,g edicatetl is to prevent buckling of ind'Mdual vuss web andlor chord members only. AddWonal temporary and permanent braong M!Tek_ Is always required for stability and to prevent collapse wen pasdda personal Injury and pmpedy damage Forgenmalguidanceregardlrg@e fabdpalion,ebrege, tldHery,erec0on end bracingef Wasee end buss ayatana,see ANSI(TRI Quality criers,DSB-09 end BCV Building Component 69041 Parke East Blvd. Sefetylafpmab'ese avaH.bleboa Tam Platel..l tM,218N.Lee Street Sulb312,M..ndd.,VA22314. Tampa.R W610 rlgb Truss Truss Type Dry Ply LT 9 WATERSTONEST LUCIE C T168]3287 1755748 A03 SPECIAL 1 1 InM1 Reference (optional) IantWIjy, 1'1_-JJJpf, 6.00 12 5x6 i 23 4 2x4 1.5xa STP = 2 15 1 6x12 MT20HS 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 2412:03:36 2019 5x6 = 5x8 = 14 13 2812 ass 3x6 = 3x4 24 5x6 - 7 Scale=1:74.6 2x4 s 1.5x8 STP = 25 j 9101g Ig 1.12 W21HS 4x10 MT20HS = 3.00 12 &B 9-9-0 17-0-0 22-8-0 I 31-0-0 39-0-0 all8-0A1 i.A.11 AdJI 11.AJ1 Plate Offsets (_X Y)- f2:0-0-14 Ednel K0-3-00-3-01 150-M 0-2-0I f6:0-" 0-251 [7:0-3-0 0-3-0]19'0-2-7 Ed I LOADING (pso SPACING- 2-" CSI. DEFL. in (too) Wall Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.73 Vert(CT) -0.9811-12 >485 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.96 HOrz(CT) 0.56 9 Na me BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 20416 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4.7-10: 2x4 SP No.1 BOTCHORD 2x4 SP M 31'Except* 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=154010-8-0, 9=1540/0-8-0 Max Ho¢ 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purling. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 4-14. 6-14 FORCES. (lb)-Max.Camp./Max. Ten. -All fames 250(lb) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-0=-4688/2731, 4-5=-2510/1689, 5-6= 2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-0924/2919 BOT CHORD 2-15=2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324,4-15=-783/1792, 4-14=-1241/791, 5-14=-415/824, 6-14=-251/253, 6-12=-415/915,7-12=-1168/791, 7-11=-783/1646, 8-11=-319/324 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2) 13-" to 26-7-10, Interiar(1) 26-7-10 to 37-", Exterior(2) 37-" to 41 -0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond Ing. 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-M wide will fit between the bottom chard and any other members, with BCDL= 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPf 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=1b) 2=797,9=797. Joaquin Vulsz PE N6.68162' MITI), USA; Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL3261or Data: April 24,2019 ®WARNING- VerlydeelgnpammetemseoGREAD NOTES ON TMSANDINCLUUED MOEBREFER£NCEPAGEMIIJ473nv, 1=31015BEFORE USE Design valid for use oNyvdN MTekw cane ib ms. This design Is based only upon parameters shown, end is for an Individual building mmponenL not a trtoa system. Before use. Ne building cmd, ermust very the appknzbiktyof design parameters and prope,y movismate Nu design Into thaovemp building design among Indicated is to prevent budding of ldvdual trues web andbr ormrd members any. Additowl tempoay and permanent bracing MiTek' B always requhed for stability and to prevent collaWe wth passible personal Injury and propery damage. Forgeneralguidanceregardirg Me fabtlrawn, staraga,delivery, ersctron end bracing of Nuaw and truss eptema, see ANSUTPH Dually CNterfa, DS5419 and BCS1 Building Component Safety lnfwmadon available from Tmae Plate Institute. 218 N. Lee Street, suite 312, Alexandra, VA 22314. 6904 parks East Blvd. Tampa, FL 361110 Sob Truss Type Oty Ply LT 9 WATERSTONEST LUCIE C IAIIS5 T16873288 1755748 SPECIAL 7 1 Job Reference (optional) Builders FirstSource, Plant City. FL-33567. 8.240 s Dec 6 2018 MiTek Industries, Inc. al a 6.00 12 5x6 = 3x4 = 5x6 = 5 25 6 26 7 5x8 12:03:37 2019 Page 1 5x8 3.00 12 5x8 5x8 11 8-8-0 I 15-0-0 24-8-0 37-0-0 3941-0 86-0 6<-0 9-8-0 6-4-0 184 Scale =1:73.4 Plate Offsets (X Y)— 12'0-2-3 Edael f2'0-2-7 Ednel 14'0-3-00-3-01 15'0-3-00-2-01 f7:0-M 0-2-01 fB'0-3-0 03-01 110:0-2-7 Etl el f10:0-2-3 Edg 1 LOADING (psi) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Veri(LL) 0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.9813-15 >484 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.47 Hmz(CT) 0.56 10 rda ne BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=154010-8-0, 10=1540/0-8-0 Max Hom 2=335(LC 8) Max Uplift 2= 797(LC 10), 10=-797(LC 10) BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 3.11-12 ac bracing. WEBS 1Row at midpt 4-15,8-13 FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I11) or less except when shown. TOP CHORD 23=4956/2969, 34=4745/2875, 4-5=-2838/1878, 56=-2498/1782, 6-7=-2498/1782, 76=-2838/1878, 8-9=4672/2875, 9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980, B-13=-1538/1009, 8-12=-598/1238, 6-15=339/196, 6-13= 3391196 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-4-0 to 2-7-10, Interior(i) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Inlerar(1)18-11-10 to 20-86, Extenor(2) 203610 28-7-10, Interior(1) 28-7-10 to 37-06, Extedor(2) 37-0610 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This tress has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This buss 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 5t between the bottom chord and any other members, with BCDL= 1O.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing atloint(s) 2, 10 considers parallel to grain value using ANSIfral 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except at=lb) 2=797,10=797. Joaquin Vela PE N6.61l fdiTelkUSA Inc. FL' CBrt SG34, 6904 Parke East Blvd. Tampa FL.33610 Data: April 24,2019 ®WARNING- Vedydezlgnpaonrereuaml READ NOTES ON TNISAND INCLUDED MITERREPERENCEPAGEN11.74n mr, fa'd",58EPoREUSE Design valid for use odywith Mmove) co mectom. This design Is based onlyupon parameters shown, and is for an In4Nldual budder wmement, net ��- a case stratum. Bafom use, the building designer must verify Ma applicability of dmgn parameters and property inovrporate this design do the overall building design. Badng Indicated Is to prevent budding of Individual trues web anNor chord members only. Additional temporary and permanent among MiTek' hapvayaaqubsdfar stabliry and b prevent colapea with pmsible personal Injury and pmpedy damage For general go darwe repardirg die faMcatud, storage, ddivaayryerection and bracing of trusses and buss spheres, ads ANSMII Gualiy Gllwla,DSB-69 and BCSI Building Component Safeyinl awesavallaalefmm Tmss Platalndihne,218N.Lee Shed,Suite312,M..z dda,VA23314. 6904 Parke East Blvd. Tampa. FL U610 rdab Truss Truss Type Oty Ply LT9 WATERSTONE-ST LUCIE C T1fi8]3289 1755748 A05 SPECIAL 1 1 IM Reference (optional) Builders Fastbource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed 3 Sx8 = 6.00 12 3x4 = 5x8 4 23 24 5 25 266 12:03:39 2019 Sx8 = 3.00 12 5.8 244)-11 31-0-0 L1-1 8-8-0 6-11-5 8.5.6 6-115 8-8-0 Scale=1:73.4 Plate Offsets (X Y)- f2:0-2-7 Edo) f3'0J-00-3-01 f4:0-5-0 0-2-01 f6�0-5-00-2-01 1T0-3-0 0-3-01 f8:0-2-7 Etl el LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.9611-13 >498 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.80 Horz(CT) 0.59 8 n1a We BCDL 10.0 Cade FBC2017rrP12014 Matrix-MSH Weight: 190111 FT=20% LUMBER - TOP CHORD 2x4 SP M 31 -Except' 4-6: 2x4 SP No.2, 1-0,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0,8=1540/0-8-0 Max Horz 2=294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) -Max. CompJMax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 2-3=-4919/3081, 34=-4613/2900, 4-5=3036/2066, 54i=-3036/2066, 6-7=-4613/2900, 7-8=4919/3081 BOT CHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=371/405, 4-14=-1034/1926, 4-13=-156/535,5-13=399/285, 5-11=-399/285, 6-11=-156/535, 6-10=-1034/1815,7-10=-378/405 NOTES- 1) Unbalanced 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=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10. Interior(1) 2-7-10 to 9-M, Exledor(2) 9-M to 16-11-10, Interior(1)16-11-10 to 22-8-0, Extenor(2) 22-M to 30-7-10. Interior(1) 30-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of565 psi. 8) Beading at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to gain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=11d) 2=797,8=797. Jciquiii Votez Pg No.681112 MTek USA0. Inc. FL Can $634 BBOd Parke East Blvd. Tampa.FL;33810' Date: April 24,2019 rdab Truss Truss Type Oty Ply LT 9 WATERSTONEST LUCIE C T16873290 1755748 A06 SPECIAL 1 1 InA Reference /nn roll • ,u c,a,,,a,wun... n,e„l Cu,rL 3JJD/, 5x6 = 2,41 h 5x6 = 4 24 25 5 6 6.00 12 2x4 � 23 3 .5x8 STP = ?2 2 15 14 13 12 ?ft 8xl4 1011`2011S = &B =5x8 = 4x6 = 8.240 s De0 6 2018 MITEk InDeamell, IAC. Wed Apr 2412:03:40 2019 Pagel Scale=1:72.0 5x6 = 27 7 28 2x4 0 8 29 LSxB STP = d 8x14 M720HS = 910 7 "( .� Ig 5x8 = 3.00 12 5x8 c B-e-0 15-10-11 22-9-5 31-0-0 39-8-0 9.B.n B.a-�� Plate Offsets (X Y)— [2:0-2-7 Edre1 [4�038 0-2-01 [6:0-3-00-3-01 f7U-3-8 0-2-41 [9:0-2-7 Ed 7 N 7:0-7-00-3-91 f15:0-7-0 0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.0314-15 >464 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.58 9 Na n/a BCDL 10.0 Cade FBC20171TPI2014 Matrix-MSH Weight: 2091b FT=20% LUMBER - TOP CHORD 2x4 SP Nc.1 *Except* 4-6,6-7: 2x4 SP No.2 BOTCHORD 2x4 SP M 31'Except' 13-15,11-13:2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 23=-4917/3132, 3-4=-4608/2864, 4-5=-4142/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863,8.9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=333/396,4-15=-752/1516, 4-14=-550/1116, 5-14=-321/319, 6-12=381/321, 7-12=.550/1117, 7-11=-749/1461, 8-11-3421396 NOTES- 1) Unbalanced mef live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterfor(2)-1-4-0to 2-7-10. Intedor(1) 2-7-10 to 7-M, Fxterfor(2) 7-0-6 to 14-11-10, Interior(l) 14-11-10 to 248-6, Extedor(2) 24-8-6 t0 32-7-10, Intedor(1) 32-7-10 to 37-0-6, Extedor(2) 37-M to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Pmvide 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 par bottom chord live load nenconcument 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing Capacity o1565 psi. 8) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIfrol 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 2=797, 9=797. Joaquin VBIex PE No.68182 }dTpk USA, Inc..FV Con 6834 -6904 Paths East Blvd..Tampa FL33610 Data: April 24,2019 AWARNING-VeN7y deargn Povermlers and READ NOM ON MS MD INCLUDED WEN REFERENCE PAGE Mll-7473/ev. 1407312015 BEPoRE USE Design valid for use only Mlh MTek@1 Connectors. This design is boreal only upon p ramerere chasm, and is for an Individual bulding componsaL net a buss ayatem BBtoR Ne building designer must verify fiery of design parametem and propedy Inwryorffie Ihia design Intoern n g Indicated!Individualme rt bra budding of NEMduaI W%e web an,end MiTek' Is alnlm rose ! for stindlcand0 presevsni pmNny damage. personalnt.seend pmpeMalemage. Fwgenarateria, rwer9andJ Ne e alwayaraluiredforetabNyandbpmdbraclap%eW,Npaand Co fabdrab'on. storage, tlelWwwyy reaction Andbracing aftresaes and trn Streetemr,e3l dia.VAP/i GuallyCriferle, D$B-e9 and BCSl Building Component Seleryln7orma0on evaeable fiom Trans,TPlata Insiders. 210 N. Lee Btresl, Sulte312 Alexandria, VA 22314. 6904 Parke East BIM. Tampa, R U610 Jbb Truss Truss Type Oil, Ply LT 9 WATERSTONE-ST LUCIE C T1fie73291 1755748 07 SPECIAL 1 1 Jab Reference o fional eunaem vinazource, Aunt U,ty, VL-33567, 8.240 a Dee 62018 MiTek Industnes, Inc. Wed Apr 2412:03.41 2019 Page 1 ID:193QGWBBpX3jRI87zeOm7kz57adJUz3Ow_KYHgl3J6CE6K2CM9N CHHdTOgnHDmNzNW6G j1-0-0 4-6.5 9-0-0 1&f0-8 23-95 30-8-0 35-1-11 39-8-0 41-0-0 44-0 4415 4.511 6-f0-8 ].10.15 6-105 1 4-5.11 4-6- T V 5x6 = 3x4 = 6.00 12 4 27 2829 5 3x4 i 1.5x8 STP = 326 25 2 17 6 ;118 5x6 - 3x4 = 2x4 II Scale=1:72.0 5x8 = 5x6 = 6 3031 32 7 3x4 a 833 34 1.5x8 STP = qq 15 14 13 12 910 4 Us = 5x6 = 5x6 = 11 to 3x4 = 2x4 II 3x6 3.00 12 3x6 4-65 2-0-8-0 12-ry4 190 6-0-0 0 3-0 -1- 351-111 9-8 346-0-54 485-0 1-11 4 4 0 .2 6 I Plate Offsets (X,Y)- 12:0-0-10 Edge) 14:0-3-00-2-01 16:0-4-00-3-01 17:0-3-00-2-0t 19:0-0-10 Edael LOADING (psf) SPACING- 2-M CSI. DEFL. in (Ioc) Vital? L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vea(LL) 0.21 15-16 >745 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 Rep Stress Incr NO Wit 0.59 Hom(CT) 0.03 9 n1a n1a BCDL 10.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 187 lb-FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0except Ql=length)16=0-4.0,13=04-0. (lb)- Max Horz 2=212(LC 9) Max Uplift All uplift 1001b or less atjoint(s) except 2=.288(LC 10). 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Man Grav All reactions 250 He or less at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=.9471504, 34=-338/121, 4-5=-318/669, 5.6=-58/715, 6-7=-340/707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=23/293, 15-16=-328/159, 13-15=426/281, 12-13=0/332, 11-12=3511945, 9-11=-346/937 WEBS 3-17=-5991493,4-17=-50/419,4-16=-986/605,5-16=-7921733, 5-15=-520/206, 6-15=489/297, 7-12=-70/391, 8-12=-588/485, 6-13=-7731717, 7-13=-997/675 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eaval Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-0to 12-11-10, Intedor(1) 12-11-10 to 26.8-6. Exterior(2) 26-8-6 to 34-7-10, Interleaf) 34-7-10 to 37-0-6, Extedor(2) 37-0-0 to 41-0-0 zone;C.0 for members and fames & 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 fora 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 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIfrPI 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 28816 uplift at joint 2, 3021b uplift at joint 9, 6861b uplift at joint 16 and 715 lb uplift at joint 13. 9) Load case(s) 16, 16. 17, 18 has/have been modified. Building designer must review loads to verify that they am correct for the intended use of this truss. 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 Except: Joaquin Velez PE 11b.68182 ELTek USA; Inq, FL'Cart 6634 fi904 Parke East Blvd. Tampa FL 3Ml) pate: April 24,2019 AWARNING-Vulf designp neremomandREADNOTES ON TNISANDINCLUDEDMOEKREFERENCE PAGE Iffi r. maddem15BEfeRE USE Deaign valld foruse onlyw,th MTelde mnnechre. TNa design is based oNy upon p ummatem shown, and in for an individual bulding component rut ��- e "as system. Befa,e use, Me building designs, ..at very the applicabi6y of design parameters and properly incorparate Ins design am iheoverall buildingdesign. social, hdlczted is to prevenlbuckling of Individual Was web andlarchord members only. Addiaonal temporary and permanent trades MiTek' Is alwap re4uired for stability and W prevent collapse with possible personal injury and pro"ay damage. Forgeneml guidance regarding the fabrication. stooge, convey. erection and bracing of losses and "a systems,sea ANSIll Oualfy Cdl®/a, DSB49 and BOSl Building Compormat 6904Pado East Blvd. Saley Iafennsdem avalablefmm Tma Plate InstiWle, 218 N. Lee Street, suite 312. Alexandria. VA22314. Tampa, FL W610 lob Truss Truss Type Qly Ply LUCIEC T16873291 1755748 A07 SPECIAL 1 1nce FlTgRV�ATRSTONE-ST o lional nmmers nrstaoume. Plant city, PL-33567. 8.240 s Dec 62018 MiTek Industi es, Inc. Wed Apr 2412:03.41 2019 Page t ID:I93QG WBBp%3jRl87ze0m7kz5?ad4Uz30w_KVHgl3J6CE6K2CM9N_CHHdTOgnHOroNzNW6G LOAD CASE(S) Standard Except 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Vert: 1-4=.54, 4-7=54, 7-10=-54, 17-19=-20, 12-17=20, 12-22=-20 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ph) Vert: 1-2=-53,2-4=-61,4-7=-45, 7-9=-30, 9-10=-22, 17-19=20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Hoa: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2-22, 2-4=-30, 4-7=45, 7-9=.61, 9-10=-53, 17-19=20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Hoa: 1.2=-22, 2-4=-14, 7-9=-17, 9-10=9 17) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-37, 2-4=45, 4-7=-45, 7-9=-45, 9-1 0=-37,17-19=20, 16-17=-20, 13-16=61(F=81), 12-13= 20, 12-22=-20 Hoa: 1-2=-7, 24=1, 7-9=1, 9-10=7 18) Dead - 0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Ind) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=37,2-4=d5, 4-7=-45, 7-9=-45, 9-10=-37,17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Hoa: 1-2=-7, 2-4-1. 7-9=1, 9-10=7 ®WARNING- Verily daslgnpammesem orrd READ NOTES ON MS AND INCLBDEDMITEIr REFERENCE PAGE 6N47471mv. 1WO3r?015B&a0RE USE ��- Designvaldfor use opl wiM MiTekconnecters. Tmadesign is basedonlyupon p armetemshown. and is for an Indtdclual building component, net a truss system. Before us, the buildup designer must wanly the epplicabliiy.f deagn parameters and properly Incorporate Ihb design into Ne overall mildingdesign. among indicated is to prevent buckling of mdMduel lmm web andlm chord members only.Additional tempgmry and permanent beading MiTek' Is always moored for stability and to preventcollapse w th possible personal Injury and property, damage. For general guidance regarding the fabrication. storage, delivery, ¢amen and bracing of reason and Was eyakers see ANSNP11 DuaNiy Grilled.. DSB49 and BMBeflal Component e904 Parke East Blvd. SaA ylnlmma0noavailable Wm Terri Plate Institute. 218 N. Lee Si eet, Suite 312, Marmara, VA 22314. Tampa, FL Mind Sob Truss Type Oly Ply LT9 WATERSTONEST LUCIEC =ou8ss T16873292 1755748 SPECIAL 1 1 Job Reference o gone, o.<rus uec to 4uto mu enmuusnes,,nc. r npr<n le:w:re eu,s rage, 10:1930G W BBpX3jRI87zeOm7kz5?ad-nhXSbG?yJao9gShOnq,HlZiYCc W HMRz?xyPKgzN W 6F 140 )-0-0 12J-1 16-041 19-00-0 22-5-14 26-3-5 32-8-0 39-8-0 1-0-0 41 71-0 53.1 3-945 3-9-e 2 7 14 3-9-8 fit% 11 )-0-0 4-0 41 3x8 = 2x4 II sue = 5x12 = 6.00 12 3"fi - 5xfi = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 3x8 = 3x6 % 3.00 12 Scale = 1:72.0 1.5x8 STP = Ira '-•� V0 11 to 3x6 Zu LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loci Ydeft L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.83 Ve I(LL) 0.24 14-16 -696 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.2714-16 o630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 Na me BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 177111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5.4 uc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Raw at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length)16=0-4-0,13=0-4-0. (Ib)- Max Horz 2=171(LC 6) Max Uplift All uplift 100 he or less aljoinl(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Gray All reactions 250111 or less at Joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1). 13=2397(LC 1) FORCES. (lb)- Max. Camp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=1038/444, 4.5=.573/923, 5-6=-856/1302, 6-7=-856/1302, 7S=S66/1022, 8-9-1360/708, 9-10=4598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=.529/321, 13-14=-435/248, 12-13=1022/891, 10-12=-507/1412 WEBS 3-17=102/288,4-16=-1311/939, 5-16=-1398/1438,5-14=-602/680, 6-14=-421/437, 7-14=775/753,7-13=-1427/1490, 8-13=-1441/1137,9-12=.14/366,4.17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf, h=15ft; 6=451t; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) 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 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 10 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 356 he uplift at joint 2, 429 lb uplift at Joaquin Velez PE N6.68182 joint 10, 1695 Ito uplift at joint 16 and 1859 Ito uplift at joint 13. jd7el,USA;1nr.PLCon 6634; 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 hasihave been modified. Building designer must review loads to verify that they fiBOd Parke East Blvd.•Tampa FL;3- are correct for the intended use of this truss. Data: April 24,2019 AWARNING-VMlydasrgnparame.n READN07£SONTMSANDINCLODWMRERREFERENCEPAGEMI47n3mv. IWW015BEMREUSE ass Design valid for Meantywith MReW an... This design Is bored anyupon parameters shown, and laroran Individual building component,not ��' a Tasaystem. Bafarouse, the building designer mustverify Me epptiwbility dlesgn parameters and pmpeM mm,fomte, the design into Me overall buildingdaaign. Bracbq indicated is to prevent backing ofindwidual truss web axmrtlord members only. Additional temporary and permanent beading M!Tek' Is always requlredfantability and to prevent collapse wth possible personal Injury and property damage. FargeneralguldamerWardiiy Me fabrication, storage, delivery. arec4an and bracing of busses and truss system., see ANS1117/1 Qualify Criteria, DSB49 and BDSI Building Component SM4 Parke East Blvd. Safelylulermugan avoidable boor Trues Plate lnamute,218 N. Lee Sbml Suito 312 NeaeMde. VA 22316. Tampa. 11 U610 J. b Truss Tmss Type Oty Ply LT WATERSTONE-ST LUCIEC T16873292 1755748 A08 SPECIAL 1 1 Jab Reference (optional) guilders rirstsource, pant City, FL-33567, 8.240s Dee 62018 MiTek Industries, Inc. Wed Apr 24 12:03.42 2019 Paget NOTES - ID: 193OG WBBpX3jR187zeOm7kz57ad-nhXSbG?yJao9gShOngrHlzjYOCWH MRz?xyPKgzNW6F 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 159 lb up at 7-0-0. 111 lb down and 197111 up at 9-0-12, 111 lb down and 197 Ito up at 11-0-12, 111 lb down and 197 He up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197111 up at 17-0-12, 111 Ito down and 197 lb up at 19-0-12, 111 lb dawn and 197 lb up at 20-7-4, 111 lb down and 197 He up at 22-7-4, 111 Ib down and 197111 up at 24-7-4, 111 lb down and 197 Ito up at 26-7-4, 111 lb down and 197 lb up at 28-7-4, and 111 Ih down and 1971b up at 30-7-4, and 175 Ito down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 1281b up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 Jib down at 13-0-12, 92111 down at 15-0-12, 921b dawn at 17-0-12, 92 lb down at 19-0-12, 92 Ito down at 20-74, 92 lb down at 22-7-4, 92 It, down at 24-7-4, 92 lb down at 26-7-4, 92 In down at 28-7-0, and 92 Ito down at 30-74, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The designIselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1).Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pin Vert: 13=-54,3-9=-54,9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads(Ib) Vert: 3=-175(B)7=111(B)9=-175(B) 17=330(B)15=-46(B)12=-330(B)24=-111(B)25=-111(13)26=-111(B)28=-111(B)29=-111(B)30=-111(B)31-111(B) 32=-111(B)33=-111IS) 34=-111(B)35=-111(B)36=-46(B)37=-46(B)38=-46(B)39=46(B)40=.46(B)41=-46(B)42=-46(B)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27-34=26,9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=50, 2-3=22, 9-10=39. 10-11=29 Concentrated Loads (Ito) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B)34=156(8)35=165(B)36=-23(13)37=-23(B)38=43(13)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=23(B)45=-23(B)46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=21,2-3=31, 3-25=1 6, 8-25=26, 8-9=45, 9-10=1 3, 10-1 1=42,17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Ham: 1-2=-29,2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=1 59(B) 7=156(B) 9=246(B) 17=108(B)15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=1 56(B) 30=156(B) 31 =156(B) 32=156(B) 33=136(8) 34=136(B) 35=136(B) 36=23(B) 37=-23(B) 38-23(13) 39=23(13) 40=23(B) 41=-23(B) 42= 23(B) 43=-23(B) 44=23(B) 45=-23(B) 46=-23(B) 6) Dead+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1.2=26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=20, 16-17=20, 13-16=39(F=59), 12-13=20, 12-21=-20 Holz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (Ib) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(0) 35=197(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41-13(B) 42=-13(B) 43=-13(B) 44-13(B) 45=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 12=15,2-3=5, 3-9=-16,9-10=-36, 10-11=-26, 17-1 8=-20,16-17=-20, 13-16=39(F=59), 12-13= 20, 12-21=-20 Ham: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=13(13) 37=-13(11) 38=13(e) 39=-13(B) 40=-13(B) 41=13(13) 42=-13(B) 43=-13(B) 44=13(13) 45=-13(B) 46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal)1st Pam11el: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=74, 23=45,3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Holz: 1-2=-82, 23=-54, 9-10=54, 10-11=82 Concentrated Loads (Ito) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B)15=-23(8) 12=108(5)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B)32=136(B)33=136(B)34=136(B)35=136(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=23(12) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=10, 16-17=10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Herz: 1-2=-53,2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(8) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(8)31=165(B)32=165(B)33=165(B)34=165(B)35=165(B)36=23(B)37=-23(B) 311 39-23(1!)40=-23(B) 41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2-3=-16,3-9=-16, 9-10=-16, 10-11=-5, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (Ito) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=13(13) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 12=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 ,&WARNING-Vedydesl9nparamemraeM READ NOTES ON TMSANDINCLUDEDMREKREFERENCEPAGEMll7V3.. late=015SEFOREUSE Design valid for use only wiN MrebD wnnecmra. This desgn is based only upon parametem shown, and is bran individual building avmponml not a truss syalam. Bdore use. Me building designer must verily Me applicability of design pammetove and properly inmrporato Pma design intoD,e overal buildmgdeugn. amusing ballooned fstopreventbud ingofNdiMdumbusswebandrorchoNmambasonly. Addi4analtemporary and pem,aoentImomg MiTek_ b ahvays required for stability and to prevent collapse wiM possible personal blury and pmpedy damage. For general guidance regarding Me fabriadiom, storage,delivery. erection antl bracing of trusses and truss systems. sea ANSUTPH Oualiy CrifeNa, DSB49 and BCSI Buildlog Cmeecrinf 69D4 Perke East Blvd. SayefyldasmeBon avalable from Truss Plate teethe, 218 N. Lee Street Suite 312 Mexandda, VA 22314. Tampa, FL W610 Job Truss Qly Ply LT 9 WATERSTONEST LUCIE CT11755748 Fmsse A08 1 1 Job Reference o tional builders eirsnpource. Plant City, FL-33567, 8.240a Dec 62018 MiTek Industries. Inc. Wed Apr 24 12:03:42 2019 Page ID:193OG W BBpX3jR187zeOm7kz5lad-nhXSbG4yJao9gShOngrHIZiYOcW HMr7z7zyPKgzN W6F LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(0)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(13)36=13(B)37=-13(B)38=-13(B)39=13(8)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase:1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Ham: 1-2=9, 2-3=17, 9-10=14, 10.11=22 Concentrated Loads (Ib) Vert: 3=19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=13(13)38=13(13)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30,3-9=-45,9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Ham: 1-2=-22, 2-3=-14,9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=13(19)39=13(13)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifoml Loads (fill) Vert: 1-2=-37,2-3=-45, 3-9=45,9-10=45, 10-11=-37,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Harz: 1-2=-7, 2-3=1, 9-10=1, 10-11=7 Concentrated Loads (Ib) Vert: 3=5(B)7=145(B)9=247(B)17=76(B)15=13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=13(B)39=-13(B)40=-13(B)41=-13(B)42=13(1])43=-13(13)44=-13(B)45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=45, 3-9=45, 9-10=-45, 10-1 1=-37,17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=20, 12-21=-20 Holz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (Ib) Vert: 3=5(13) 7=145(B) 9=247(B)17=76(B) 15-13(B)12=71I 24=145(B) 25=145(B) 26=145(S) 28=145(B) 29=145(B) 30=145(B) 31=145(13) 32=145(B) 33=145(B)34=145(B)35=145(13)36=-13(B)37=-13(B) 38=13(B)39=-13(13)40=-13(13)41=13(B)42=-13(B)43=-13(B)44=13(B)45=-13(B)46=-13(S) ®WARN/NG-Va yde gnpvanwfenandREADNDiFSONMSAND INCLUDED SfI REFERENCE PAGE M1144 Jrev.1d=r015BEWREUse Dange valid for use adywath MITeR® comnactan. This design b based adyupon panmeten shown, and la form IndMdual building component, rot r` a truss system. Before use, the building designer must welly D,e applioabiliy of design paremetae and pmpe ly Inwryorele This design mo the overall buildingdesign. sncingindicatedIsbpreventbucclmgofmilivldualWsewebanVeripoNmembersonly. Additional Wassevery and punnumment trader, MiTek_ Is always requlredfor stab0iyandto prevent collapse with paa9ble personal injury and pmpeny damage. For general guldance remedal, the fabdwwn,stodge,daINay,ermbmandbracingofbusse mdO seystems.sae ANSUEPlf Dually cereals, DS"9 and SCSI Building Lompanent ages Pete East BIM. Safeylnforma8on available tram True Plate Immune, 218 N. Lee Street suite 31Z Alexandra, VA 22314. Tampa. FL 36610 00b s Truss Type City Ply LT 9 WATERSTONE-ST LUCIEC :JE10 T76873293 1755746 SPECIAL 1 1 Job Reference (optional) Rudders FnstSource, Plant City, FL-33567, es 46 = 1.5x9 STP = 3x6 II a240a Dec 62018 MiTek IndusWes, Inc, Wed, Apr 2412_03432019 Pagel NoiB18 7- 1-0 17-512 27-6-0 9-512 10-24 Scale=1:56.9 Plate Offsets(X,Y)— I5:0-0-00-MI f10:0-6-00-3-121 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.39 10-13 >248 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.83 HOrz(CT) -0.01 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 145 lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SP No.2*Except* 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=315/0-", 9=1097/0-8-0, 6=77910-8-0 Max Hom 2=317(LC 9) Max Uplift 2=-403(LC 10). 9=-615(LC 10), 6=460(LC 10) Max Gov 2=350(LC 19), 9=1097(LC 1).6=823(LC 16) FORCES. (ID) -Max. CompJMax.Ten.-Allforces 250 gb) or less except when shown. TOP CHORD 3-4=-82/361, 45=-950/744, 5-6=4089/719 BOT CHORD 2-10=2681149. 9-10=-1020/961, 3-10=-414/468, 6-8=-413/901 WEBS 4-10=716/255, 4-8=447/843, 5-8=-533/512, 8-10=-14/275 BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-11 oc putting. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Cap C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10. Interfor(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exteriar(2) 25-0-010 29-M zone; cantilever left exposed ; patch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 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 chard and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 2, 615 Ib uplift at joint 9 and 460 lb uplift at joint 6. Joaquin Velez PE NO.68182. Ill, ek USA, inc. FC'Ced 6634 6804 Parka East B16d.Jempa FL 33@10 Data: April 24,2019 AWARNINO-Verity deslgnpanmerer eMREAO NOTES ON MS AND INCLWWMIIEKREFERENCE PAGE MlF7473ray. fd/pYJUlSBEFORE USE sesses Dwgn valid for use oni MTekiloo emmore. This dmgn Is based only upon primates sMwn, and Is for an Individual building careened, rot a buss eptem. Before use, ea building designer muetvedfy Me applleabi4ly of desgn parameter and properly Incorporate Mils deign Into Meoverg �1Y1• buiidingdesi9n. Bracing Mdkaled is to prevent budding of nuMduat Was web ender NON members only. Additional temporary and permanent bracing WOW allays reWlredfar eiabllirl toprevent cogapse With possible pereard Injury are property damage. For general guidance axgaMin9 Ma fabdoation,storage, deliyery,emoton and bracing of busses and Was systems, see ANSVTPir Duality C'Noula, DSS49 and SCSI Building Comyonanf Salelylnfamead.availablebsm Tmss PlatelnsgNte,218N.Leo Sh t,Suito312.Mt.x dda,VA22314. Eeat B 6906 PaAe lvd CastB Tampa Fl 36610 lob Truss Truss Type Qty Ply�J.bRWf.,e.. RSTONE-ST LUCIE C T16873294 1755748 B06 GABLE 1 fnntional) •"-"• 1.-••-•-••••. /"'u 1<:u3:YY[V Ia rage I ID:193QGWBBpX3jR187ze0m7kz57ady3fCOy1 CrC3swmmvFulq_nuaQCQgtpGTFRWPizNW6D 1-4-0 80-0i 11-10.0 k19.6-0 21-8-0 �11V '1-0-0 BE-0 3-0-0 7-0-0 8-2-0 1-0-0' 5x8 II 2x4 II 7 2x4 II 6.00 12 3x4 II 6 8 2x4 II a3 5 2x4 II 4 14 3 32 3 i 11 23 e ymy1I 2 x12 Mr HS II d1 am ..a 3x4 = 6x12 W20HS = 2x4 II 2x4 II I 2x4 II 9 2x4 II 'O 5x8 11 18 17 16 15 14 2x4 11 2x4 11 2x4 It 44M a-0-0 8.0.8 1]4i-5 2748-0 34 1.5x8 STP = 12 31g Scale =1:62.7 Plate Offsets (X.YI- I2:Ed2e 0-0-41 I11:0-3-00-3-41 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.82 Ver(LL) 0.36 22 >276 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Vert(CT) -0.4614-31 >513 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) -0.02 19 fda r/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 186 lb FT=20% LUMBER - TOP CHORD 20 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP ND.3 OTHERS 2x4 SP ND.3 REACTIONS. (Ib/size) 2=309/0-3-8, 19=1118/0-8-0, 12=765/0-8-0 Max Hoe 2=311(LC 9) Max Uplift 2=-452(LC 10), 19=-561(LC 10). 12=474(LC 10) Max Grav 2=316(LC 19). 19=1118(LC 1). 12=851(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purling. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. JOINTS 1 Brace at Jt(s): 23. 24, 25 FORCES. (Ile) -Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 2-3=-274/279, 3d=-258/300, 4-5=2561283, 5-6=-230/476, 6-7=-209/453, 7-8=-943/854, 8-9=-973/803, 9-10=9361752, 10-11=-1025/734, 11-12=-1144/717 BOT CHORD 19-20=-529/852, 5-20=-396/577, 12-14=-4011945 WEBS 19-23=-641/132, 7-23=-720/168, 7-24=-5311863, 24-25=-531/861, 14-25=-507/852, 11-14=498/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2)-14-0 to 2-7.10, Interior(1) 2-7-10 to 7-8-13, Exterior(2) 7-8-13 to 15-10-0, Intedor(1) 15-10-0 to 25-0-6, Exterior(2) 25-0.6 to 29-0-0zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane Of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIlrPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2, 551 lb uplift at joint 19 and 47416 uplift at joint 12. Joaquin Vila PE N6.68182 A1TakUSA'i Inc. ileCert 6634_ _ 6904 Parke East Blvd. Tampa FL,33616 Data: April 24,2019 ®WARNING-VWrydeDgnparametersand RErIDMD SONMSANDINCLWMM? REFERENCEPAGEMI474YJnntw"oi5BEFOREDSE Deagn valid for use Rnlywil i MTebO ce,mecbn. Tan design la based only upon parameters shown, and Is faran individual building component, rat a Was woven. Selma pan, the bulking desgammuslverifythe appdcabidtyof deign parametere and properly Inmmorzte thb design Into the evened buddingilmogn.Brad,g Indicated is to prevent buckling ofindividual Was web andor choN mamben only. Addisonallemponryand Polmanentbeadng MiTek' in ahvaya mmubedferebbilitymndbmeventmllapsew,PpweiblepenonalhjuryaWpmpe,tydamage. Forgermal guidance replacing the fasaatiordmage.delivery. imadon and braclagof Wasesand truce sperms, see ANSITPI1Quality Criteria. DS949 andaCS1 EuiWfing Compomint Sa/aid/nrwmodon mailable rmm Tram Plato [acted.. 218 N. Lee Street Suite 312. Alexandria. VA 22314. 6904 Parke Eaat Blvd. Tampa, FL U610 T16873295 Scale = 19.6 Plate Offsets (X,Y)— 12:0-0-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 2 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5IS FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-4/Mechanical,2=158/0-8-0,4=-14/Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10). 2=158(LC 1), 4=35(LC 10) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(I1g) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc putting. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf,, BCDL=5.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerar(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf an the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Referto girder(s) for truss to truss connections. 6)Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI l angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41b uplift at joint 3, 181 Ito uplift at joint 2 and 14 It, uplift at joint 4. Joaquln Velez PE No.88182, M,felt USA; Inc. FL Cad 6634 16984 Parke East Blvd. Tampa FL,33610 Data: Apri124,2019 ®WARNING- Ved/ydssugaparamoten wMREADNOTES ON THISAND INCLUDEDMITEx REFERENCEPAGENIArCol . lNeYLG15BEFORe WE Design valid for use only Win MTeM connectors. This design is based only upon parameters shown. and Is for an Individual budging cnmponeat net �� a has system. Before use, the building designer must verily the appiczbli "f design parameters and prspermom ly incpto the deal,. her ov Me erall buiddingdealgo. Bradag indicated is W prevent buWing ofindhidual mass web andorobord members only. Addrionaltemporaryandpemanentbradng MiTek' Is always required foretability and to prevent rallapeewllb possible personal Injury and prepedy damage. For general guidance regarding the generation, storage, delivery, woollen and bracing of gasses and tress syelans, sea ANSFnRll cargo, Criteria, DSB.89 and SCSI Building Component 6904 Parks East Blvd. SahlylnformeOpn availableboa Tara Plate Inegtuh.218N.Lee Stm Suite312.Ml ndde.VAU314. Tampa,R U610 ob as Truss Type Ory Ply LT WATERSTONE-ST LUCIEC T76873296 1755748 C3V SPECIAL 4 1 Job Reference (optional) Builders Findbource, Plant City, FL-33567, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:03:45 2019 Page 1 ID:1930G WBBpX3jR187zeOm7kz57ad-BGCeEllgcVBjXwPzTyP_NCKC4pkb20aQnB3x8zNW6C 1-0-0 2-114 1-0-0 2-114 Scale=1:12.7 Plate Offsets (X,Y)- f2:0-0-15,Edge1 LOADING (psf) SPACING- 2-M C51. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rTPI2014 Matrix -MP Weight: 121b FT=20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Harz 2=132(LC 10) Max Uplift 3=57(LC 10). 2=-149(LC 10) Max Gmv 3=74(LC 15). 2=196(LC 15), 4=49(LC 3) FORCES. (to) -Max. Comp-lMax.Ten.-All forces 250(Ib) 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-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5111; 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 psf bottom chord live Iliad nonconcumenl 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-M tall by 2-M 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) Referto girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verity, capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Joaquin Velez FE No.80103: I1iTek:U90. Inc. FL Cart 6634 11904 Parke East Blvd -Tampa FL 33610' Dale: April 24,2019 AWARMNO-VsrllydesignparametenerdREADNOTE50N 7NI5ANOINCLUDED MME REFERENCEPAGEMI41dr3rm.ld0YtW5BEFORE USE sawas piston valid in use m,lywith Mill mnnecNn. This design Is brand onlyupon parameters shown, and Is for an Individual building component, rot �s' a truss stream. Edam me, the building designer must verify the applicability of dwgn parameters and properly inmrpamte this design mile the ovem0 bulldagdesIgn. Bidding indicated is In prevent Inald ag of hidiniduat bans web andlor chord members arly Additional temparayand permanenlbmdng WOW Is always required for stability and to prevent collapse Wth passible pemonal Miuyand property damage. Fin, .... I guidance regaMing the -labdaatlon, storage, delivery, erection and bracing of Wasm and Was eyalems,see ANSIIrafl Oually Criteria, DSB49 and Best Building Companenf aged Parke East Blvd. Sefoylalarmalen available fiom Tribes Plata Institute,218 N. Lee street Suite 312. A mandda. VA]2314. Tama U610 Job Truss Truss Type Oty Ply LT 9 WATERSTONE-ST LUCIE C T16873297 �1755748 C5V SPECIAL q 1 m nA Reference (optional) O.CYV i UC4 a G V Io Iw I Cn aluuenlG�, ", a'u n" GY I<:V3:YU LU IU Style=1:17.6 .a Plate Offsets (%Y)— f2:0-0-15 Edcel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4.7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Ida n1a BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Harz 2=185(LC 10) Max Uplift 3=112(LC 10), 2=-161(LC 10) Max Gray 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250(lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl„ GCpi=0.18; MWFRS (directional) and C-C Exleriti zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard 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-" tall by 2-M 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 girders) for truss to truss connections. 6) Bearing atloint(s) 2 considers parallel to grain value using ANSVI-PI1 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 1121It uplift at joint 3 and 161 lb uplift at joint 2. JDaquiri Velaz PE No.68182' MTek USA; Inq. FLCert 6634 69041 Parke East Blvd.dan FL'S361h Date: April 24,2019 AWARNING- Verllydeslgnpammponme m al NOTES ON TIDSAND INCLUDED AUTEN REFERENCEPAGEMI47a3mv. 10aY2UrSBEFORE USE ' Design valid far use odywiN MT.W camedon. This design is based only upon parameters shown, and Is form individual putting component not a buss system. Belme me, Me building designer must wanly Me appfrabl0ly of desgn parametere and pmpwlyinmgorate Mb design the Ma sweep builtlmgdeslgn. Emsba, Indicated is to prevent buWing oflndirldual team web anexem,rd members only. Additional temporary and permanent bmdW _ MiTek Is always related! far stability and to prevent Witless w th passible personal Injury and property damage. For general gulCarm regards Me fabriostme. Morage, dowery, erection and braeine g of trumm, and trueystpme, a. ANSUTPH Duefiy Criteria, DSB49 mdBCSI Building Component SeletylnlormeBon available from Truss Plate InsOWte, 218 N. Lee Streat sells 31Z Alexandra. VA 22314. 69g4 Purim East Blvd. Tampa, P.East 31 Scale=1:36.5 4x6 = Us = Sag = 3x6 = Plate Offsets (X Y)-- f2:0-8-0 0-0-21 (6:0-2-12 0-1-81 f8:04-00-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 6-11 >695 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Ho2(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 90 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=81210-8-0, 6=81210-8-0 Max Hom 2=-232(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) FORCES. (Ib)-Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-1212/867, 3-4--928/682, 4-5=-928/682, 5.6=-1212/867 BOT CHORD 2-8=-576/1121, 6-8=-576/1057 WEBS 4-8=-315/587, 5-8=409/387, 3-8=-008/387 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh, BCDL=5.Opsf, h=15ft; B=45ft; L=4011; eave=511; Cat. II; Flip C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 6-0-7, Extenor(2) 6-0-7 to 13-11.10, Interior(1)13-11-10 to 174.6, EMenar(2) 17-4.6 to 21-4-0zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 list bottom chord live load nonconcument with any other live loads. 4) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) tall by 2-M wide will fit between the bottom chard and any other members. 5) All bearings am 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 4501to uplift at joint 2 and 4501b uplift at joint 6. Joaquin ValezPE No.68182' MTelkUSA lira.. FCCert 6634 6904 Parke East Blvr! Tampa FL,3$610 Data: April 24,2019 AWARNING•VerlydasJgnparamefen eM READ NOTES ON rNISANDINCLUDEDUMIUCREFERENCE PAGE N11J473 . IM"O1SBEFORE USE sesses Design valid for use ordyvnih MTeW earm rs.Thisdesign is based only upon parameters shown, antl Is for an Individual building mmirenent not �`• r` a truss spoon. Before use, fine, building designer must vedy Ne applicability of design parameters and propedy Incorporate Nis design into the overall buildingdesign. Bra6ngin4icatetlisbpreventbuWingotNdMdualM1 sswebandlordwrdmembemonly. Addiionaltemporayand parmanantbrsang MiTek' b always re4ulred for stabgiy and to prevent cvllapao Win paeslNe personal after, and property damage. For general guldance regardl,g the fabdca9on, atarage,tldNery, erection and bracNg of truaaea and trues antmn%,see ANSM110ua11y col✓Is,DSB-69 and B651 Building Cimporti 6904 Parke East 131W. Seleylnlmnadon available fmm Truss Plate tr iq 218 N. Leo Street, Suite 312 Alexandra. VA 22314. Tampa, FL U610 T16873299 I 214-0 14-0 10-M 10-0-0 14-0 Scale=1:36.6 4x6 = ,0I I a 1. 1. 13 1L 2x4 11 get II gist II 6x6 — 2x4 II 2x4 II 2e4 II lg Plate Offsets (X Y)— (15:0-3-003-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ved(LL) 0.00 10 n/r 180 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.11 Ved(CT) 0.01 11 rdr 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.10 Horz(CT) 0.01 10 Na n/a BCDL 10.0 Code FBC20177rP12014 Matrix-SH Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or6-M oc puriins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Horz 2=-232(LC 8) Max Uplift All uplift 1001b or less atjoint(s) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10), 14=-102(LC 10), 12=154(LC 10), 10=-170(LC 10) Max Gmv All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ib)-Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16=-149/319, 3-18=-232/352, 7-14=-147/319,9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3)-1-4-0 to 2-7-10, Exledor(2) 2-7-10 to 6-M, Comer(3) 6-0-0 to 14-0-0, Exterior(2) 14-0-0 to 17-4-6, Comer(3) 17-4-6 to 21-4-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-M oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if h does not corrode the plates. IfACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except Qt=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. Joaquin VelezFE N6,68182. FUTek USA, Inc. FD Ceit 6634 6887 Parke East Blvd.dampa FL,338f6' Data; April 24,2019 AWARNING- Veritydesignparanmrers and REAR NOTES ON TMSAND INCLUDED MREKREFERENCEPAGEW0 7473mv. 10013,1015 BEFORE USE Design valid for use onlywith Meek® com ectors. This design is bisect any upon parametersshaven, and is for an individual building wmponent net �'- a buss system. Before use, thisbuilding designer st verify Me applicability of desw design parameters and pmpedy inrporate Nis design into Me overall buildingdesign.Brecing indicated istopeamatbucMingonadwidualbummband/or Mod! membenanly. Additionalten,mmiandpe,manantlancig MiTek' Is always required for stability and to prevent collapse with possible personal injury and restart, damage. Forgenemiguidanceregardingthe fabdralmistorage,delivery, eamen and bracing oftrusses and buss systems, see ANSI PI1Duality Cdfaia,DSB49and SCWBuilding Component Sareylnfwmatlan available gain Truss Plate Institute,218 N. Lea Street, Suite 312, Alexandra, VA 22314. 690E Parka lvd. East B East8 Tempe,FL 313610 db Truss Truss Type Oty Ply LT9 WATERSTONE-ST LUCIEC T1687330D 1755748 EN SPECIAL 7 1 Job Reference (optional) Builders Plrsmaurce, Plant uy, I-1.-335157, 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 2412:03:48 2019 Page 1 ID:1930GWBBpX3jR187.Dm7kz57adcmjsJ4jvQZION8Y84yh_g1 ZG1 bgmnKsOtPjYTzNW69 14-0 7-0-0 14-0 7-" Scale =122.6 3x4 Plate Offsets (X Y)— f2:0-2-11 0-0-81 LOADING (it SPACING- 2-0-0 CSI. DEFL. in (lac) Odell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(-L) 0.21 4-7 >405 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 -388 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4SPNo.2 REACTIONS. (Ib/size) 3=167/Mechanica1, 2=336/0.8-0, 4=82/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Gravel 3=200(LC 15), 2=341(LC 15). 4=124(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All fames 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eavem5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other We 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-" 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 gilder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 3=166, 2=179. Joaquin Velez PENoAll Mirek;USA; Inc. FV Cert 6634 i!fU PadayEasl Blvd: Tampa FL 3i011l Date: April 24,2019 AWARMNG-Va(ydeYBnpanrnelma end READ NOTES ON TMSMDINCLUDEDMREKREFERENCEPAGEMII.74"has, f6baR0159EFORE USE ses Design valid far use anly WM MRewsoannectors. This design is based o lyupnn parametere shown, and m for an habitual buJding component, rat ��- a "as system. Before we, Me building designer must sang me applicability of desgnparee meters end property Incorporate M design Into Me owned building design, amass, indicated Is to prevent auditing of Individual Wsa web anWor choN members only. Addition I temporary and permanent bedn, _ MiTek Is alwaysre Wed far stabili med0 D p injury and property damage. For general guidance regarding Me q y pon nand s, andbracing "as systems, Dually criteria, DSB49 andBLsl Building Component fabricator, storage, delivery,ethemTuss bracing ofute,21 anddeeeSlash Als,VA 690,1 East Bbtl. Sui,see 2f Se/eylnlormagon available from Tmaa Plate Institute, 218 N. Lee Street Suite 312 Merantlda, VA 12314. Tampa, FL 36610 R Truss Truss Type Qty Ply LT9 WATERSTONE-ST LUCIEC lIob Ti 6B73301 1755748 ETVP SPECIAL 7 1 LL Job Reference (optional) e ounce, nrstauume, tam City, rL-aabet, 8.240 s Dec 6 2U16 MITek IndusUles, Inc. We Apr 2412:03:482019 Pagel ID3x17Yd6RbYnX016Sf6ghjjz4cnz-wjsJ4jvQZ10NBY84yh_gxYhl aumnKSOtPjYTzN W69 I�. Scale=1:22.6 Plate Offsets (X,Y)— f2:0-6-7 0-0-51 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deff L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) 0.24 4-7 a347 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 rda n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight 31 lb FT=20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Ho¢ 2=308(LC 10) Max Uplift 3=-150(LC 10). 2=-307(LC 10), 4=153(LC 10) Max Gray 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.apsf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except lit -lb) 3=150,2=307,4=153. Joaquin Velez Pun N0.68182 M Tek USArhp• FC CeR 6834 6904 Parke East Blvd.Tampa FL;33610 Dale: April 24,2019 ,AWARMND- Venrydaslgnparame and D NOTES ON INISANDINCLUDEDINTEltREFERENCE PAGEM5-7479rev. 104151015 BEFORE USE Design vales for use only with M,TsW connectors. This Mount is based only upon Penumbra, shown, and Is for an individual building component. rot a true system. Berms we, the bW[dmg designer must vedfy Me eppaoabilily of dwgn parameters, and pmperly lnmryoram this design Into Meomeaa bulldingdersign. Bnd, hdlwtedisropreventbudlingofindMdualWss bendrord,ordmembmonly. Additional mrop mry and pem,anenttrading MiTek' IaelwaY.,Ired(orstabi]ityandloprevetlmflapse W&hp iblopemonehjuryandpmmrtydamaga For general guidance regarding Pe fabricaBo/erylnfonn40on, Memory.awfludblact Tmsad Platel sWtnuesss andboee Btreetems. 312.MexanANWAr ll Quality Cnter4, DS949 and SCSI Building Component 6904 Parke East Blvd. Tempa,FL Mom Job Truss Tuss Type Oty Ply LT9 WATERSTONE-ST LUCIEC T16873302 1755748 H7V SPECIAL 2 1 Job Reference (optional) J ommers nnwuurce, Fier, City, ri--moor, 3x4 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 2412:03:49 2019 scale =122.1 Plate Offsets (X Y)— 12:0-13 Edcel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.34 Hoa(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORO 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Iblsize) 4=141/Mechanical, 2=439/0-8-0, 5=298/Mechanical Max Hors 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Gmv 4=141(LC 1), 2=439(LC 1), 5=300(LC3) FORCES. (lb) -Max. CompJMax.Ten. -All faces 250(I1d) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15@; B=45@; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grit 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 an 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 5 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift at joint(s) except jt=11b) 4=170,2=248,5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb dawn and 521b up at 1-5-12, 67 Ib dawn and 521b up at 1-512, 80 Ito up at 4.3-11, 80 Ib up at 4-3-11, and 50 Ito down and 1741b up at 7-1-10, and 50 Itodawn and 17416 up at 7-1-10 on lop chonl, and 23 Ib up at 1-5-12, 231b up at 1-5-12. 11 Ib down and 7lb up at 4-3-11, 11 Ito dawn and 7lb up at 4-3-11, and 51 Ib dawn at 7-1-10, and 51 Ib dawn 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 Inclease=1.25 Uniform Loads (plf) Vert: 14=-54, 5-8=-20 Joaquin Volaz PE No.68102 b6TeK USA; Inc. FC Can 6634 6944 Parke East Blvd. Tampa FL 31611i' Data; April 24,2019 AWARNING-Vedydasfgnpa ftS -MREAD NOTES ON MSANDINCLUDEDM?ENREFERDME PAGE NIIJnam, 14012015BEFORE USE Deegn valid foruse oNywith K"aW connector,. TMs design Is based only upon paramete. Mown, and of for an individual budding component net �'- a luv system. Beforeuse, Me building deagner must vMy Me applloubsty of design laminators, and pmpedy Inwryomte Mm design into the overall buildegdesem. Bracing hdicated is to prevent budding of lndivlduaiWw weband/ordwm members only.Additional temporary and screamer loading MiTek' Is elan ema,uiredfarambflV and to preventcollipsa with possible minumal slurs and propem, damage. Far general guldne,e regarding Me fabrication, storage delivery, erccdon end bracing of trusses and Was systems, sea AN51/rolf Quality Cdtw/s, DSB-89 and BCSl Building Component Solefylnfwmagan available from Tmv Plate Institute, 21B N. Lee Street Suite 312 Aleundna, VA M314. 6904 Patke East Blvd. Tampa, FL U610 ob as ruas Type Oly Ply LT9 WATERSTONEST LUCIEC T1fi8]3302 1755748 N HPECIAL S 2 1 Jab Reference footianall Builders Rr&tSMMcc, Plant City, FL- 33567. 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 24 12:03:49 2019 Page t ID:1930G W BBpX3jR187ze0m7kz5?ad41 S53f4Lfkh90XjkioTwX2UwRz?VgF?cX9G4wzN W68 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert 11=49(F=24, B=24) 12=36(F=18, 8=18)13=-99(F=-50, B=-50) 14=23(F=11. B=11) 15=-11(F=-5, 13=5)16=-51(F=-25, B=-25) ®WARNING-Vedydaalgnpan W. mWREAD NOTES ON THIS AND INCLUDED MITENREFERENCE PAGE MII-TQerev. IMMOISSEFORE USE Design vatM for use cnlywi h U79M mnnecbra. This design Is based oelyupon pmmetms shown, and m for an Individual building camponmd, not a Me spleen. Befcm uso, Me building designer must vent' to appprabiny of deagnpammeters and pmpedy inmrymate Mis design law Me overall buildingdesign. BrudW Indicated is W prevent buckling of Individual Was web andlor chord members only.Additionaltempo2ryaMpermanentbmGag MiTek' Is ahvap required for stability and M prevent ocllapse WMpossible personal Injury and popady damage. For general guidance regarding Me fabrication, clamge, dellemy, erectim and bracing of trweea and hues systems. Bee ANSUTPI1 Quality Criteria, DSB-S9 and BCSI Building Component 6904 Pa" East Blvd. Saleylnlarmation avalable som Truss Plate Inalituta, 218 N. Lee Street, Suite 312. Mmamdd., VA22314. Tampa, I'L W610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION sj4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-y1s' _. For 4 x 2 orientation, locate plates 0- ",e from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use Tor 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/TPl1: 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. 6-48 I I dimensions shown in scale) (Drawings not to sccalee) BOTTOM CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ]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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek@ All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, IndNidual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 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 purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not out 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 ANSlrrPI 1 Quality Criteria. 1II1 J.imi ca'_I, 1 MAIN'�� Ili ill®:a���lCT�I� all mw' lElm �IEii��6�1�J1� ����7li�ailPll . Eli 2211 l � RIM iili•i�'i��l� ism Mal