Loading...
HomeMy WebLinkAboutTrussopa F D S. ENGINEERING ABBOCIATEB April 27, 2020 Building Department 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com Ref: Adams Homes Lot: Lot 29 Blk 5 Subdivision: Fort Pierce - Waterstone Address: 5344 Vespera St. Model: 1820 B RHG KA # 20-3011 Truss Company: Builders First Source Date of drawings: 4/22/10 Job No.: 2323049 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, RECEIVED JUN 15 2n7o Permitting Departmem St. Lucie Cam - We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review -is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantifies and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may Vary. If you have any questions, please do not hesitate to call. Sincerely, a``S PCl�1oI_ V�Too,. S' No c�•;9� b 86q : u) _ 4/27/2020 Carl A. R FL. # 56126wn, P.E. Luis � R i o .. �� FL # 8 B6rn, P.E. '•...... ��'oi 'L "Doing Business with a Servi rtrfd5lf�and an Eye for Detail" r W-% DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI81 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. . pe. SHEATHING, SIONGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN 'PLACE PRIOR TO INSTALLING TRUSSES REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND BEARING BLOCK REQUIREMENTS SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVITY REACTIONS. ROOF PITCH: M12 CEILING PITCH: W12 TOPCHORDSQ - 2X4 BOTTOMCHORDSUM- 2X4 OVERHANG LENGTH: 16- END CUT: Plumb CANTILEVER: — MUSS SPACING: 2d' BUILDING CODE FBC2017 Hatch Legend . =8'-0" bearing ®10'-O" bearing El Reviewed and Approved ❑ Revise and Resubmit - ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Co3Tections or comments made on equipment Submittals or shop drawings during this review do not relieve eontractor from' compliance with requirements of the drawings end specifications. This check is only for review of general conformance with the concept of the project and generalcomplianm with the information given in the contract doctunents. The contractor is responsible for confining and correlating all quantities end dimensions; selecting fabri On. processes and techniques of constiuction; coordinating his work with that of all other Ira performing his work in a Sale and satisfactory manner IDS ENGINEERING ASSOCIATES Date: 04127/2020 By., Submittal No.; Project No.: 20-3011 Project En&: sTartes Project Name: Adams Homes -Fort Pierce- Waterston Lot 24B1. 5 vwrrumermnauo®ioo roomwvNoamNno+u - - Adams Homes PROJECT: Single Family MODEL: 1820 B ADDRESS:1 -634VESPEtAST - LOT r BLOCK: 295 SUBDIVISION: WATERSTONE CITY: CITY. - FORT PIERCE - DRAWNBY: KSANCX_Q JOB d: 21z3M6 DATE I 002V2020 I SCALE WS PLAN DATE 1 2029 REVISIONS: y - i 3 4. saiucicimotinr This Drmilnl Must Be Approved And nLO"°�'01ON rrna,w Returned Be1om Fabrication Will , aosanucs xaaemvoraavmewarBta � isrnavrr�aumrwa row Belle: For Your Protection Cheek Al OtlP1�'n ^r^'a'^O^a^Vi°0O'� Dimensions And Conditions Prior To APpmea BELO 01W INDICATPlaES SIGNATURE BELOATES ALL. FwstSouroe - ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS NAVE TCLL: 20 PSF TCLL: PSF BEEN ACCEPTED. MOB Read TCDL 07 PSF TCDL 10 10 PSF - City,F 33S Plat City, FLJ30 Dale_ Ph. BCDL: 10 PSF BCDL 6 PSF e(813)306d300 Fos (J13)306-1]01 TOTAL: 37 PSF TOTAL. 66 PSF DURATION: 1.25 DURATION: 1.00 r ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2323049 - LOT 29/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2323049 Model: 1820 ampa, FL 33610-4115 Lot/Block: 29/5 Subdivision: Waterstone-St Lucie County Address: 5344 Vespera St., . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 31 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 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 T20032181 A01 4/22/20 15 T20032195 B04 4/22/20 FECEPIED 2 T20032182 A02 4/22/20 16 T20032196 B05 4/22/20 gp1.0 3 T20032183 A03 4/22/20 17 T20032197 Cl 4/22120 5 JV� 4 T20032184 A04 4/22/20 18 T20032198 C1P 4/22/20 4 22/20 19 00 C3V 4/22/20 22/20 rtment oeppu 6 T20032186 A06 20 T2003220 permitting tY 7 T20032187 A07 4/22/20 21 T20032201 C3V 4/22120 St. Lu 8 T20032188 A08 4/22/20 22 T20032202 C5 4/22/20 9 T20032189 A09 4/22/20 23 T20032203 C5V 4/22/20 10 T20032190 A10 4/22/20 24 T20032204 D02 4/22/20 11 T20032191 All 4/22/20 25 T20032205 E3 4/22/20 12 T20032192 Al2 4/22/20 26 T20032206 E7 4/22/20 13 T20032193 B02 4/22120 27 T20032207 E7V 4/22120 14 T20032194 B03 4/22/20 28 T20032208 E7VP 4/22/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using aDigital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 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 ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIrrPI 1, Chapter 2. No, 68.1'82' �7 :STATE OF April 22,2020 Velez, Joaquin 1 of2 IMM MiTek' RE: 2323049 - LOT 29/5 WATERSTONE MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 336104115 Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2323049 Model: 1820 B Lot/Block: 29/5 Subdivision: Waterstone-St Lucie County Address: 5344 Vespera St., . City: Fort Pierce State: FL No. Seal# Truss Name Date 29 T20032209 H3 4/22/20 30 T20032210 H7 4/22/20 31 T20032211 H7V 4122/20 2 of 2 T20032181 5x6 = 6.00 12 5 22 5x6 i 4 2x4 3 1.5x8 STP = 21 4 2 13 12 25 26 11 0 1 6z12 Mr20H5 - 4x6 = 3x4 = 3,4 = 4xlO W20HS � 3.00 12 23 5z8 C 6 2x4 1 f0 6xl2Mr20HS = I 8.8-0 ? 17.6A 22-1-1 31-0-0 39-8.0 AA-0 A.1n.A d-Ad5 NO.R Y.0.0 Scale=1:71.8 1.5x8 STP = 24 8 9 Im [¢ a 410 MT20H5 Plate Offsets (X,Y)- [2:0-0-14,Edge1, [4:0-0-0,0-3-0]. [6:0-4-0.03-0], [8:0-0-14,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ved(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hom(CT) 0.56 8 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 197 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 *Except* 2-14.8-10: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hom 2=433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Gmv 2=1540(LC 1), 8=1540(LC 1) BRACING - TOP CHORD Stmctual wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-1-0 on bracing. WEBS 1 Row at midpt 6-11.4-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=5015/2708, 34=-4724/2545, 45=-2447/1526, 5-6=-244711526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40ft eave=5ft; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extomor(2) -14-0 to 2-7-10, Intenor(1) 2-7-10 to 15-108. Extedor(2) 15-10-6 to 23-9-10, Intedor(1) 23-9-10 to 37-0-6, Exterior(2) 37-0.6 to 41-0-0 zone;C.0 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 nonconcument 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 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearing at joint(s) 2, 8 considers parallel to green value using ANSIrnal 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 100111 uplift at joints) except (jt=lb) 2=797, 8=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic. copies. Joaquin Vella PE Nn68182. %'Tek USA, Inc. FL Cott 6634 UK Parke East Blvd Tampa FL 7$11t0: Date: April 22,2020 ,&WARNING-Venrydsalgn parannroraandREAD NOTES ON This AND INCLUDED d XREFERENCE PAGE 11IIJ473mv. 1=1201588FORE USE Design valid for use only WirtMiTexO cnwedars. This dei Is based only upon parameters, shown, and is far an Individual building component, not ��' a boas system. Before use, the building designer must verify Me applicability of design parameters and property Inamorata Mrs design Into Connect building design. Bracing Indicated is to prerenlburlJNg of NdNldualouaswsbandforchal members only. Additional temporary and pemmsnanlbradr, MiTek' always pateinalfar stability and to prevenlwllapse won possible personal Injury and propertydamage. Forgencmlguidremser erdi,g Ne fab4ortlon,storage, ddNery, erection and bracing oftmsses and buss systems, see ANSUTPH Quality Critwb, DSB49 and BCSI BWIdIng Component 6904 Padce East Blvd. Saferylnform radon avallablefrom Tons Plate Income, 218 N. Lee street, sidle 312, Alssance , VA 22314. Tampa, FL M610 Job Truss Truss Type Oty Ply LOT 2915 WATERSTONE T20032182 2323049 A02 SPECIAL 2 1 Job Reference (op['ona0 Dunuers nrswuyicc lna,n,dw, rl.I. rmn,.,.ny,--oaoot. 1.5x8 S(% L .I � 2 0 1 6.00 12 Sx8 i 24 4 2,4 3 16 6.12 MT20HS = Salt = Sx6 = 5 6 m4U mi I ex mmlAnes, Inc. "Do Hpr zZ Ur:4J:4b 2UZU Pagel )X3jR187.Om7kz5?ad-yOv_P811gv LdlDBKIvjBfv7M1EYsHjkPCPheXzOE5x 25 Sx8 C 7 Scale=1:73.9 2,4 8 5x8 STP�Z = = 26 15 14 13 12 11 910 1? 9 3x6 = 3x4 = 3x4 = 6x12 W20HS = lyQ 3x4 = 5x8 ss 3.00 12 5x8 a 8-&0 15-]-7 19-10-0 I 24-0-9 31-1 39-e-0 RAJ1 fi-11-] A-11-] Plate Offsets (X,Y)- 12:0-2-7,Edge], [4:0-4-0,0-0-01, [5:0-4-0,0-2-81, [6:0-0-0,0-2-81. f7:0-",O-3-01, [9:0-2-7,Edge] LOADING (psf) SPACING- 2-" CST. DEFL. in (too) Well 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 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress lncr YES WB 0.75 Hom(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 218111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. BOTCHORD 2x4 SP No.2*Except* 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. (size) 2=0-M, 94-8-0 Max Ho¢ 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Gray 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Man. Ten. -All tomes 250(lb) or less except when shown. TOP CHORD 2-3=-4905/2771,3-4=-4621/2604,4-5=-2726/1736,5-6=-1932/1427, 6-7=-2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11 -1 2=-1 51013090, 9-11=-2318/4431 WEBS 3-16=282/293, 4-16=-739/1735, 4-15=-1216/789, 5-15=569/1133, 5-13=269/321, 6-13=-265/321,6-12=-57111066, 7-12=-11381789, 7-11= 740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) vestal 24mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2)-14-0 to 27-10, Intenor(1) 2-7-10 to 15-05, Exterior(2)15-0-6 This item has been to 24-7-10, Interior(1) 24-7-10 to 37-0$ Exterior(2) 37-05 to 41-M zone;C-C for members and forces S, MWFRS forreactions electronically signed and shown; LumberDOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Provide adequate drainage to prevent water pond ing. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) -This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fit between the bottom chard and any other members. signed and Sealed and the 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100111 uplift atjoint(s) except (jt=11t) on any -electronic copies. 2=797 9=797 Joaquin VelezAE No.68182 WTek USA; Inc. FL Cliff 6634 6904 Parke East Blvd. Tampa FL:338fd Data: April 22,2020 ®WARN/NG- pertly deslgnparamatoneMREAD NOTES ON rhISAND INCLUDED IS EKREFERENCEPAGEM1l-04Ta rev. lddL3015 BEFORE USE ' Desgn valid for use only with Mmek® come tem. This design is based only upon parameters sham. and 6 for an individual building component net e boas syalem. Before, the building dragn p and inwryotate D,b dealgn mmOvedfy Me opal In ourl tram Bforstandicand isbprevent preventLeadingtuna web dmMmy d pelmenenibrad,g only.andans Additionalar arnartlers lndlvile MiTek' prevent llapse Wof bdways,sonagloredbllity dernae.Frgeieral gempaleryend is envoys nedulued perssawe jur,an DloPertydamage. general Moran,Me Ns, rearoandLonsoewises,andepereonal sea Quality CNter1a, 08a-69 and SCSI Building Component DSB89 fabbaadun,etarage, ddivmyla bracNn o(ute,21 eteetans,sea ANSUA 6904Paike ZDueltry N.L. Salery/nlwmatlon available frem Tmsa Plate Institute, 218 N. Lea Street Buita 312. Alexandra. VA 32316. firs .ruse U61Bdd. Tampa, FL 36610 Type T20032183 1.5x85TP = 1 4x1OMT20HS % 3.00 12 6.00 12 5x6 — 5x8 = 5 6 56 i 23 2y 56 4 7 15 14 13 2612 11 Dam W20HS = 3x8 = 3x6 = 3x4 = 6.12 W20HS = 2xd 8 Scale=1:73.7 1.5x8 SIP = 25 4 910 I 9 0 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.60 11-12 s789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 VerdCT)-0.9811-12 o485 180 MT20HS 187/143 SCLL 0.0 Rep Stress Incr YES WB 0.96 Hom(CT) 0.66 9 n/a Na BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purling. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling dinii applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 *Except' WEBS 1 Row at midpt 4-14; 6-14 13-15,11-13:2x4 SP NOA WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=-0-8-0 Max Holz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5-6=-2198/1600, 6-7=-250911689, 7-8=-462312731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-158813237, 12-14=-968/2197, 11-12=1588/3060, 9-11=-2454/4450 WEBS 3-15=-3071324, 4-15=-783/1792, 4-14=-1241/791, 5-14=-415/824, 6-14=-251/253, 6-12=-4151915, 7-12=-11681791, 7-11=-783/1646, 8-11=-319/324 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=4.2psL BCDL=5.Opst h=1511; B=45ft; L=40ft; eave=5ft; Cat. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, 1dterior(1) 2-7-10 to 13.0-6, Extedor(2) 13-0-6 to 26-7-10,Interior(i)26-7-10 to 37-0-6, Extedor(2)37-0.6 to 41-0-0 zone;C-C for members and tones& MWFRS for reactions electronically signed and shown; Lumber DOL=1.60 plate grip DOL=1.60 Sealed by Velez, Joaquin, PE 3) Provide adequate drainage to prevent water pending. using a Digital Signature. 4) All plates are MT20 plates unless othenvise indicated. Printed copies Of this 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) -This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide document are not considered will fit between the bottom chord and any other members, with BCDL= 10.0psf. signed and Sealed and the 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify signature must be verified Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to hearing plate Capable of withstanding 100lb uplift atjoinl(s) except (jl=1b) on any electronic copies. Joaquin VolezPE No.68182. 2=797; 9=797. III ek:USA, ln.. FL CeR 6634 6904 Parks East Shift Tampa FL 35810 Date: April 22,2020 ®WARNING-Verlydesrgnperm(ersaMREAD NOTES ONTNISANDINCLUDED MTEKREFERENCE PAGE MF7Qlrev.1"=015BEFORE USE assis �� Design valid far use only wan Meek® overshoes. This design Is based only upon premature shoran, and is for an individual building ompanent rot a trussth system. Before use, e building designer must verity Me apphsabiliy of design parameters parameters and properly insouciant,this resign into Me wera0 buildingdeagn. BmdngindlcatedlsbpreventbuddingoflndwidualWsswebanNoraoMmembamonly. AddiEanaltempomryandpermanembrodsg MiTek' is always required for stability and to peammollapsrvnM possible personal ayury and properly damage. Forgesearaiguidamseregardingthe fabncaron.storage, coilsry, erection and brecingoftruasesand trusa, ssystemsee ANSI/TPH Quality CNleela,DSB-89 end BCSl Building Compg oead seat ranks East Shad.SafetyinlowmaBon available from Trey Plans Mature, 218 N. Lea Street, Suite 312, Alexandria, VA 22311 Tempe FL W610 Job Truss Truss Type City Ply LOT 2115 WATERSTONE T20032784 2323049 004 SPECIAL 2 1 Job Reference (optional) Builders FrslScurce (Plant City, FL), Plant City, FL-33567, �1 6.00 12 5x6 = 8.240 s Mar 9 2020 MiTek Intimates, Inc. Wed Apr 22 07:44:27 2020 U4= ao - 25 6 26 7 5x8 1\ 5x8 3.00 12 5x8 5x8 8-0-0 15-0-0 24-6-0 31-0-0 39-0-0 8-8-0 6-0-0 '481 M:2 Scale =1:73.4 Plate Offsets(X,Y)- 12:0-2-3,Edge1.12:0-2-7Edge7 j4:0-3-00-3-07 (5:0-3-00-2-07 p:0-3-00-2-07 f8:0--00-3-01 f10:0-2-7Edgel n0:o-2-3Edae7 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Mar Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 2441190 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 Inor YES WB 0.47 Hom(CT) 0.56 10 n/a n1a BCDL 10.0 Code FBC2017rTP12014 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. (size) 2=0-8-0, 10=0-8-0 Max Hom 2=-335(LC 8) Max Uplift 2=-797(LC 10). 10=797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc Turing. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 1Row at midpt 4-15,8-13 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-249B/1782, 7-8=-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, 8-13=-1538/1009, 8-12=598/1238,6-15=-339/196,6-13=-339/196 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps( BCDL=5.Opsh h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-4-0 to 2-7-10, Interepl) 2-7-10 to 11-0-6, Exterior(2)11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8-6. Exlenor(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-0, Extenor(2) 37-M to 41-M zone;C-C for members and forces & MWFRS forreactions 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 fora 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 chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jl=1b) 2=797,10=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic, copies. Joaquin VeleiPE No.68182 MiTek USA,Irlc Fl-Cvl 88P4Par1u East Blvd.Tampa.FL33878 Date: April 22,2020 ® WARNING- VenfydeslgnpammeterserMREAD NOTES ON THISAND INCLUDED Mn REFERENCEPAGEMX7479,ee.nNIL2015BEFORE USE Design valid for useoNywiN MTekSi comecbrs. This design is based only upon parameters shovm, and Is for an individual building component, not truss system. Berman use, the building designer must verify Me appOwbiGty of design parameters and properly incorporate this design into die Miami[ buildingdecign. among indicated is to prevent buckling of individual hula web smaller chord members only Additional temporary and permanent Manor, MiTek' Is always required 6relabJiryand b prevent wilapse with possible personal injury and pmperty damage. For general guidance regarding die fabrication, storage, delivery, erection and bracing of Musses and truss systems, see ANSUTPII quality Crfterla, 0.5E49 and SCSI Building Component 6904 Parke East Blvd. Safebilnrmmation available from Taxes Plata Institute,218 N. Lee Street, Suite 312. Alexandre, VA M314. Tampa,R M610 Job Truss Truss Type Oty Ply LOT 29/5 WATERSTONE T20032185 2323049 A05 SPECIAL 1 1 Job Reference (optional) eulmers rlrstsource Imam uy, rL), t-lanlulry, rL-000dq 6.00 12 Sx6 i 22 3 15x8 STP = 21 4 a? 2 I•T.iYLFrYA6i6-IB 6.24U s mar B GUZU 10I1 as IndUSmes. Inc. Wed Apr 2207:44:4112020 5x8 = 3x4 = 5x8 = 4 23 24 5 25 266 27 5x6 7 13 12 11 10 3x4 = 4x6 = 3.4 = 6xl2 W20MS = Style=1:73.4 oa 28 1.5xB STP = 19 89 m 9 0 5x8: 3.00 12 5x8 8-&0 15-]-5 24-0-11 31-0-0-no Plate Offsets (X,Y)— 12:0-2-7,Edgel, 13:0-M,0-3-01, 14:0-5-0.0-2-01, 16:0-5-0,0-2-01, 17:0J$0-3-01, f8:0-2-7,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grp 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 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.80 Hom(CT) 0.59 8 n/a me BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 190 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 31 -Except' TOP CHORD Structural wood sheathing directly applied, 4.6: 2x4 SP No.2, 1-3,7-9: 2x4 SP NoA BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. 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. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=.797(LC 10) Max Greer 2=1540(LC 1), 8=1540(LC 1) FORCES. lb)- Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=.4919/3081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=2601/4556, 13-14=-1468/2821, 11-03=-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=41334/1815, 7-10=-378/405 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft( L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exteror(2) 9-0-6 to This item has been 16-11-10, Intedor(1)16-11-1010 22-8-6, Exterior(2) 22-M to 30-7-10, Interior(1) 30-7-10 to 37-0-0, Exteror(2) 37-0-610 41-0.0 electronically signed and zdne;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Provide adequate drainage to prevent water ponding. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies of this 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 7) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 100 lb uplift atjoint(s) except (jt=lb) on any electronic copies. 2_ 797, 8-797. Jeaqum Velaz'PE N0.68182 FCCerl6634 ;ALTekUSA,Inc: 8804 ParM9 East Blvd. Tampa FL3381A' pate: April 22,2020 ®WARNING-Venrydssignr etersar READNOTESONTNISANDINCLUDEDMITEKREPERENCEPAGEM,.UQ mv.1a/DY10r5BE REUSE Dee, valid for use anlywM Mirek® mnnectom. This design is based only upon parameters shown, and interim individual building mmpanent, not �' a truss system. Before use, the building designer must sadly Me applicabWty of design parameters and properly Inmryomte this design into the overall buildingdesign. Bracing irritated is to prawn(bndifingofindividualover web andlorchorEmembers only Addiionaltemporaryand permanen(bracing MiTek' I. always required W irtabdityrod to presentmgapse witb possible personal injury and property damage. For general guidance regarding the fgansaion,storage, delivery, erection and bracing of trustee lives systems, see AMWPH Quality Criteria,DS&89 and Bcar Building Component 6904 Pane East Blvd. Safelyln/omallun tradable from Tmu Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA =314. Tampa, FL 36610 Job Truss Truss Type Oty Ply LOT 2911WATERSTONE T20032186 2323049 A06 SPECIAL 1 1 Jab Reference (optional) cancers rlrstsource trlanoIlry, rL1, cam Illy, 11-5aao1, o.n4u s mar a mzo ml I ex Inausmes, roc. soon Apr zz ur4o:u1 zuzu Smote=1:72.0 sx6 — 2x4 h sob = 5x6 = 4 24 25 5 6 26 27 7 6.00 12 2x4 — 23 28 2x4 - d 3 8 1.5x8 STP = 22 29 — 15LSx83TP 2 14 13112 11 4 c ax14 MT20HS = 5x8 =5x8 = = 910 8xl4 MT20HS = I{ w 5x8 = 5x8 3uo 12 8-8-0 1Not till 22-9-5 31-0-0 39-8-0 Plate Offsets (X,Y)— [2:0-2-7,Edgel, [4:0-M,0-2-01, f6:0-3-0,03-01, [7:0-3-8,0-2A, [9:0-2-7,Edgel, [11:0-7-0,0-3-91, [15:0-7-0,0-3-91 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in ([cc) PdeO Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ved(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL TO Lumber DOL 1.25 BC 0.68 Vert(CT) -1.0314-15 s464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Hom(CT) 0.58 9 rda n/a BCDL 10.0 Code FBC20177TP12014 Matnx-MSH Weight: 209 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Nc.1 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 cc bracing. BOT CHORD 2x4 SP M 31 *Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-797(LC 10). 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-4608/2864, 4-5=-4142f2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=4608/2863, 8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=550/1116,5-14=-321/319, 6-12=-381/321, 7-12=550/1117,7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced 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. This item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -14.0 to 2.7-10, Interior(l) 2-7-10 to 7-0-6, Fxtenor(2) 7-05 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Extenor(2) 24-8-610 32-7-10, latenor(l) 32.7-10 to 37-0-6, Exte6or(2) 37-0-0to 41-0-0 electronically signed and zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Provide adequate drainage to prevent water pending. using a �1911a1 Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 5) This truss has been designed fora 10.0 psf bottom chord live load nenconcurrent with any other live loads. 6)'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 document are not considered will fit between the bottom Chord and any other members. Signed and sealed and the 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify signature must be verified Capacity of bearing surface. on any electronic copies. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift atjoint(s) except (jt=lb) Joaquin Velez,PENo.68182. 2=797 9=797 kBTeR USA; fne RCeM1 8634 6904 Parke East Blvd. Tampa FL;3;810i D_a_ta_: April 22,2020 ®WARNING-Vallydesrgoparanrerersand R61G NOTES ON MIS ANOINCLUOEOMREXREFERENCE PAGE W1.7473rev. 1053,201560FGREUSE valid for use oNy WM MifeW connedam. This design is based only upon parameters chmar, and a for an Individual bW ding wmponent, not s` Nil' a Wes system. Before use, the building designer must verify the applmabiGty of design parameters and property Inmmomte this design into Me cosmic butldingdesign.Bmdrg indicated is to prevent budding ofindividualWss web and/or shod members only. Additional temporary and permanentbradng MiTek' a assays required for stability and to prevent collapse Wth µamble personal injury and property damage. For general guidance regarding Me fabdwfioq aromge,delivery, ereNon antl bracing cf Wsaea end truss systems, sae ANS111741 Quality Crflada, DSB49 and SCSI Building Component 6904 Palle East Blvd. Saretylnformadon available tram Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa. FL W610 Job Truss Truss Type Qty Ply LOT 29/5 WATERSTONE T20032187 2323D49 A07 SPECIAL IQ1 Job Reference (optional) Builders Frssource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MTek Industries, Inc. Wed Apr 22 07:45:09 2020 Page 1 10:1930G WBBpX3jRI87zeOm7kz57ad-OMQMgW1 pH PLa4n38hEUB29rB6Vf2oroyVdOa2EzOE4e 1M1 46-5 9-0-0 15-10-6 23-M 30E-0 36-1-11 39-8-0 1-0-0 -0-0 4-65 4$11 6-10-8 7-10-15 6-10.8 :51.11 46-5 -0-0 5x6 = 3x4 = S 8 = Sx6 = 6.00 12 4 27 2829 5 6 3031 32 7 3x4 i 3x4 1.5x8 STP = 326 833 • 25 2 17 16 15 14 13 12 511 18 gold = 3x4 = U6 = 5x6 = Sx6 = 11 2x4 II 3x4 = 2x4 II Scale=1:]2.0 34 Im 1.5x8 STP = 9 10 Io Us = 3.00 12 U6 c 4-05 8-8-0 12_11 12i- 26-00 31 345.-11--1111 348-8-05 d-6-5 4 1 40,Il ]1-0 -0 -0-0-0 { Plate Offsets KY)— f2:0-0-10,Edgel, 14:0-0-0,0-2-01, (6:0-4-0,0-3-01, 17:0-0-0,0-2-01, (9:0-0-10,Edge1 LOADING (pso SPACING. 2-0-0 CSI. DEFL. in (too) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ved(CT) 0.1715-16 >942 180 BCLL 0.0 ' Rep Stress her NO WB 0.59 Hoa(CT) 0.03 9 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 1871In FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purins. 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 0-8-0 except (jl=length) 16=0-4-0, 13=0-4-0. (Ib) - Max Horz 2=212(LC 9) Max Uplift All uplift 10016 or less aljoint(s) except 2=-288(LC 10). 9=-302(LC 10), 16=-686(LC 10). 13=-715(LC 10) - Max Grdv All reactions 250 lb or less atjoint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=11B5(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121,4-5=-318/669, 5-6=-581 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=-351/945, 9-11=-346/937 WEBS 3-17=599/493, 4-17=50/419, 4-16=-986/605, 5-16=-792/733, 5-15=520/206, 6-15=-489/297, 7-12=-70/391, 8-12=-588/485, 6-13=-773f717, 7-13=997/675 NOTES- 1) unbalanced mof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft;eave=5ft; Cat. II; Exp C; Encl., GCpi=0.l 8; M WFRS (directional) and C-C Extenor(2) -1-4-0 to 2-7-10, Interiodl) 2-7-10 to 5-0-6, Exterior(2) 5.0-6 to 12-11-10, Intedor(1) 12-11-10 to 26-85, Exterior(2) 26-85 to 34-7-10, Interior(i) 34-7-10 to 37-0-6, Extedor(2) 37-0-6to 41-0-0 This item has been zone;C-C for members and tomes 8 MWFRS for Radians shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. electronically Signed and 4) This tress has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. Sealed by Velez, Joaquin, PE 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide using a Digital Signature. will fit between the bottom chard and any Other members. Printed copies of this 6) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. document are not considered 7) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 2881b uplift at joint 2, 302lb uplift at signed and sealed and the joint 9, 6861b uplift at joint 16 and 715 lb uplift at joint 13. signature must be Verified 8) Load cases) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that electronic on an electronic co c pies. they are correct for the intended use Of this truss. Joaquin N6.686634.. 9) In the LOAD CASE(S) section, loads applied to the face of the tress are noted as front (F) or back (B). 6LTek USA, Inc. Ft: Cirt . LOAD CASE(S) Standard Except: 6804 Parks East S14d. Tampa FL 73610• Date: April 22,2020 AWARNING - idi deslgn Parameters aM READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MId473 may. 14,03 15 BEFORE USE Design valid for use only with Wei connectors. This design is based only upon parameters them. and u for an individual building component, net a buss system. Before use, the emitting designer must vedfyths appGrabiher of design parameters end property incorporate this design Into the overall imidingdodga. Bracing indicated is to prevent budding of individual Was web andror Nord members only. Additional temporary and permanentbradrg MiTek' is always required for sublli"rid M prevent collapse w% possible personal injury and pmpertydamage. Fergenemlguidanceregardingthe fabrication, sbmge.delivery, mission and bracing ofpaesse and pass systems, see ANSWP/f Quality CriWia,DSBd9and BC lI ilding Component 6904 Parke East Blvd. Safefylnfmmadon available from Trans Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, R M610 T20032187 LOAD CASE(S) Standard Except: 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (fill) Vert: 1-4=-54,4-7=-54,7-10=-54, 17-19=-20, 12-17=-20, 12-22=-20 4) Dead +0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=116, 2-25=70. 25-26=47, 4-26=70, 4-28=64, 2831=53, 7-31=64, 7-33=70, 3334=47, 934=70, 9-10=1 16,17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-125,2-25=-78, 25-26=-56,4-26=-78, 7-33=78, 33-34=56, 9-34=78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internet) Case t Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-4=41, 4-7=36, 7-9=-41, 9-10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=20, 12-22=20 Horz: 1-2=-17, 2-4=27, 7-9=27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fall) Vert: 1-2=42, 24=13, 4-29=45, 29-32=26, 732=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=10. 13-16=20(F=30), 12-13=-10, 12-22=-10 Ham: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert :1-2=21,2-4=31,4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42,17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=40, 12-22=-10 Horz: 1-2=-29, 2-4=39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (DID Vert: 1-2=-26, 24=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=20 Ham: 1-2=12, 24=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=15, 24=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=20 Ham: 1-2=-29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pas. Internal) 1 at Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 24=45,4-7=45, 7-9=45,9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 24=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=45, 2-4=16, 4-7=16, 7-9=16,9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=53, 24=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=5, 24=-16, 4-7=16, 7-9=-16, 9-1 O=5, 17-19=-20, 16-17=-20, 13-16=1 O(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 24=2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pil) Vert: 1-2=5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5,17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Ham: 1-2=-9, 24=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=53, 24=E1, 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 Ham: 1-2=9, 24=17, 7-9=14, 9-10=22 16) 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, 24=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 Ham: 1-2=-22, 24=-14, 7-9=-17, 9-10=9 17) Dead +0.75 Roof Live (ball+0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pil) Vert: 1-2=37, 24=-45, 4-7=45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=37, 24=45, 4-7=45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Ham: 1-2=-7, 24=1, 7-9=-1, 9-10=7 ,&WARNING- VMrxdasllsarametersand READ NOTES ON TNISAND INCLUDED MITEKREFERENCE PAGE MII-7473no, 1040=01510EFORE USE Design valid far use only Win MTeing) mnnecfara. This design is based only upon parameters shown, and is for an individual building mmponenL not a Vusa syetem. Before use, to building designermuat verify me apptirahilityd design parameters and property inwNorate this design into Ibepvemll buildingdesign. BradngindkatedishpreventbuddingofindiAdualWuwbandlorchodmembemonly.. Additional temporary and permanenthmaing M!Tek' Is aAvays required far stability and b prevent collapse with passible personal injury and pmpedy damage. For general guidance regarding Me fabriwtian. storage, dellvery,e mean and brocingofhuesss and hose systems, sea ANSWWf Qualify Cnterin,DSB-99 and SCSI Building Component 691$ peeks East Blvd. Se earin7orma6an available fiom Tmas Plate lnaNW e, 218 N. Lee Street, Suite 312, Nexandda, VA 22314. Tampa. FL W610 Job r Truss Truss Type or, Ply L0T 29/S WATERSTONE T20032188 2323049 A08 SPECIAL 1 1 Job Reference (optional)' ai rrmraaurce tram"ny, ry, ream 11ry, rL-moor, ts,ua mar s zu2u Mu ex Industries, Inc. wed Apr 22 07:45:21 2020 Pagel Scale = 1:72.0 5x6 = Us = 2x4 II Sad = Sx12 = 6.00 12 3x6 = = 3 24 25 4 2627 28 5 29 30 6 31 7 32 8,34 35 g5x6 6TP =1Sx8STP lit =12 ;"' 36 37 38 39 40 15 14 41 42 43 44 45 46 12 10 Sx8 = 11 I `✓x12 — oln 6x8 cc 3x6 = 6x8 cc 3x8 = 3.6 3.00 12 3x6 12-3-1 12-,6-0 n-N-4c 19-10-0 26-2-0 26�35 32F-8 39-0-0 Inc Plate Offsets (X,Y)— [2:0-0-10,Edge], [3:0-3-0,0-2-0], ]4:0.3-8,0-1-8], [7:0-3-0,0-3-0], [8:0-3-8,0-2-8], [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-3-8,0-3-0], [16:0-3-8030] [17:0-5-40-0-8] LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) 0deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.2714-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matdx-MSH Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepV TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 7-9: 2x4 SP No.1 BOTCHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOTCHORD 2x4 SP No.2 WEBS 1Row 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. (lb)- Max Ho¢ 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=.356(LC 8), 10=-029(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Gmv All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb)-Max.Comp./Max. Ten. -All fames 250(lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=856/1302, 7-8=-866/1022, 8-9=-1360/708, 9-10=-1598/729 BOTCHORD 2-17=-263/1089, 16-17=-9237751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-131 V939, 5-16=-1398/1438, 5-14=-002/680, 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; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=1511; 13=4511; L=40ft; eave=5ft; Cat. This Item has been II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water pending. sealed by Velez, Joaquin, PE 4) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. ' Using a Digital Signature. 5) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Printed this will fit between the bottom chord and any other members. Copies Of 6) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify document are not considered capacity of beading surface. signed and sealed and the 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstand Ing 356lb uplift at joint 2, 429lb uplift at signature must be verified joint 10, 1695 lb uplift at joint 16 and 185916 uplift at joint 13. on any electronic Copies. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to venfy that they Joaquin VeH aPE No.66182 are correct for the intended use of this truss. mTlik USA, Inc. FLCent 8634 6904 ParReEast ElYd. Tampa 01L:898t8 Date: April 22.2020 AWINNING -Verity oases. parameters and READ NOTES ON MIS AND INCLUDED tfr REFERENCE PAGE 5VA7473 rev. 1Y212015 BEPoRE USE saaae Design valid far use only arm MTe4® wrmecbns. This design Is based ody upon parameters shown, and is for an individual building camponent not ��- a truss system. Before use, Me building designer must verify Me applicablliry of design parameters and properly inmpth mmte the design into e astray buildldgdecign. Bracing indicated Is to prerent bucIding ofindividual mass web andma Mort members only. Addidonal temporary and permanent bracing MiTek' is al required far stabillly and to preventwllapsevnth possible personal injury and property damage. Fcrgeneral guidance regarding the falmomon,storage. deliveryenneon and bracing ofaussee and truss systems,see ANSWP/1 closely entered, DS849 and BCS1 Building component 6904 Parka East Blvd. Safayin/ athon anilable son Truss Plate Institute. 218 N.Lee Strest Suite 312, Alexandra, VA 22314. Tampa, FL M610 Job a Truss Truss Type City Ply LOT 2111 WATERSTONE T20032188 2323049 A08 SPECIAL 1 1 Job Reference (oDtionap eullcers Flrstsoufce(Plant Glry, FL), Plant ury, 1-1--33btif, 8.2405 Mar 920201ATek Industries, Inc. Wed Apr 2207:45:212020 Paget 10:193QG W BBpX3jR187zeOm7kz5?ad-gf8vLdBLT5stWd_ROI6?XhLFNKfccC7jGUwDUXzOE4S NOTES- 9) Hangel(s) 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 dawn and 197111 up at 9-0-12, 111 Ib down and 197 lb up at 11-0-12, 111111 dawn and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 He down and 197 111 up at 17-0-12, 111 Ib down and 197111 up at 19-0-12, 111 lb down and 197 lb up at 20-7-4, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 lb up at 26-7-4, 111 Ib down and 197 111 up at 28-7-4, and 111111 down and 197 lb up at 30-7.4, and 1751b down and 356 lb up at 32-M on tap chard, and 353 IS down and 128lb up at 7-1-8, 92Ib down at 9-0-12, 92Ib down at 11-0-12, 92Ib down at 13-0-12, 92Ib down at 15-0-12, 92Ib down at 17-0-12, 92Ib down at 19-0-12, 92111 down at 20-7-4, 92Ib down at 22-7-4, 92Ib down at 24-7-4, 92Ib tlown at 26-7-4, 92Ib down at 28-7A, and 92Ib down at 30-7-4, and 353 Ib dawn and 128 Ib up at 32-6-8 on bottom chord. The desigrJselection of such connection device(s)_is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=20, 12-17=20, 12-21=-20 Concentrated Loads (lb) Vert: 3=175(B) 7=411(13) 9=-175(B) 17-330(B)15=46(B) 12=330(B) 24=-111(B) 25=-111(B) 26=411(B) 28=-111(B) 29=-111(B) 30=-111(B) 31=-111(B) 32=-111(B)33=-111(B)34=-111(B)35=-111(B)36=46(B)37=-06(B)38=-46(B)39=-46(B)40=-46(8)41=46(8)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 (pit) 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 Horz: 1-2=-50, 23=-22, 9-10=39, 10-11=29 Concentrated Loads (lb) Vert: 3=130(B)7=156(B)9=257(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=156(B)34=156(B)35=165(B)36=-23(B)37=-23(B) 38=-23(B)39=-23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(8)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 (pit) Vert: 1-2=21, 2-3=31, 3-25=1 6, 8-25=26, 8-9=45, 9-1 0=1 3. 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10. 12-21=-10 Hoa: 1-2=-29, 2-3=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(B)17=108(B)15=-23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B)32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=23(13) 37=-23(B) 38=-23(B) 39=-23(B) 40=23(B) 41=23(13) 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 (plf) Vert: 1-2=26, 23=-36, 3-9=-l6. 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hom: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=13(B) 43=-13(B) 44=13(B) 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 (plf) Vert: 1-2=1 5, 2-3=5, 3-9=-1 6, 9-1 0=-36, 10-11=26, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-29, 23=19, 9-10=-22, 10-11=-12 , Concentrated Loads (lb) Vert :3=54(B)7=197(B)9=356(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36=13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=13(B)45=-13(B)46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 23=45, 3-9=45, 9-10=45, 10-1 1=74,17-18=10, 16-17=10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=-82,2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B)7=136(B)9=214(B)17=108(B)15=-23(B)12=108(B)24=136(B)25=136(B)26=136(B)28=136(B)29=136(B) 30=136(B)31=136(B)32=136(B)33=136(B)34=136(B)35=136(B)36=23(e)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(13) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pll) Vert: 1-2=45,2-3=16, 3-9=1 6, 9-10=16, 10-1 1=45,17-18=10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz: 1-2=53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) Vert: 3=1 16(B) 7=1 65(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=1 65(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(13)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. Intemal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2-5, 23=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=5, 23=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 23=2, 9-10=-2, 10-11=9 ® WARNING - Wally design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE IMP7479 raw. IWO.V2015 SEPoRE USE Design valid for use only Wre MTeM connectors. This design is based onlyupon parameters shown, and is far an indiwid ual building component cat Nil' � a base station. Before use, Pe building designer must was"e applicability of design parameters and property lnwrpom Pis design into Pe overall bnildmgdWign. Burcing indicated Is to prevent buckling of individual trace web andior afraid members cult, Additional temporary and permanentbraurg MiTek' is always re9uiredfar stebityand to prevent collapse vdP possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of basset and bass systems, see ANSUTPII Oualin, Cdtede, DS949 end SCSI Saiddin9 Component 69M Parse East Blvd. Salewlnlwma6on available farm Tmss Plate Institute, 218 N. Lee Street, Suite 312, Aleeandna, VA 22314. Tampa. R W610 Job a Truss Truss Type City Ply LOT 29/5 WATERSTONE T20032188 2323049 A08 SPECIAL 1 i Job Reference (optional) Builders Flrst5owee (Plant City, FL), Plant City, FL-33567, 8.240 a Mar 92020 MiTek Industries, Inc. Wed Apr 2207A5:21 2020 Page 3 ID:193QGWBBpX3jRI87zeOm7kz5?ad-gf8vLdBLT5stWtl ROI6?XhLFNKf=C7jGUwDUXzOE4S LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B)9=335(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=13(B) 37=-13(B) 311 39-13(B) 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=7.60 Uniform Loads (plf) Vert: 1-2=53, 2-3=51, 3-9=45, 9-10=-30, 10-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=20,12-21=-20 Horz: 1-2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) 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(8)35=145(B)36=13(B)37=-13(B)31139=-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 Horn 1-2=-22,2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (Ib) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(1!1)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) 15) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. lint) 1st Parallel): Lumber Increase=7.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Hoa: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert 3=5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=13(B)42=-13(B)43=-13(B)44=-13(B)45=43(B) 46=13(B) 16) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. lint) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) 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 Horz: 1-2=-7, 2-3=1, 9-10=1, 10-11=7 Concentrated Loads (Ib) Vert: 3=-5(B)7=145(B)9=247(B)17=76(B)15=-13(B)12=76(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)39140=-13(B)41=-13(S)42=-13(B)43=-13(B)44=-13(B)45=-13(B) 46=13(B) ®WARNING - yedlydest riparammusandREAD NOTES ON INS AND INCLUDEDMrrENREFERENCE PAGE MIF7473rev. 1p/03RO1s BEFORE USE Design valid for use only with Matadi) connectors. This design is based only upon parameters shown, and as for an individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and property incoryorata this design into the overall buildingdesign. Bracing indicated is to prevent bulling of individual more web anchor chard members only. Additional temporary and p rommentbrman, MiTek' Is always required for stability and to prevent collapse with possible pmsonal injury and property damage. Forgeneralguidanceregardiiythe fabrication. storage. samery, erection and bracing of trusses and "a systems, see ANSInni Quaffy Criteria, DS19i anciffm Budding Component 6904 Parke East Blvd. Sarefyinrormmism a,alablefrom Tmss P(aWtl stiNte,218N.Lee Sb tSdte312,N.e ndria.VA22314. Tampa, FL X610 Job Truss Truss Type Ply LOT 29/5WATERSTONE �Qty T20032189 2323049 A09 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, Sx8 = 6.00 12 8.240 s Mar 9 2020 MIT ID:193OG W BBpX3jR187zeOm7kz57ad< -0Q 23-10-0 26-8-0 33 2-0' 2-10-0 2-10-0 1 6- 3x6 = 602 W20HS C 5x6 i 7 Inc. Wed Apr 22 07:45:40 2020 Sea 3.00 12 11x8 84-0 15-]5 24-0-11 31-0-0 394-0 84-0 6-11-5 854 6-11-5 84-0 Scale=1:74.3 a 4 1 Plate Offsets (X,Y)— 12:0-2-7,Edge1. 13:0-3-0,0-3-01 14:0-5-00-2-01 [7:0-3-0 Edgel [9:0-3-0 0-3-0][10:0-2-7 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Went L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.9613-15 >497 180 MT20HS 1871143 BCLL CA ' Rep Stress ]nor YES WB 0.81 Horz(CT) 0.60 10 n/a nla BCDL 10.0 Code FBC2017rTP12014 Malnx-MSH Weight 199lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Except: 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (sae) 2=0-8-0, 10=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10). 10=-797(LC 10) Max Grew 2=1540(LC 1), 10=1540(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4917/3074, 3-0=-4613/2894, 4-5=-3032/2041, 5-6=-3037/1996, 6-8=-2899/1874, 8-9=4664/2799, 9-10=-4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16=-368/403,4-16=-1046/1945,4-15=1321484,5-15=-339/256,543=-415/322, 8-13=-181/531, 8-12=-962/1816, 9-12=-298/322 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=�5.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. This item has been 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 9-0-0, Exterior(2) 9-0-6 to 16-11-10, Intedor(1) 16-11-10 to 21-0-7, Exteffor(2) 21-0-7 to 26-4-1, Interior(1) 26-4-1 to 37-0-0. Exteffor(2) 37-0-6 to 41-0-0 electronically signed and zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 sealed by Velez, Joaquin, PE 3) Provide adequate drainage to prevent water pending. using a Digital Signature. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 6) `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-M wide document are not considered will fit between the bottom chord and any other members. Signed and Sealed and the 7) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. 8) Provide mechanical connectjon (by others) of truss to bearing plate capable ofwAbstani ing 797 he uplift at joint 2 and 7971b uplift at on any electronic copies. joint 10. Joaquin VetazPE No.68182 -f+k7ek 9) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 115A; Ine FL Gert 6fi%' 6904 ParkeEayt Blvd Tampa FL53810 Date: April 22,2020 ®WARNING- Vefi/ydesrgnpomessfrarina AD NOTES ON WISANDINCLUDEDAini REFERENCEPAGEMII-LZJre, 10 015 BEFOREWE se — Design wild far usaonlywlth Mflao@ mmad., This design is based only upon parameters shown, and is for an Individual building wmponenl, rest a Was system. Before use, the buirding designer must verify Me applicability of mi parameters and report, Inmgoale this design into theoverae buildingdesign.Brads, indicated is to prevent buckling of individual term web andlor choral members only. Additional temporary and permanent bracing MiTek_ to sheave requiredforstibiliy and to prevent collapse with ramble personal injury and rmpedy damage, For general guidance regarding Me fabrication, storage, delivery, rectum and bracingafbussm and buss systems,sea ANS1,7PIl quality Criferls, DSB49 and BCSI Building Component 6904 Parke East Blvd. Sorely/n/ormagon available ham Tmes Plate Insure, 218 N. Lee Street, Suite 312, Nexandia, VA 22314. Tampa, FL U610 Job a - Truss Truss Type Oty Ply LOT 1115WATERSTONE T20032190 2323049 A10 SPECIAL 7 1 Job Reference (notional) ounaers nlSWeurce trlam'sy, ry, runt I'll, rL-JOppr, ff.24U S Mar U 2UZU MI I eK Inc. Wed Apr 2207:45:512020 Scale=1:74.3 Sidi 6xl2 Mr20HS 8 31 Sz6 5x6 10 2x4 II 4 7 4 5 30 ] � \\ 6.00 12 2x4 � 26 3 1.5x3 STP = 25 18 2 a 1 8x14 M12011S 17 16 15 14 5x8 =Slot = 4.6 — 8xl4Mr20HS 29 Sx8 3.00 12 5x8 > B-B-0 16-10-11 22-9-5 31-0-0 39-8-0 Plate Offsets (X Y)— (2:0-2-7 Edge1 t4:0-0-8 0-2-41 I7:0-3-0 0301 (12:0-2-7 Edge]rl4:0-7-00-3-91 f18'0-7-00-3-91 LOADING (pst) SPACING- 2-M CSI. DEFL. in thus) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.68 15-17 >704 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 Rep Stress her YES WB 0.56 Horz(CT) 0.55 12 n/a n1a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 'Except* 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) Max Gras, 2=1540(LC 1), 12=1540(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4912/3208, 3-0=-4607/2944, 4-5=-4155/2812, 5-6=-4155/2812, 6-7=.3887/2669, 7-9=-0697/2514, 9-10=-3697/2514, 10-11=4713/2877, 11-12=-4921/3038, 6-8=-336/255, 8-10=359/263 BOT CHORD 2-18=-2764/4606, 17-18=-1875/3299, 15-17=-2246/3973, 14-15=-1827/3338, 12-14=2564/4446 WEBS 3-18=-026/390, 4-18=-786/1550,4-17=.599/1023,5-17=457/448,7-17=-167/405, 7-15=-293/300, 10-15=480/888,10-14=-707/1474, 11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered forthis 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. This Item has been II; Fxp 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 7-0-6, Exterfor(2) 7-0-6 to electronically signed and 14-11-10, Interior(1) 14-11-10 to 19-10-6, Fxtedor(2) 19-10-6 to 27-9-10, Weill 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 sealed by Velez, Joaquin, PE zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 Digital Signature. using a g g 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. Printed Copies Of this 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument wfth any other live loads. document are not Considered 6) `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-M wide signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 7) Bearing at joint(s) 2, 12 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify on any electronic Copies. capacity of beating surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 797 lb uplift atjoint 2 and 797lb uplift at Joaquin VelezPENo.88182 joint 12. MTe§ USA, Inc. FP(Cert'6634, 9) Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 6904 FerkoEast Blvd. Tampa FL9861b1 Data: April 22,2020 ®WARNING-Vedtyde lignparametersarMREAD NOTES ON reas AND INCLUDED MUEKR ncERENGEPAGEMIFU73mv, fwwofs BEFORE USE Design valid forma only nilh MTek® mnnectms. This design is based only upon parametere shown, and Is for an individual bulling component not ��• a truss system. Before use. Me building designer must verily Me applicability odesign parameters and po, etly incoryomte this design Into the mand6 ��-��•YYY buiNingdesign. Bmchg mdicatedisbprevanlbucMbgofindividual Wssweb androrchordmembers only. Additional temporary and permanent bracing WOW" always reeuired to, sednity and to pravessollopse with possible personal injury and propettydanage. For general guidance regarding the fabrication, storage. sense, erection and bracing of access and trues systems,see ANSI91olf Duality Crunia,DS8-09 and BCSl Building component 6904 Palle East BIM. Slefetylnlormadon available from TMss Plate lnstiMe,218 N.Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 2115 WATERSTONE T20032191 2323D49 All SPECIAL 1 1 _ Job Reference (optional) coy. ry, r,duwny.--aaw, 6.CYu 5 Mar to zuzu at l ex manatees, me. 5x6 = 2x4 II 5x6 = Ads = 6 6.00 12 4 2 2x4 26 2]28 3 25 24 1.5x8 STP — 15 17 2 16 Axe — — o , 5x6 = 3x4 =If 32 12 3 9 4.6 = 3x6 3.00 12 6x8 = 30 33 11 3x6 = 5x8 11 8 BUD13-5-0 I 20-1-8 20-2-0 29-6-0 39-8-0 01:40:b3 ZUZV Scale=1-73.4 1.&8 STP = 31 ca 4 9,0 171tv 0 3x6 = Plate Offsets (X,Y)— 12:0-1-14,0-0-71. 14:0-4-0,0-2-81 lsOA-00-3-0I f13:0-3-8 0-Ml LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) pdeft Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.97 Vert(-L) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.4411-13 >528 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.88 Hom(CT) -0.02 13 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 198 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3 4-5-0oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-13 REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Ho¢ 2=351(LC 9) Max Uplift 2=495(LC 10), 13=614(LC 10), 9=-482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15), 9=881(LC 16) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-204111512, 3-4=-1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7=-207/436, 7-8=-11151803, 8-9=-1238/763 BOT CHORD 2-17=121812080, 16-17=-829/1621, 15-16=-485/692, 13-15=-867/730, 9-11=-452/1032 WEBS 3-17=307/321, 4-17=356/738, 4-16=490/284, 5-16=1201622, 5-15=-961/841, 7-13=6851224, 7-11=-473/971.8-11=-525/508 NOTES- 1) Unbalanced mat 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 Extedor(2)-1-4-0to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extenor(2) 5-0-6 to 12-11-10, Intedor(1) 12-11-10 to 19-10-6, Extedor(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 tD 37-0-6, Exterior(2) 37-M to 41-0-0 zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. This Item has been 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Sealed by Velez, Joaquin, PE 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSITPI 1 angle to grain formula. Building designer should verify using a Digital Signature. Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4951b uplift at joint 2, 6141b uplift at Printed copies of this joint 13 and 48216 uplift at joint 9. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Joaquin YalazPENo.88182 tA17ekUSA;iric. FI Celt 6634 '004 Faults :Eea Itd. TampaFL3S618: Data: April 22,2020 ,&WARNING- Verily sedgnparytpfexaeMREAD NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE WI-7473 mv. 1"1700 BEFORE USE ' Design valid for use only wide MiTekdJ compacts. The design is based only upon parameters show, and is for an individual building component, not a Wse system. Before use, lire building designer must trophy Me applicability of des an parameters and property incorporate this design into five overall building design. Bracing indicated is to prevent Loading of individual Was web and/or chord members only. Additional temporary and parmanent medicine MiTek' u always requiredforstzbillly and to prevent collapse with possible personal inlury and property damage. Forgencral guidance regarding the fabdradon.storage.delivery, erection and bracing of Wssesard Wsssystems, see ANSUTPIIQuality CrR ia,DSB-S9and8C tBuilding Component 6904 Parka East BWdi. Saletylnfomnai available from Trips Plate leaders. 218 N. Lee Street Suite 312, Alexandra. VA U314, Tampa, FL W610 Job Truss Truss Type Oty Ply LOT 29I5 WATERSTONE ' T20032192 2323049 Al2 SPECIAL 1 1 Jab Reference loo8onall Builders rlrstSOUrce(Kant Uty. bLJ, Kant ury, I-L- Sabel. d.z4u s Mar 9 21320 MTTek Industries, Inc. Wed Apr 22 07:46:05 2020 Scale=1:73.4 5x6 = Sx8 = 9 10 5x8 = 4x6 3x4 .- 3x4 II 5x6 = 7 11 6.00 12 3 4 5 2x4 12 1.5x8STP = 20 1.5x8 STP = 2 25 24 23 3q 21 Sx12 II 1 fire =5x8 = 3x4 II 4x6 = 16 15 &a \1 8.12 = 1s 18 17 Suit 3.00 12 6x12 Mi20H5 = 3x4 = 3x6 = 3xG = 3x6 = ]-1-8 9-10-0 11-8-0 15-9-0 20-1-8 20-2-033-1-11 39 1 ]-1-0 2A 1-10-0 4-1-4 4-0-4 0 41 &2-0 ]-&11 6-0-5 Plate Offsets(X,Y)- f2:0-1-15,1-2-131.12:6d-6.EdgeL13:0-6-0,0-2-81.19:0-3-0.0-2-01 I10:0-6-00-2-8) 111:0-3-00-3-01 f18:0-3-80-3-01 I22:0-3-00-4-01125:0-0-00-1-121 LOADING (psf) SPACING- 2-M CSI. DEFL. in (lac) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 24 >981 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Viii -0.33 24 >751 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WB 0.70 Horz(CT) -0.03 18 n/a We BCDL 10.0 Code FBC2017/TPI2014 Mabnx-MSH Weight: 237 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except' BOT CHORD 5-23: 2x8 SP 240OF 2.OE, 20-22: 2x6 SP M 26, 8-18: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-84), 18=04-0, 13=0-8-0 Max Ho¢ 2=321(LC 7) Max Uplift 2=-691(LC 8), 18=-932(LC 8), 13=-406(LC 8) Max Gmv 2=1187(LC 1). 18=2161(LC 1), 13=787(LC 14) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2.3=-3450/1751, 3-4=-0077/1697, 4-5=-2993/1733, 5-0=3360/1924, 6-7=-1098/877, 7-8=-223/736, 8-9=192/586,9-10=-137/471, 10-11=-022/262, 11-12=-1076/465, 12-13=-1222/516 BOT CHORD 2-25=1429/3117, 24-25=-1405/3091, 23-24=-847/1665, 21-22=-938/1657, 18-20=-1196/748, 8-20=-007/255, 15-17=-164/714, 13-15=J36/1048 WEBS 3-25=424/1159, 3-24-321/23, 4-24=-176/251, 22-24=-632/1451, 6-22=-801/1838, 6.21=-1505/917,7-21=-797/1542, 7-20=-1074/642, 9-18=-290/80, 10-18=-901/343, 10-17=-188/531, 11-17=-616/383, 11-15=-64/397 Structural wood sheathing directly applied or 2-6-6 cc purims. Rigid ceiling directly applied or 10-M cc brucing, Except: 4-10-8 cc bracing: 2-25 5-0-4 cc bracing: 24-25 6-5-10 cc bracing: 23-24. 5-10-0 cc bracing: 18-20 1 Row at midpt 10-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. This item 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. has been II; Exit C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 3) Provide adequate drainage to prevent water pending. Sealed by Velez, Joaquin, PE 4) All plates are MT20 plates unless otherwise indicated. using a Digital Signature. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. -This Printed copies of this 6) 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. document are not Considered 7) Bearing atioint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signed and sealed and the Capacity of bearing surface. Signature must be Verified 8) PmAde mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 2, 9321b uplift at On any electronic copies. joint 18 and 406111 uplift atioint 13. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated load(s) 179 lb down and 16416 up at Joaquin Velel No.68182 7-0-0. and 115 lb down and 182 lb up at 9-0-12, and 115 1b down and 1821b up at 11-0-12 on top chord, and 343 lb dawn and 129 MTek USA, Inc. FL 6d 6634 6904 Perks East 616d. Tampa FL 33810 It,up at 7-1-8, and 81 It,down at 9-0-12, and 81 lb down at 11-0-12 on bottom chord. The designiselection of such connection Data: device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 22,2020 ®WARNINO- Vidydesrgnparzmefersand READNOTESON TIDSANDINCLUDEDMR KREFERENCEPADEM0.7473nv. 10r03D015BEFOREUSE Design valid for use only with MTek® mm,egam. This design Is based only upon parameters shown, and Is for an Individual building wmponeni not a truss system. Before use, the building designer must vedy be applicability of deign parameters and propedy Incorporate this design Into line overall bulldingdeslgn. Bradng dimtedisropmvenlbuc ingotlndMdual"wos banNarNadmambemonly. Auditors? temporary and wnnanentimadr, MOW Is always reeul her stability and to prevent milieus win possible personal Njury and propedy damage. For general guldance regarding the labdmtlon.storage,tldivery. erection antl brazing of moms end trues systems.see M'SM11 Quality Ground,DSB-89 andliCS1 Building Component 6904 Parts East Blvd. Sa rdylnlormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Areantlna, VA 73314. Tampa, FL W610 Job Truss Truss Type Oty Ply LOT 29/SWATERSTONE a T20032192 2323049 Al2 SPECIAL 1 1 Jab Reference (options]) Buniters rRsaource(ream ury, rL), rl6n{ury, rL-41Ja I, b.ZAOS Mar 92020 MiTek industries, Inc. Wed Apr 2207:46:052020 Page ID:3x17Yd6RbYnX0l6Sf6gh2z4mz-N7pXagjx5cPdoOLVz_uJJz9no3g8w9wBNKaYO_zOE3m LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=54, 9-10=-54, 10-14=-54, 25-26=-20, 23-25=-20, 20-22=20, 18-19=-20, 181 Concentrated Loads (lb) Vert: 3=-179(F)25=-343(F)24=-59(F)4=-115(F)32=-115(F)34=-59(F) ®WARNING.Vodydaslgnperarmtersand READNOTESONMSANDINCLUDWWMREFERENCEPAGEMi1JO3n,'"3420151REFOREUSE Deal, vAdl foruseonlywilh MRek®mnnede t. This design Is based only upon parameters shown, and Is for an IndWldual building component,not a bwsll tem.safe.use, Me budding designer moat verity One eppllwGlly of design parameters and pmpedy Incorporate this design into the overall bulMeoNgdealgn. Boeing, indicated is to preveathuclkling of individual Wei web andiorial mambas only. Additional temporary and permanantbrads, _ MiTek Is peoples squbed for stability end to prevent collapse with passible personal Injury and propedy damage Fergeneral guidance regarding the readouts, aW.9%IONey. erecgon and bracing of trusum and truss ay stems.see ANEVTPM Oualiy criteria, Di and BCSl Building Camponenl Se/eylnfamaapn availablefsm Tsa PlateIrentute. 210 N. Lee Street Suite 312, AleraMda. VA2231p. 690d Parke East BWd. Tampa, FL W610 Job Truss Truss Type oty Ply LOT 2915 WATERSTONE a T20032193 2323049 B02 SPECIAL 1 7 Job Reference (optional) Builders FirslSource(Plant City. FL), Plant City, FL-33567, 8.240s Mar 92020 MiTek Industries. Inc. Wed Apr 22 07.46:13 2020 Paget ID:3xl7Yd6RbYnXOIBSf6ghjjz4cnz-8glZGPpyD4PUIdzRRg 1 BefV8glOton3NDaWzlWZOE3e 4-10-5 8-1-R 86-0 14-9-0 21-1.2 27-8-0 129-0-0 4-10-5 3-3-3 -0D-0 5-8-0 65-2 64i-14 1-0-D 3x4 Sx8 = Sea i 3 4 23 5 3x4 = 6.12 W20HS = 3x4 = 2.4 II e-0-0 a-1 144w 2y1.2 27-8-0 8-0-0 aM 6-6-8 61. -2 F 6.6-14 3.4 = Scale=1:49.9 Iv Plate Offsets (X,Y)- [1;0-0-4,Edgi [4:0-2-0,0-2-0], [5:0-6-0,0-2-81, [6:0-3-0,0-3-01, [12:0-3-8,0-3-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.10 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.16 10-12 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Hoa(CT) 0.02 7 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 141 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP ND.2 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc puffins. BOT CHORD 2x4 SP No.2 `Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-12: 2x4 SP No.1 6-0-0 oc bracing: 1-14. WEBS 2x4 SP No.3 2-2-0 oc bracing: 12-14 WEBS 1 Row at midpl 5-12 REACTIONS. (size) 12=0-4-0, 7=0-8-0 Max Hoa 12=-242(LC 8) Max Uplift 12=.694(LC 10), 7=-376(LC 10) Max Grey 12=1463(LC 1), 7=739(LC 16) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=.222/444, 2J=369/658, 3-4=01272, 4-5=-75/385, 5-6=-497/294, 6-7=-l0611511 BOT CHORD 1-14=-364/290, 12-14=-841/698, 3-14=667/515, 10-12=0/378, 9-10=-250/891, 7-9=-248/895 WEBS 2-14=-295/331, 5-10=-199/544,5-12=-952/632, 6-9=0/267, 6-10=-676/460 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 Exterior(2) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-0-6. Exleriof(2) 5-0-6 to 18-7-10, Interior(1) 18-7-10 to 25-06. Extedor(2) 25-M to 29-M zone;C-C for members and faces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water porting. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 6)' 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 electronically signed and will fit between the bottom chord and any other members, with BCDL = 10.0psf. Sealed by Velez, Joaquin, PE 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 694 to uplift at joint 12 and 376 lb uplift using a Digital Signature. at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vefez f E N0.68182 Mims USA, In.. FLCart 6634 6904 Palled East BIwL Tampa FL 33610 Date: April 22,2020 AL WARNING - Vainly rHwgn panmerers arM READ NOTES ON THIS AND INCLUDED MIIEx REFERENCE PAGE MIW473 rsx.1 deD.Y4015 BEFORE USE Desgn valid for use only with MiTekO connectors. This design is based only upon parameters slmwn, and Is for an Individual binding component act ��- a tress system. Before use, the building designer must vent' Na applicability of design pommetem and properly incorporate Nb design into the overall buildingdesign. BrednglndicatodisbpreventbuWingafindmduathumweben&ar MoNmembemunly. Additoraltempararyandpemlanenthamng MOW If always required(mstabiliy and to primeatcollapeewith passible personal Injury and pmpedy damage. For goomad guidance regarding the fabdcamo. storage, delivery. erection and bracing of trusses and true systems, see ANSU7F1I Dually CriMia, VS849 and SCSI Building Component 6904 Parke East Blvd. Se/sty ln/mmatlon availablefmm Truss Plabtn.bWu ,,216N.Lee Street,suite312,Mexendda,VA22314. Tampa, FL W610 Job Truss Truss Type City Ply LOT29/1WATERSTONE a T20032194 12323049 B03 SPECIAL 1 1 Job Reference footionall 8uiltlers nrsl8ource (Plant Cie. FL). Plant Cil¢ FL-33567. 8.240 s Mar 92020 MiTek Indusmns. Ine. Wad Am n n7-4a17 pron P.,.e 1 ID:3xt7Yd6RbYnXC16Sf6ghjjz4cnz-kM8sCB k NAVRnl7FCHTCc4ZOxEK47URRlvioizOE30 1 T-0p - 5MI 12-3-0 I 16-8-0 I 2t-36 2T-8-0 xPOO 1-0A 160 4.5-0 4d0 alb 6d-10 1d-0 Scale =1,481 3x4 % 3x4 II 3x4 = 4.6 = 2 3 23 4 24 25 26 5 jT "4 1a Us = 3x4 = 1.5x8 STP = 3x8 = 2x4 II 6x8 = 1-1-2 Mll ]A-0 Z.W 1680 213fi V] 1.0.0 II zno-14 I aao o- aloe I aI� F o-t-z Plate Offsets(X,Y)— f1:0-0-4,Edgel,f1:0-1-4,0-0-21,fl2:0-3.8,0.3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) 0.21 14-22 >448 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.69 Vert(CT) 0.1814-22 >541 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES We 0.63 Hom(CT) -0.06 12 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 138 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0-M, 7=0-8-0, 1=04-0 Max Hors 1=-201(LC 8) Max Uplift 12=435(LC 10). 7=-498(LC 10), 1=-444(LC 10) Max Gmv 12=950(LC 1), 7=874(LC 16), 1=370(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bmcing. Except: 6-0-0 oc bracing: 12-14 FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250(lb) or less except when shown. TOP CHORD 1-2=-239/471, 2-3=220/531, 34=197/457, 4-5=-780/768, 5-6=-907/778, 6-7=-13241947 BOT CHORD 12-14=-0491441, 3-14=-276/204, 10-12=251/463, 9-10=-636/1108, 7-9=-036/1108 WEBS 4-10=841380, 4-12=-666/425, 6-10=-522/406 NOTES- 1) Unbalanced mod live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 10-11-10, Intedor(1) 10-11-10 to 12-8-6, Extedor(2) 12-8-010 20-7-10, Interior(1) 20-7-10 to 25-", E lderior(2) 25-" to 29-" zone; cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and farces 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 noncuncumenl with any other live loads. 6) a This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-64 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 4351b uplift at joint 12, 498lb uplift at joint 7 and 4441b uplift at joint 1. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. J6a4uin Vele{PE No.68182 MITek USA, Inc. PLCod 6634 690A Parke East Blvd. TampapL,86816 Date: April22,2020 ®WARNING-Varllydusugan anntenaMREAONOTES ONTHISANDINCLUDMMITEKREFEBENCEPAGEMII-74T3me 1=320t5BEFOREUSE. Design validtar Thisdesign is basedoNy uponpammelemshpwn,andkfar anindividual be Beforeuse,me building designermoatgoofy0elualvessweity f dalgn regcomponent,ref and yropmryInwryl We resign a Wsssyekm. BBraci Bracing Indicated and ar aent lean busking design. BretlsgindicatndW as prevent eland members ter, a entbntlng tastebuilding of individual Weawebur,ran cpordry,damge.Forgei4awguidan raryandng MiTek' k ahvaya acquired! for andk Drevenl collapse xiM passible pemanel klury end pmpedy, damage. Forgeneml guidance regarding ibe award dre fabrication. storage. detWery a Ben and bracing of husees and Was eps,temce, ANSWP/f Duality circuits, DSB-89 endB=Building guaranteed Se//eyinAla from Tmas PlatelwSWte.218N.Lee 6904 Paden East Blvd. a0on evailea Sb 1,Sulle312,Aleundda,VA22314. Tampa, FL U610 Job Truss Truss Type Qty Ply=LOT2115ERSTONET20032195 4 2323049 B04 SPECIAL 1 o lional uu„uc,a , „a,oeu, 01, ,o.,, w1. , -1. • ... w]„ -ue..a , 11 6.00 12 o."-wic, amcu rvu, eF inausmas, roc. yVeo Npr zeul:4.:.. zuZU 3x4 2x4 11 4x6 = 3x9 = 3 4 22 5 23 24 25 6 1.5xe5TP= 11 '- 12 4x6 = 3x8 - 3x4 = 6.8 = 1-0-0 6.1. 4. 2A0 V}$ 10.100 0-0.p Scale = 1:50.7 j$ _4 d tv Plate Offsets (X,Y)- 12:0-0-8 0-11-51 t2:0-1-0Edgel 13:0-2-00-231 18:0-0-4 Edcel t12:0-3-8 0-3-01 LOADING (pso SPACING- 2-0-0 C51. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.29 10-12 >804 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.5910-12 >403 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.71 Hoa(CT) -0.05 12 Na n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 130 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.8-4 oc putting. BOT CHORD 2x4 SP ND.2'Exmpl' BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: 4-12: 2x4 SP No.3 6-0-0 oc bracing: 12-13 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0.8-0, 84-8-0, 2=0-4-0 Max Hors 2=175(LC 9) Max Uplift 12=492(LC 10). 8=477(LC 10), 2=510(LC 10) Max Grav 12=934(LC 1), 8=831(LC 16), 2=450(LC 19) FORCES. (I g) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-225/393, 3-4=-197/411,4-5=-168/366, 5-6=-864/777,6-7=-997/824, 7.8=-1195/917 BOT CHORD 12-13=352/466, 4-13=-287/269, 10-12=354/642, 8-10=-609/1027 WEBS 5-10=-17/328, 6-10=-148/313, 7-10=340/357,5-12=-756/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0to 8-11-10, Intedor(1) 8-11-10 to 14.8-6, Exterior(2) 14-8-6 to 22-7-10, Interior(1) 22-7-10 to 25-0-6. Exterior(2) 25-0-6 to 29-0-0 zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. This item has been 4) This truss has been designed fora 10.0 psf bottom chord live load n tncencument with any other live loads. electronically signed and 5)'This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide sealed by Velez, Joaquin, PE will fit between the bottom chord and any other members. using a Digital Signature. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4921b uplift at joint 12, 477 lb uplift at joint 8 and 510 IB uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vehra?ENo.68I& 'MTek USJy Ile. FLCert 6634 8804 Parke East Blvd. Tampa 0L.33810 Date: April 22,2020 AWARNING - Varlly design parameters arM READ NOTES ON THIS AND INCLUDEDWEX REFERENCE PA GE MIIJ47a nv. 10,61OCI4 BEFORE USE Design valid for use onlywi in MiTek® mnneolms. This design Is based only upon parameter shown, and Is for an Individual building component not ��• a truss system. Before use, Me building designer must vanity 0e applicability of design parameters and properly Incomarate this design Into the ovema buildingdesign. Bracing Indicated is to prevent buckling of Individual truss will, andlorchaN members only. Addlbo,wllemporeryandamananentbrad,g MOW always required for stablim and to prevenloollapsecoith possible personal alums and pmpemm 2daaga For general guldanc0 regarded the fabdctln.sWrage,ddwM,emcdanmdbracmgof WsswmdMssptems,sse ANSUrall Qualify Ceflmla, DSB49 and SCSI Building Component Salerylnfwma ion evallable ran Truss Plate Instaule. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 6904 Pa,ke East Blvd. Tampa, FL W610 T20032196 -1-0-0 3-0-0 ]-10-0 14-3-0 20-8-0 27-0-0 29-0-0 14-0 3-0-0 4-10-0 6-50 M ]-0-0 1-0-0 scale = 1:50.7 6.00 72 4x6 = 5x6 = 22 4 2x4 II 23 5 Sx8 = 1.5x8ble= 11 -- - 12 3x4 0 3.8 = 2x4 II 3x4 0 3.6 II 3.0.0 7-0-0 ]-1 -0 143-0 20-8-0 27-8-0 3-0-0 4-8-0 0- -0 6-5-0 I 65-0 7-0-0 Plate Offsets (X,Y)— [4:0-2-4,0-3-0], [6:0-6-0,0-2-81 LOADING (psQ SPACING. 2-0-0 CST. DEFL. in (Too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.18 13-14 >529 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) 0.1513-14 -650 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Hom(CT) -0.07 7 Na n/a BCDL 10.0 Code FBC201717P12014 Matrix-MSH Weight: 126 lb FT=20% LUMBER - TOP CHORD 2x4 SP Nc, 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 12=0-8-0, 7=0-8-0 Max Holz 2=134(LC 7) Max Uplift 2=-563(LC 8), 12=-655(LC 8), 7=-485(LC 8) Max Gran, 2=405(LC 1), 12=1002(LC 1), 7=810(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc putting. BOT CHORD Rigid ceiling directly applied or 7-9-13 cc bracing. Except: 5-8-0 oc bracing: 12-13 FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 2.3=400/657, 3-4=-344/626, 4-5=-966/668, 5-6=-966/668, 6-7=-1186/614 BOT CHORD 2.14=-480/332, 13-14=-498/344, 12-13=.936/673, 4-13=-847/502, 9-10=-377/1000, 7-9=-379/993 WEBS 6-9=0/288,5-10=-373/303, 4-10=-386/1001 NOTES. 1) Unbalanced motive 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=40fi; eave=5ft; Cat. IT; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcumant with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 655lb uplift at joint 12 and 4851b uplift at joint 7. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 2lb down and 60 lb up at 3-0-0, and 62 Ill up at 5-0-12, and 62 lb up at 7-0-12 on top chord, and 40 lb down and 139 To up at 3-0-0, and 15 lb down and 60 lb up at 5.0-12, and 151b dawn and 60 To up at 7-0-12 on bottom chord. The designuselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-6=-54, 6-8=S4, 13-15=-20, 12-18=-20 Concentrated Loads (Ib) Vert: 3=2(F)14=-20(F)21=4(F)22=4(F)24=-8(F)25=-8(F) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any,.electronic copies. Joaquin VelezpE No.68182 MTek UBA;f c. FL Cei16634 8904 Parial East Blvd. Tampa FL hill Date: April 22,2020 AWARNING - V.4l y design param mana.mI READ NOTES ON THIS AND INCLUDED M/r£K REFERENCE PAGE MII-7473roe. I0031?DO SErDRE USE Design valid he use only end, MiTeW comedons. TNa tlmlgn is based only upon pammetem shown, and is for an Individual building mmponent rot ��• e Was system. Before use, be building designer must verity be eppliceblllry of design paametens and propedy lnca,mrate this design into the overall buildingdesign. Bmdng Indicated is to prevent budong offndMdual buss web amYor d,ond members only. Additional temporary and pmmamentiacing Welk' . elw, heal To, lablity and to prevent Collapse will posalble posanal injury and property damage. ForgeneralguWancenegardmgbe tabdratbn, etorege delivery, erecdan and bracing of Wawa antl Waa systems.sea AAISUrPII Gualiy Criferla, DS8419 and SCSI Bulll Component 6904 Page East Blvd. Sebly/mamsdon availablermm Tmv Plate In,i ..218N.Lee Street Sdte31E,Alexandda,VA22314. Tampa, FL W610 T20032197 Scele = 1:7.6 Nil0-11.4 Plate Offsets MY)— [2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(L-) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HoR(CT) 0.00 4 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Grev 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib)-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. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 316 uplift at joint 3, 195 lb uplift at joint 2 and 15 Ib uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaijum VetezAENo.66182 MTak USA; rsC:h Cert6634 5804 Parke East Blvd. Tampa 11;33310 .Data: April 22,2020 ® WARNING - Uedy design pemrmlara a,d READ NOTES ON MIS AND INCLUDED MI FU REFERENCE PAGE 0I.7473rev.1 N0Y1015 BEFORE USE Design vdld for use only with Miles nedon,. This design is based cNyu,xm parameters rearm. and is for an Individual building mmponani not a truss.wdem. Began, we. Me building designer must verify Me applicabillly of design parameters and properly Insoryomte this design into Me overall ■ buildingdeslgn.Bmdag Indicated is to prevent butlding oflndlvldual buss web andlor chaN members only. Addiaanal temporary and permanewmadrg MiTek' Is aevasm,tlredfor stabililyand b prevent cdlepse with possible personal Injury and pmpady damage. Forgenemlguldameregaarg Me fabdwdon. elaraga,delivery, erection and bracing olWaw antl buss eyalema.cee ANSIRPII Quality CdfeAa, DSSi and SCSI Sogdrng Component 6904 Parke East Blvd. Sorely lnforowMas waneble tram Truss Plale nitrate. 218 N. Lee Swel. Suite 312. Alexandra, VA M314. Tampa, FL M610 T20032198 -1-0-0 0-11-0 -0-0 D-11 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 Rep Stress Inner YES WB 0.00 BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=10echanical, 2=0-3-8, 4=Mechanical Max Ho¢ 2=79(LC 10) Max Uplift 3=6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Grav 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. DEFL. in (loc) Well L/d Vert(LL) 0.00 5 >999 240 Vert(CT) 0.00 5 >999 180 HOR(CT) 0.00 4 n/a n/a Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING. TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte ior(2) zone;pomh left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd withany 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 36-0 tall by 2-M wide will fit between the bottom Chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6lb uplift at joint 3, 2131b uplift at joint 2 and 23 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin VelezPENb.68182 k1TekUSAyJnc:FL: 60 8634' 6804 Parke East Blvd. Tampa FL:3$81A Date: April 22,2020 ®wMNINO-yalry deLgnparmn..e R£ADNOTESONTMSANDINCLUDEDMRERREF£RENC£PAGEMI?4n-v.IM"O15BEMREU9E Dwgn valid for use onlywiM M,Tek® em namess. TNs design is burned only upon parameters shovm, and is for sn Individual building component not ��• a truss system. Before use. Me building designer must verify Me applicability of design parameters and properly incorporate this design into Me mount buildingdesign. Bracing indicated is to prevent budding ofindividual truss meb anwor them members only.Additional temporary and permanent traded MiTek' is clangor required for stabilityand to prevenlcollapse Win possible peonvot Injury and property damage. For general guidance regimen, Me fabrication,storage,delivery, erection and bracmgoftrvseesand Motivations. see AN RIOualftycriMla,DSSd9endBcs1BuildingCmponenr Safeylnformagon available from Tees Plate lnsbNto,218 N. Lee Street Suite 312. Alexandria, VA Z2314. Seat 6904 Parke East Blvd. Tampa,ni Job Truss Truss Type Oly Ply LOT 29/S WATERSTONE a T20032199 2323049 civ SPECIAL 6 1 Job Reference (optional) Builders FirstSource (Plant City. FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 07:47:06 2020 Page 1 ID:193QG WBBpX3jR187zeOm7kz57ad-5s7bOXSCkMSzam Wd I lUcHgBKh6djvzAPKSGfyzbE2p -1-0-0 1 00 00-111-11 Scale =10.6 Plate Offsets(X,Y)— f2:0-0-15,Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (foe) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL t25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCOL 7.0 Lumber COL. 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 2 nda rda BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight 5In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Gmv 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or6-M oc bracing. NOTES. 1) 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 Exterior(2) zone;C-C for members and forces & MWFRS forreactions 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 otherlive loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANS17TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at Joint 3, 181 lb uplift at joint 2 and 141b uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez FIE o.6 N8182. MTdk USA; Inc. FL Cod0634 '6904 Parke East Blvd.,Tempa FL,3781U' Data: April 22,2020 ®WARNIND. VoAypercoMperermmcsa,rd READ NOTES ON THIS AND INCLUDEDMREK REFERENCE PAGE AUN473ty, IMMO15BEFORE USE ess Drags valid for use only with MITeW connecbars. This design is based only upon parameters shown, and la for an individual building component not ��' a truss system. Before use, Pe building designer must verify Ne applicability of design parameters and property incorporate this design Into Me soared building design. Bratlng Indicated is to prevent bucking of indrodual truss web eeW r count members only. Addindaltemporaryerdpermanentbradrg _ MiTek Is always required for etebdity and to prevent collapse with posaible personal Injury and propeM damage. For general guidance regarding Me fabdcadon, storage, deliver. erection and bracing oftrusses and truss system, see ANSI/TPH Dually, Creeds, DSB49 and BCS1 Build'ng Compenenf guild Parke East Blvd. Sehtylnfematlen availablefrom Tmsa Platelnatitute2la N.Lee Street Suite312,Alazandda,VA22314. Tempe, FL M610 russ Truss Type Cry Ply LOT 29/S WATERSTONE 7C3 T20032200 L223049 JACK 4 7 Jab Reference (omlona0 Builders FirstSource (Plant City, FL), Plant City. FL-33567. 8.240 s Mar 9 2020 MiTek Industnes, Inc. Wed Apr 22 07A7:21 2020 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjjz4mz-91PGXfecCz_m49VOyF80?JuuipJkhgNs9_ZhazOE2a -1-0-0 2.114 1-0-0 2-114 1 Scale = 1:12.7 Plate Offsets (X,YI— f2:0-4-0.0-0-41 LOADING (psf) SPACING- 2-M Cat. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 125 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) -0.00 3 Na Na BCDL 10.0 Code FBC2017frP12014 Matric-MP Weight: 12 lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (Ito) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zane: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 fora 10.0 par bottom chord WE load nonconcurrent with any other WE loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 157 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any6llectroTIC Copies. Joaquin VS[..PE No.88182' MTek u. A In. FLCeil6634- 6904 Park#,East Blvd. Tampa Fl.'3d810! Data: April 22,2020 ®WARNING -Verily design paramatma end READ NOTES ON TMS AND INCLUDEDMOERREFERENCE PAGE Wh7129me I0NY1014BEFORE USE Design valid for use only With Mired) mnnectom. The deelgn Is based only upon parameters ahown, and is for an Individual building mmhonet, not ��• e trues eyetem. Before we, the building designer muslvenfy the applicability of design pamme veer and property impersonate this design tub theavend! bwidingdesign.B.pIVIndkatwisbprevenlb.r},oflndivdual"ws andorc Mmembereenly. Addidarelterporaryandpermanentbmd,g MiTek_ is sheap repuiredfor stability and to prevent collapse with Weddle personal injury and property damage. For general guidance regarding the fabricator, storage. ddNeeryr/ creature and bracing oftrusset and busssysteme, see ARSI/TPO Duality Crawls, DS"9 and BCSI Bu➢ding Component 8904 Park. East B IM. S0.11hufmmaUan avageble from Tam Plate Institute,218 N. Lee Street, Suite 312, Alessndda. VA M314. Tampa.rk EastB Job Truss Truss Type Qty, Ply LOT 29/5 WATERSTONE a T20032207 2323049 C3V SPECIAL 6 1 Job Reference (optional) Builders FirstSource(Plant City, FL), Plant City, FL-33567, 8.240 a Mar 92020 MTek Industries, Inc. Wed Apr 22 07:47:27 2020 Pagel I0:193QGWBBpX31RI67zeOm7kz51atl_vmXciiNnpk_o?dfmCMYeGZw07si8P9GE5RuvEzOE2U -1-0-0 2.114 1-4-0 2-114 i Scale=1:12.7 Plate Offsets(X,Y)— [2:0-0-15,Edge) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.00 Hom(CT) 0.00 3 We Na BCDL 10.0 Code FBC2017frP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4--Mechanical Max Ho¢ 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./Max.Ten.-All fames 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf; h=151t; B=45ft; L=40ft; eave=5ft; 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 fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load Of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Referto girder(s) for truss to truss connections. 5) Bearing aljoint(s) 2 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5716 uplift at joint 3 and 149 lb uplift at joint 2. This item has been electronically signed and sealed. by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any -electronic copies. Jdaquin Velez PE No.68182. Mask USA, lne: FPC1rt 6634 6866 Puke East Blvd Tampa FL 33816 Date: April 22,2020 AWARNING-Vedydeslgn perarnefors.nd READ NOTES ON MSAND INCLUDED MREK REFERENCEPAGEMg 7473rev. IWg3,20f5 SEFOREUSE assass Design valid forme.niywith MTa" wnnectors. Thie design la beaed oNy upon parametersahawn, and Is his, an indinidual building wmponan4 nat ��- abussmN syste. Before use,ebuild'mg designer must witty he applicability of design parameters and property tron,xiate this design Into D,eovereA ����YY buildingdesign. Bradng dlwtedisbpmventbutlJ gofindiddualbusawebandorNardmanbmaonly. Additional temporeryand pennanenibraeby MOW Is always m9vired for abbrity and to prevent collapse Wflh passible personal inJur, and pmperk7 damage. Forgenemiguldanceregardingths fabrtwtiav, atarage, delivery. vtxhh and bracing of trusses end buss systems, see ANSI/iPlf Qualify CNferla, DS849 and Ems? Building Component 6904 Parke East Blvd. Sefetylafarmedon avallable from Trues Plate Ins9Nte, 219 N. Lee Street, Suit.312, A..ndda, VA 22314. Temp., FL W610 Job a Truss Truss Type Oty Ply LOT 29/5 WATERSTONE T20032202 2323049 C5 JACK 4 1 Job Reterenra (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, - 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 07:47:35 2020 Page 1 ID:3xt?YdeRbYnXO16St6ghpz4=4RFZrRoOvGIsbDECEu WQzyuEdLW I008R4KNJBmzOE2M -1-4-0 4-114 i-0-0 ~ 4.114 Scale=1:17.6 K1ZE Plate Offsets (X,Y)— (2:0-1-4.0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 0deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Weight: 181b - FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4—Mechanical Max Holz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All tomes 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.11-4 Be putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 Be bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=459; L=40ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will 6t between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 167 Ib uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. _Joaquin Velez PE N6.68762 Wok USA, Inc. FL'Cert 6634 6964ParkeEnt Blvd. Tampa FL:39810 Date: April 22,2020 AWARNING -VM/ydeslialawamalereandREAD NOTES ON TIOS AND INCLUDED MNENREFERENC£ PAGE a1I47473n1 I44e34MITS5 FORE USE ' Cmgn valid for use only with MTeW moneclors. Tbl9 deelgn is based only upon parameters shown, and is for an individual building component, not true. slalom. Befam use. Ne building devgner at verify Me appiimbility of d®Ion parameters and prepedy inom"mte ibis design Into the overall buildingdeaign. Bracing IndicatedisroprevontbucidagofIndividualtrusswebandlorchoralmembersonly. Additionalmo,orsryandpetmarentbracing MiTek' Is always requiredfar stabliry and b prevent toOpas with poesibis personal Injury and property damage. Forgoneralgultlancere0aming Ne fabdcaeon, abmge delivery,erec0an end bracing of trusaea and buss syatMns. see ANSI/TPlf Quality Craer/a, USS49 and SCSI Handing Component 6904 Parke East Blvd. SelerylnlmmaHon availablefren Tmas PlatolnatiNte,218N.LaaSt.t Sulte312,AIeeandna,VA22314. Tampa, FL 36610 T20032203 22 ID:193QGWBBpX3jR187zeOm7kz57ad _AHzMWY2n11aA -1-0-0 4-114 1-0-0 4-114 1 Scale =1:17.6 Plate Offsets (X,Y)— j2:0-0-15,Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.47 Ved(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber VOL 1.25 BC 0.37 Ved(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES Wa 0.00 Horz(CT) -0.01 3 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 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. (Ib) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cal 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 gdp DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load 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 3-0-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to gmin value using ANSI/TPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 161 It, uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vole;PE No.68182 MT9k 1.15k bc. FL Cell C634 8804 Parke East Blvd. Tampa lcl= 3Mt0' Date: April 22,2020 ®WARNING -Verify de goo➢erar renrsa BREAD NOTES ON THIS AND INCLUDED MII£KREF£RENCE PAGE 11067473rmv 1040V1015BEFORE USE Design valid for use odyw 1h Wake connections. This design Is based only croon parameters shcam. and Is bran Ndividual taking component net ��- a truss system. Before use, due building designer must verify the appllrabrIyof design parameters and property scarporate thla design Into Neoverep buildingdeagn. Bracing indicated is Isprewatbucddividual Ww ing of gsseb a matter chord members only. Addito Itemporartandpermanentbradng M!Tek_ is always required for stabJRy and to prevent collapse with possible personal injury and property damage. Fbrgenemlgusime.aegardingthe fabncason, storage, delivery, erosion and bracing of busses and Wss systems, see ANSWP/I Qc 14CliMia, DSBA9 end SCSI Bul/ding Component 6904 Parke East 81M. SeAdylabrmadon available fmm True Plate InstWW.210 N. Lee Street, Suite 312, Merand0a. VA 22314. Tampa, R U610 Job Truss Truss Type City Ply LOT 29/S WATERBTONE T20032204 2323049 002 HIP 1 t Joo Refemnce (optional) Builders RialSDurce(Plant City, FL), Plant City, FL-33557. 8.240 s Mar 9 2020 MTek Industries, Inc. Wed Apr 22 07:47:48 2020 Scale=1:36.8 Sxe = 16 17 4x6 = 3x6 = 2x4 II 4x6 = 3x4 = 3x6 = _Plate OHsets(X,Y)- [3:0-6-0,0-2-8],[4:0-0-4,0-2-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(ILL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.81 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Hom(CT) 0.06 5 Na rua SCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 8616 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Hoe 2=-171(LC 6) Max Uplift 2=-784(LC 8), 5=-804(LC 8) Max Grav 2=1422(LC 1), 5=1426(LC 1) FORCES. (Ib)- Max. Comp./Man. Ten. -All forces 250 Ila) or less except when shown. TOP CHORD 2-3=-2542/1275, 3-4=-2217/1247, 4-5=-2531/1309 BOT CHORD 2-9=-974/2206, 7-9-97712229, 5-7=-1003/2193 WEBS 3-9=-80/686, 3-7=-298/60, 4-7=-56/694 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied or 5-9-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40fl; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)'This truss has been designed 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7841b uplift at joint 2 and 804 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116lb down and 87 Be up at 7-M, 86 Ib down and 162 lb up at 9-0-12, and 86 lb down and 162 lb up at 10-11-4, and 116 It, down and 290 It, up at 13-0-0 on tap chord, and 37416 down and 1631b up at 7-0-0, 65 Ib down at 9-0-12, and 65 It, down at 10-11-4, and 3741b down and 1631b up at 12-11-4 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-54, 4-6=54, 10-13=-20 Concentrated Loads (lb) Vert: 3=116(B) 4=-116(B) 9=-374(B) 7-374(B)16=-86(B) 17=-86(B)18=-40(B) 19=-40(B) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jbaquin Vu"I Nc.68182' .f1117ek USA, Inc-FL�C ut'6634 6604 ParkaEasI BNd. Tampa F183810' Data: April 22,2020 ®WARNING• Verlydaslgnlwvmeleraand READ NOTES ON7NISAND INCLUDED MIDEKREFERENCE PAGEMX7473 rev. feNY2015eE7DREUSE Deign valid forme ordywiN MTe69 mnneRms. This deign Is bases onlyupon parameters shovm, and is for an individual budding mmponet, rat a Was syatem.8amci uee. Na building definer must va Ne opal any Ineryorem Nis deign inN Neoverall deign parameter endmfy. ffy and is lrevent tbucse Wintf lndivldual b Ad Cwrtlmenbanonly.Addidanaltempora"ardr rmanenl bradrg MiTek' msawebay an mal,stgdelgn.BraciryiAlty Ne u ehaays requiretl forefabdiy and fo prevent wllapse vaN passible pesonel NlurY end pmpeM damage. Forgeneralgu,DSB am deaveryl lr and braolog of W, rid tmaa ee ANSU7P/1 Dually CNfeNe, Da6A9 and DC5l auflding Component 9andg EastU61 Blvd. S.Ant,lioq ts.. finny Safeylnformafian available (ram Tmea Plate InsNute, 21B N. Lee Strap Suite 312. Alexendde, VA 02314. 219 .L S.I. Tampa, FL 38610 Tampa, 9. Truss Truss Type City Ply LOT 29/5 WATERSTONE ' T20032205 �ob 323049 E3 JACK 3 1 Job Reference o tional Builders Firssource (Plant City, FL), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 07:47:53 2020 Page 1 I0:3xt7Yd6RbYnXO16Sf6ghjjz4rnz-Dv MFbOhgc011_cflggehleMgcjzE9b5DBkGpjzOE24 -0-0 3-0-0 -0-0 3-0-0 Scale=1:12.8 3-0-0 LOADING (psf) SPACING- 2-M CsL DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber.DOL 1.25 BC 0.14 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 FBC2017ITP12014 Matrix -MP Weight:'12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc pudins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0.0 cc bracing. REACTIONS. (size) 3=Mechanical, 2=04-0, 4=Mechanical Max Holz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Gav 3=66(LC 15). 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I11) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=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 forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This flues has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6416 uplift at joint 3, 213lb uplift at joint 2 and 42 Ib uplift aljoint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Veliti N0.63182 Mink LISA,;'Inc. Ft. Cart 6634 '6904 ParesEast Blvd. Terrpa FL;33610 Date: April 22,2020 AwARNalllad/ywaignparametersandREAONOTES ON MIS AND INCLUDED Mm KREFERENCE PAGE A014473rev. 1NOYIOMBEFORE USE Design valid for use only with MRBkO extraction. This design is based only upon parameters shown, and Is for an u,dividual building component not ■` a truss system. Before use, Me building designer must very Me applicability of design parameters and property inmrporote this design into the overall buildimgdwaGn. Brad, howled istoprovereltw ingofindmdualtunawebandiorchordmembersonly. Addi(onaltemp mgaMpemanwtbmdr9 MiTek' w always required for stability and to prevenlcollapse with possible personal lnlury and pmpetty damage. Forgenealguldanceregardim Me fabrication, abmge,delivery, erected and bracing ofbusses and was systems, see ANSVTellQuality Cilleria,OSB-BS odd BCS1 Building Component (gout P." East Blvd. Safety lnformaNeo avallable fiver Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tempe. FL 36610 Job / Truss Truss Type Qry Ply LOT 29/51NATERSTONE T20032206 12323049 E7 JACK 4 1 Job Reference (opgonap City, FL). Plant City, FL- 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Wed Apr 22 07:48:05 2020 Page 1 ID:3xl7Yd6RbYnXO16Sf6ghjjz4cnz-tD3vmiADrUXbBgXz?B2SAH7GURgml b7sz?euD1 zOE1 u -0-0 7-0-0 r 14-0 7A1-0 Style=1:23.1 Plate Offsets (X,Y)— 12:0-2-10,0-1-81 LOADING (psg SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na rva BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 241b FT=20% LUMBER. TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=11.1echanical Max Ho¢ 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Gmv 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (III) -Max. Comp./Max. Ton. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vui1=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 Extenor(2) zone;C-C for members and for 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 chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to gilder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1621b uplift at joint 3 and 184 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. Joaquin WIMPE No.86182 6hTak USA; Inc. FC Cert 6634 6904 Parke Ent Blvd Tampa FL 93810 Date: April 22,2020 AWARNING-V.dty ✓aeas, aramel.n asui NOTES ON TNIS AND INCLUDED MITEXREFERENCEPAGEM0d473mv. 10014015BEFORE WE assess Design valid for use onlywilh Mmeloa someCa,s. TNa design m baasd i my upon pammaters shown, and Is for an individual Lu0din0 component, net ��- e hose syatens. Before use, the huild in0 deagnermust verify the appllcabifity of design paremalers and properly Incorporate this design Into Me overall building design Bri Indicated is b prevent bucM., of individual Was web anw.r chord mambas only. Additlaal temporary and pem,anent loading MiTek' In always r000undfar atability and to prevent collapse with passible pemnsl injury and property carriers. ForgeneudguldanoemgardiWithe fabdsi.binge, delivery, section end Lacing of Mr... and case systems, as ANSYDPlf Quality CrGala, DSe-99 and SCSI Suflding Component Used Pad,e seat Blvd. Safelylnlonoarion avaflaNe Wm Truv Plate Institute, 218 N. Lee Street Suite 312, Alerandrle, VA 4314. Tampa, FL 3U610 Job Truss Truss Type Oly Ply LOT29/1WATERSTONE 4 T20032207 2323049 E7V SPECIAL 10 1 Job Reference c BOnal BWiOers HrsIJOurce (Plant City, FL), Pram ury, rL- 33567. 8.240 a mar a 2020 Mi ex Industries. Inc. wee Apr zA 07wa:l2 2020 rage 3 ID:193OGWBBpX31R187zeOm7kz57ad.g2 YE5FcOePcXvZlv9g5zfwS G2aV luabrmz7z0E1n -i-0-0 7-0-0 1-0-0 7-M 3x4 Scale = 1:23.0 Plate Offsets (X Y)— (2:0-2-11 0-Ml LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Veri(LL) 0.21 4-7 >405 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vil -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Hoa(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) -Max. Comp/Max. Ten. -All forces 250(I1g) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsh, h=15ft; B=451t: L=40ft; eave=5ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (directions]) and C-C Exterior(2) zone;OC for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)'This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Referto girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANS17rP11 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 3 and 179 lb uplift at joint 2. , This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Win PENo.68182 � NhTbk USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 73870 Data: April 22,2020 A WARNING-VerlydeLgn paramnMrs and READ NOTES ON THISANDINCLODED MITEx REFERENCEPAGEMl47473me 1NON015BEFOREOSE assia Design valid for use only with MGekO wMeclan. Mr. dealgn is based only upon parameters arisen, and is for an Individual building component net �'• y interceded design into Me overall a trues system. Belore use, Me building designer must veriy dire applicability ofdasign parameters and pmpedNu WAY buildingdaslgn. Biddingadirale,istopraventburklingorindMdualbasiswebandlarMeetmm and only. AddiflonallemporaWaMpmmaneathradd, MiTek' a aNis a sequired forsbabiliy and to prevent mllapsewllb possible personal Injury and paperry damage. For gener.l guldence regarding the fabdw0on.starage,delivery. erac8onand becingoftrusees and trusssyslerrs,see ANSg7P11 Oualily CniteNo, DG1349 and BCSI Building Component 6904 Perk. East li Sefetyhri agan avellablefam Tars Piat.1n tWte,218N.Leo Sb LSuil.312,Mexand4a,VA22314. Temp..FL M610 T20032208 6.z4u s Mar 92020 MITek Industries, Inc. Wed Apr 22 07:48:38 2020 Pagel ID:3xt?Yd6RbYnXO16Sf6ghllz4cnz-PZYNII ZV3dhwfvYJOdBBOE?tduvGWkiZe88u=OE1N Scale = 122.6 Plate Offsets (X.Y)— [2:0-6-7,0-0-51 LOADING (psQ SPACING- 2-" CSI. DEFL. in (loc) Udell L/tl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(-L) 0.24 4-7 >347 240 MT20 244/190 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 Hom(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017fFPI2014 Matrix -MP Weight: 3116 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ham 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10), 4=153(1-C 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. CompJMax.Ten. - All fames 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-7-8 cc 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=401T eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 3, 3071b uplift at joint 2 and 153 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vital PE N6,68182 MTek uB,A{.Ine. FL ced 6634 '6904 ParkeEast Blvd. Tampa FL 33919' Date: April 22,2020 ®WARNING- Vadlyddgnparmanva rd READ NOTES ON TMSANDINCLUDE06UTERREFERENCEPAGEMIJ173 vI f"3120156EWRE USE Dmgn valid for use oNyw 1h MTeMosiresslo,a. This design la band oNyupon paramem. shown, and is f.,an individual building mmponnaL par ��- a "a system. Before use, To building designer must vainly me applicability of design pammetem and properly Inm,porde this design media onmfl buildingdesign. BraciMl dkatedisroproventbuc ingoflndMdualWeaweb.nN.ra.0N mb..o ly. Adatimullten,ra, Mpamanentbredrg M!Tek' a always raqu4ed for ataka iryand to prevent mtb,.a writ possible personal injury and pmyedy damage. Furgenerel guidance ragardi,g the fabrication, storage, dohns,, erection and bracing of "nos and Was systems,sae ANSUTRf1 Quality tidied., DS&9and SCSI Building Compononf 6904 Parke East Blvd. Saletylnlorm.Uon a a0ahle from Truss Plate Institute, 21B N. Lee Street, Suite 312, Mmandda, VA 22314. Tampa, FL U610 Job 4 Truss Truss Type Oty, Ply LOT 29/5WATERSTONE T20032209 2323049 H3 JACK 1 1 Job Reference (optional) Builders nrssource (Plant City, FL), Plant City, FL-33567, 8.240 s Mar 92020 MiTek lndustdes,Inc. Wed Apr 22 07:48:64 2020 Pagel ID:3xt7Yd6RbYnKOI6Sf6ghjjz4cnz-xeW02SmylYleaMmNM OxfdmGBY?0113E70_ShLOE17 Scale - 1:12.6 4-23 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (too) ddefl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC OA9 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) -0.00 3 rda Na BCDL 10.0 Code FBC20177TPI2014 Matrix -MP Weight: 16 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=04-8, 4=Mechanical Max Harz 2=133(LC 8) Max Uplift 3=-58(LC 8), 2=-246(LC 8), 4=-48(LC 5) Max Gran, 3=73(LC 1), 2=234(LC 1), 4=54(LC 3) FORCES. Ila)- Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 3, 246 lb uplift at joint 2 and 48 Ib uplift at joint 4. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 56 lb down and 621b up at 1-5-12, and 561b down and 62 Ib up at 1-5-12 an top chord, and 22 lb up at 1-5.12, and 22 lb up at 1-5-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase al.25 Uniform Loads (pIQ Vert: 1-3-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 9=22(F=11, Sol 1) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin VolezPE No.68182 MiTek USA, Inc. FLCi d 6634 6904 Parke East Blvd Tampa FLO' fli Data: April 22,2020 ®WARNING-Vmlly deslgnpvamefore end READ NOTES ON TNISAND INCLUDED Mm REFERENCE PAGE 161IW473rev. 1413120l BEFORE USE Design vend far usacnlywW MReW connectors. This design is based only upon parameters shares, and Is for an Individual building component, not ��- a truss system. Before use, fie building designer must vedly the applicability of design parameter: and properly Incorporate this design Into rue overall bantling design. Building indicated is to prevent buckling of indMdual Wes was and/or rAoN members only. Additional temporary and permanent bradlg MiTek_ Is always required for stability and b prevent sollapse Won passible personal lnlmy and property damage. Forgeremiguidanceregardinglhe fabdcztbn, Man.,.,delivery, motion end lacing of trusses end truss ayxters,sae ANSUTP/r Closely Criteria, D.SB49 and8CS/ Building Component 69" P." East Blvd. Sayerylnrmmaden avaf&lebom Tm.PlatelnsUNte.218N.L.St.e Sdt.312,M..ndd.,VA22314. Tampa, P. W610 Jab 4 Truss Truss Type Oty Ply LOT2915WATERSTONE T20032210 2323049 H7 MONO TRUSS 2 1 Job Reference (optional) Builders FirstSource(Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek Industries. Inc. Wed Apr 22 07:48:59 2020 Page 1 ID:3x17Yd6RbYnXO16Sf6ghjz4cnz.HeKJ59p474KxgBfL9XO6MINX7C5zhwsoOPklBuzOE12 Scale-1:22.6 Plate Oftsets(X,Y)— t2:0-2-4,0-0-01 LOADING (psf) SPACING. 2-M CSI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC20171FPI2014 Matrix-MSH Weight: 43 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP Nm2l REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Hoa 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Gmv 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=330/681 WEBS 3-7=0/322,3-6=•719/349 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purling. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 lb uplift at joint 4, 2261b uplift at joint 2 and 78 Ito uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 561b down and 62lb up at 1-5-12, 56 He down and 62 lb up at 1-5-12, 516 down and 681b up at 4-3-11, 5 lb down and 68 Ib up at 4-3-11, and 50 Ill down and 138 lb up at 7-1-10. and 50 lb down and 13816 up at 7-1-10 on lop chord, and 22 Ib up at 1-5-1 2, 22111 up at 1-5-12, 11 Ib down and 7lb up at 4.3-11, 11 lb down and 7lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 Ib down at 7-1-10 on bottom chord. The desigNselectlon of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-54, 5.8=-20 Concentrated Loads(Ib) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=.5) 11=46(F=23, B=23)12=-99(F=-50, B=-50) 13=22(F=11, B=11)14=-51(F=-25, B=-25) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any -electronic copies. Joaquin Voloz PE No.68182 MDdk USA, Inc. FL Ced 6634 HIM Parke East Blvd. Tampa FL'39811) Date: April 22,2020 ,&WARNINO•VeHty deslBnparemaiere end READ Name ON WISANDINCLUDW All REFERENCEPAGEMII.7413ra✓. IMM00 BEFORE USE. Design valid for use only with Mrek®catmogom. This design Is based only upon parameterm ehown, and le lm an Individual building camp.nmll not a rusa system. Blare use, the building designer must verify me applicability of design parameters and properly Incowrate mis design Into me wmall buildingdevgn. Bracing Indicated Is to pavan bucking of Individual Imes web ender chord members only. Additional temporary and permanent among MiTek' Is always requiredI., atabllityand to mvent canape. arch possible pemonat Injury and pmperty damage. For general guidance Miamian me fabrication, storage. delivery, erection and bracing of busses and truss systems, see ANSWPI1 Quality CdomE., DSB49 end scar Bullring Component 604 Peke East Blvd. Safetylnfmma0on evailebiefmm Truss Plate Imtituta, 21e N. Lea St.L 6Wta 312, Alexendda, VA 22314. Tampa, FL 36610 T20D32211 Scale-1:22.5 3x4 Plate Offsets (X Y)— 12:0-13 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 5 n/a n1a BCDL 10.0 Code FBC2017rrPI2014 Maldx-MSH Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Hoe 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8). 5=-163(LC 5) Max Gmv 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (to)-Max.Comp./Max. Ten. -All foxes 250(Ib) or less except when shown. TOP CHORD 2-3=-9981624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-74/293, 346=-918/685 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6AO-7 oc bracing, NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrnal 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 4, 248 lb uplift at joint 2 and 163 fib uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-1 2, 67 lb down and 52 lb up at 1-5-12, 801b up at 4-3-11, 80 lb up at 4-3-11, and 50 lb dawn and 174 lb up at 7-1-10, and 50 Ib down and 1741b up at 7-0-10 on top chord, and 231b up at 1,5-12. 23 lb up at 1-5.12, 11 lb down and 7lb up at 43-11. 11 lb dawn and 71b up at 4-3-11, and 51 lb down at 7-1-10, and 51 Ib down at 7-1-10 an bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=-54, 53=-20 This item has been electronically signed and sealed by Velez, Joaquin, PE Using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any. electronic copies. Joaquin V61ozPE No.68182 MTek USA, Inc. FL Cdrt 6634 6904 Parke East Blvd. Tampa FL9361b Date: April 22,2020 ®WARNING-%artfydasl9nlmr.bvsuMREADNOMON7 SMOINCLUDEOM? REFERENCEPADEMII.7473mv.144320 80a)REUSE. Dealgnvalid for use only with MlrekO wnnecnrs. Tnla design Is based only upon parameters sham, and Is for an IndNldual building comprised, net a "a aystam. Barbra use, Pe building designer must verify the applicability of dmgn parsmotme and pmpe ty Incorymeto Mn design Into Re overall buildmgdanlgn. Bmdng Indicated Is W prevent bucideg ofedMdual bass web motor enema mombae only. Additional tompomry and pmmenort bredng MiTOW Is always "blind foratab0iry and to prevent collapse won essu blo pemand Injury and property damage. For general guidance regarding Me fabdwtbn, storage, ddi emchoa and bracing of busman and auto systems, sea ANSV7P/1 Duellly criteria, DS949 and BCSI BuIIdIn9 Component 6904 Pade East Blvd. Saferylnrormallon available from Trusts Plate Instii 218 N. Leo SbeaL Suite 312, Me tiodda, VA 22314. Tampa, FL W610 Job Truss Truss Type Cry Ply T20032211 2323049 HTV SPECIAL 3 1 �LOTMSWATERSTONE Job Reference (optional) (Plant City, FL), Plant City. FL-33567, 8.240 s Mar 92020 MRek Industries, Inc. Wed Apr 22 07.49:24 2020 Page ID:1930GWBBpX3JRI87zeOm7kz57ad-2PKmLi7mEmUOA 387Hz_tzvpfHfZ2EoUBoHaVyzOE0f LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1 1=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, E=-50) 14=23(F=11, B=11) 15=-11(F=-S, B=-5) 16=-51(F=-25, B=-25) ,&WARNING•Varifydeslgnparrmrenead R£AONOTES ON Ties AND INLLUDEDd11TENREPERENCE PAGE WI-7473my. fWD9tmSSEPORE USE Dasgn valid M use only wiN MTeM co mectom. This design Is based only upon parameter shown, and Is for en Individual building mna,marL not a Woe system. Before use, Me building designer must verify Me appllcabitity of design parameter and properly Inmrparato Me design Nb Me overall bribing design.Bracing indicated Is to prventbuciing of Individual sees web endrorchordmembae only. AddMonal temporary and peonaentbrchg MiTek' Ia always re9ubed for stabllky and to prevent collapse With passible peronal army and propery damage, FagenmalguldenmrgardiMthe fzboetan, sbrage, delbery, eracbon and brtlng of trusties and base systems, ever ANSI01rPI10uality CytN/a, DSB49 ond9CSl Building component 69M P." East Blvd. Smarylnformaraon available farm Tres Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL M610 Symbols PLATE LOCATION AND ORIENTATION �II!f1 sj4s " Center plate on joint unless x, y offsets are indicated. 5EDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- 4id' 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 /y/ ) Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint numberwhere bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 I I dimensions shown in ft-In-sixteenths (Drawings not to scale) el WEBS 9 4 2 u h- 'fin O o a ~ cra ra-r csc 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIRPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIRPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at lime of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative heated, 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 purlms 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 cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSlrrPI 1 Quality Criteria.