Loading...
HomeMy WebLinkAboutTrussGi 249 Maitland Avenue, Suite 3000 rl= D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com ENGINEERING ABBOCIATEB June 1.2020 Building Department Ref: Adams Homes Lot: Lot 1 Blk 1 Subdivision: Fort Pierce - Waterstone Address: 5456 Lugo St. Model: 1780 B RHG 3CF KA # 20-3004 Truss Company: Builders First Source Date of drawings: 4/28/20 Job No.: 2322920 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, 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 quantities 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, 4v% 1%1,1�S1 PA;gZO°0Ja �� LI C •• _TQ� d•' : N0 �n ,•'A j•', .�x7; Gq :mom m• S/1/2020 T OF r Carl A. Brown, P.E. Luis Pablo;,-igY.D P, �u M. Born, P.E. FL. # 56126 FL. # 87864`+i, `� E JG���`' # 82126 °OJIM 111{110� "Doing Business with a Service Mindse and an Eye for Detail" CAUTION!!! ._y b ,OMMMM0001 mom MOMMMMM®®,a M©F "AM 1� ��� �Ilitl•�����1;•ll�l�lll•�I�\� � CONNECTORS SCHEDULE ROOF TRUSS Q ID MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JUS24 895 / 835 10 A HTU26/ THD26 3600 / 3470 1555 / 2330 11 1t, 0 B HTU28 / THD28 4680 / 6040 2140 / 2330 1LB 01C 11 HTU26-2 / THD26-2 3600 / 3355 2175 / 2340 1IQ 0 D HTU28-2 / THD28-2 4680 / 6005 3485 / 2696 1 to 0 E HGUS26-2 / THDH26-2 5320 / 6245 2155 / 2340 I LE 0 F HGUS28-2 / THDH28-2 7460 / 8026 3235 / 3330 1IF 0 G HGUS26-3 / THDH26-3 5230 / 6245 2155 / 2340 1 LG 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 1 N 0 J THJA26 / HJC26 9100 / 8990 4005 / 4370 1 W 3X8NOP �] REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ (NOTE EREEV!IEEWTED Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of tradesuanld performing his work in a rcton cooinatinhis work with that of al other conssafe and sat slfadory manner. FLORIDA DESIGN SOLUTIONS, INC. Dale By Submittal Bo. Project No. Project Eng' Project Name: vw.rucoaaa:wro"w a,uxaaowmawewoa mumwu ewe: r.•,xo reuow ueuuo N rsm e, amen vuwvnmroxev xveurxo ennvxe memwaaucnne IMPORTANT uc°�Omunew,c accueaxc,sa. a This Must Be Approved And aea�arn�x rums +axevrrs3oxrm m vacww e¢x FOR. 1. vonoa wom uvaLwo Returned in.FodBoforstection hWill Dimen For Your Protection Chock All NO °"r""m OfMFA V"H 1Ox°' Dimensions And Conditions Prior To row Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL• 10 PSF BCDL: 10 PSF BCDL• 6 PSF By Date_ TOTAL: 37 PSF TOTAL 66 PSF DURATION: 1.26 DURATION: 1.00 DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCIBI SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, 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 NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) Q UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges YOU Not Be Accepted Regardless of Fault Without Prior NoUgeaflon By Customer Within 48 Hours And Invosggallon By Builders First Seems. NO EXECPTIONS. m Trv3s, Gallo Shear Wall, And Connoc0ona Tamporsry and Permanent Brewing, And Calling And Rooi Dlaphmgm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE 2 X 4 OVERHANG LENGTH: It- ENDCUT: Plumb CANTILEVER: TRUSS SPACING: 24' BUILDING CODE: FOC2017 BEARING HEIGHT SCHEDULE PLAN DATE: 1 2020 REVISIONS: 1. 2. 3. 4. 4408 Airport Road Plant CRY, FL 33663 Ph. (813)305-1300 Fax (813) 30&13D1 Lumber design values are in accordance with ANSI/ TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2322920 - lot 1/1 WATERSTONE MiTek USA, Inc. Site Information: �6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2322920 Model: 1780 13 kaYFL 33610-4115 Lot/Block: 1/1 Subdivision: Waterstone-St Lucie County Address: 5456 Lugo 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 Cade: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 40 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 T20077947 A01 4/28/20 15 T20077961 B01S 4/28/20 2 T20077948 A02 4/28/20 16 T20077962 B02S 4/28/20 3 T20077949 A03 4/28/20 17 T20077963 CA 4/28120 4 T20077950 A04 4/28/20 18 T20077964 CAA 4/28/20 5 T20077951 A05 4/28/20 19 T20077965 CJ1B 4/28/20 6 T20077952 A06 4128/20 20 T20077966 CJ1V 4/28/20 7 T20077953 A07 4/28/20 21 T20077967 CJ3 4/28/20 8 T20077954 A08 4/28/20 22 T20077968 CJ3V 4/28/20 9 T20077955 A09S 4/28/20 23 T20077969 CJ5 4/28/20 10 T20077956 A10S 4/28/20 24 T20077970 CJ5V 4/28/20 11 T20077957 MIS 4/28/20 25 T20077971 D01 4/28/20 12 T20077958 At2S 4/28/20 26 T20077972 D02 4/28120 13 T20077959 At3S 4/28/20 27 T20077973 D03 4/28/20 14 T20077960 A14S 4/28/20 28 T20077974 E7 4/28/20 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 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 judsdiction(s) identified and that the • designs comply with ANSVrPI 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 Mrrek'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 property incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. No; :STATE 6F 28,2020 Velez, Joaquin 1 of 2 MiTek® RE: 2322920 - lot 1/1 WATERSTONE Site Information: MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 336104115 Customer Info: Adams Homes Port St Lucie Project Name: 2322920 Model: 1780 B 3Car Lot/Block: 1/1 Subdivision: Waterstone-St Lucie County Address: 5456 Lugo St.,. City: Fort Pierce State: FL No. Seal# Truss Name Date 29 T20077975 ERA 4/28/20 30 T20077976 EJ7V 4128/20 31 T20077977 EJ210 4/28120 32 T20077978 EJ210A 4/28/20 33 T20077979 EJ210B 4128/20 34 T20077980 EJ210C 4/28/20 35 T20077981 EJ210D 4/28/20 36 T20077982 H7 4/28/20 37 T20077983 HJ7V 4/28/20 38 T20077984 HJ210 4/28/20 39 T20077985 HJ210A 4/28/20 40 T20077986 HJ210B 4/28/20 n 2 of 2 Job Truss Truss Type Oty Ply loll/1 WATERSTONE T2007794] 2322920 A07 Special Truss IJob 10 1 Or Reference (optional) winners 1-11"9150u(Ce (Flan City, -L), Plant City, FL-33557, 8.240 s Mar 9 2020 MITex Industries, Inc. Tue Apr 28 07:34:53 2020 Scale=1:71.2 Sx6 11 IJ' Sx8 = 3.00 12 5xa 85-0 17-115 22: 11 314-0 40-0-0 8-f1-0 935 d-1-] G35 Plate Offsets (X,Y)— [2:0-2-7,Edael, [3:0-M,0-3-01, 16:0-3-8 0-2-81 19:0-3-00-3-01 [10:0-2-7 Edael [13:0-4-0 0-3-0] LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.70 12-13 a687 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.1612-13 a414 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.63 10 No Na BCDL 10.0 Code FBC2017/TPI2014 Matnx-AS Weight: 212 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 5-14 Max Horz 2=437(LC 9) Max Uplift 2=-803(LC 10), 10=803(11C 10) Max Gran, 2=1552(LC 1), 10=1552(LC 1) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-4917/2714, 34=-4718/2560, 4-5=-4745/2670, 5-6=-2418/1539, 6-7=-2411/1535, 7-8=-4745/2670, 8-9=-4719/2560, 9-10=-491712714 BOT CHORD 2-15=-2265/4745, 14-15=-1315/2945, 13-14=-661/1867, 12-13=1315/2831, 10-12=2265/4435 WEBS 6-13=-067/933, 7-13=-1103/746, 7-12=-960/2000, 6-14=-071/988, 5-14=-1171/744, 5-15=961/2163 NOTES- 1) Unbalanced mat live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15% B=45ft; L=40ft; eave=5ft; CaL II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 4-4-0 to 2-8-0, Interior(1) 2-e-0 to 16-0-0. Exlerior(2) 16-M to 24-0-0, Interior(1) 24-0-0 to 37-4-0, Exlenor(2) 374-0 to 41-4-0zone; end vertical left and night exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load noncencument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2, 10 considers parellel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,� capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joini(s) except at -lb) 2=803. 10=803. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. 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 Yaiez PE 11,10.89192- M7sk USA; Inc. FL'Cart 6634, 1907 Parke,East Blvd, Tampa FL;S781D' Data: April 28,2020 AWARMNG-Verily dealge Paremalenand READ NOTES ON MIS AND INCLUDED MITEX REFERENCE PAGE W-7173 m. fo=M15 BEFORE USE Design valid fin use only Wih MTek® mnnectore. This design Is based only upon parameters ahoxn, and Is for an Individual building mmponed, cat ��- acauseewtem. Before Neapp9wb mbd®gnparametersentl Nistleand IntoNertbra Mdimbuildingdesignermustveriy nly. ddifioryorere parasol mryendpermanentbrzdng arlgdeelgn.Bretlngbltlirand MiTek' stbuddingnl asMblo pemssweban, and pmdmemberee.ForgeneraIguldon Is to U always reclaimed for atabiliy, and to preventcalWpae niN pmsible pemonal union, and pmpedy damage. PorgenaralguldOSS-8gandG fandyarr.mmadon daV gab,efmm TmndbrasingO 9,218N.L..saeyatemeeee ANSVAMTPIl Duelly Cr(ferla, O58-99 and BC5l Building Component al SOIey/nlorma0ana Jable lremTmsa Plate lnstiMe, 21BN. Lee Street, sum all, PJewndtla, VA 22314. 6904 Parke seat Blvd. Tampa, R. W610 Job Truss Truss Type pry ply lot 111 WATERSTONE 2322920 A02 Hip Truss 1 1 T20077948 J do Reference fpti p 6.00 12 3x6 i 5x6 i 3 3x4 G 27 5 56= 5x6 = 6 7 1.all STP = 2 19 18 17 16 15 1 6x12 MT20HS = 3x6 = 3x4 = 46 = 3x4 = 5x8 � 3.00 12 Inousmes, Inc. ite Apr 2a Ur:34:552020 Page 1 US77YA4XyW46R-sDXOgbJly7tGfg6ha2n 5Wz5M9BzGUWGVRXS2zMFgE 314-0 34-0-15 40-M 1-0-0 5.8-11 241-15 611-1 -0-0 Scale = 1:73.3 3x4 1 8 28 3x6 C 46.12�OHS 5x6 11 10 2914 4 3x6 - = 11 I Sx8 8-8-0 .anI 14d-11 19-M 121-0-0 25-74 314-0 40-0-0 Plate Offsets (X,Y)- f2:0-2-7 Edge] (3:0-3-00-3-01 IBO-3-00-2-01 (7:0-3-0 0-2-01 f10;0-3-00-3-0I ti 1:0-2-7 Ed e] LOADING (psQ SPACING- 2-M CSI.T FL. in (roc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0rt(LL) 0.65 18-19 >734 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0rt(CT) -0.9518-19 >504 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.rz(CT) 0.65 11 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix-A Weight 224 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SP No.2*Except' 2-19,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-e-0, 11=0-8-0 Max Harz 2=418(LC 9) Max Uplift 2=-803(LC 10). 11=-003(LC 10) Max Gmv 2=1552(LC 1), 11=1552(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-18.5-17, 816,9-14 FORCES. (lb) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 2-3=-4890/2915, 3-4=-4727/2812, 4-5=-3007/1949, 5-0=-2237/1612, 6-7=-1957/1523, 7-8=-2237/1612,8-9=.3007/1949,9-10=4727/2812, 10-11=-4890/2915 BOT CHORD 2-19=2446/4699, 18-19=-2183/4367, 17-18=-1303/2711, 16-17=-816/1957, 14-16=1303/2632, 13-14=2183/4159, 11-13=-2446/4409 WEBS 4-19=-540/1254,4-18=-1807/960, 5-18=-347/888,5-17=-1189/740,6-17=-516/817, 7-16=516/817,8-16=-1128t740, 8-14=347/823, 9-14=1666/960,9-13=-540/1165 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 26-7-14, Interior(1) 26-7-14 to 37-4-0, Exlerior(2) 37-4-0 to 41-4-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 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-" tall by 2-0-0 wide .+. will fit between the bottom chard and any other members. 7) Bearing atjoint(s) 2, 11 Considers parallel to grain value using ANSI/rPI 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) P 2=803,11=803. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetreck be applied directly to the bottom chord. 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 1!alez PE No.68182 MTekUSA, I11g.FLCoh 6034, . �6804 Parke East shni.Sampa FL 73-616' Data: April 28,2020 AWARNINO-Verlrydealgn Paramafaro and READ NOTES ON THISAND INCLUDED M?EKREF£RENCEPAGEWj.U73rov. r(MMOISBEFOR£ USEsees - Deal, valid harass oNywiP MrekO connectnro. This desig is based onlyupon p ear,eters shown, and is for an indlMdual bdrling wmismant,rot a bmssyslem. Deere use, 6,e building designer must verify O,e apptirabililycf dmlgn pammetem and praFedy Inmmorms tma design Into the overall �■es buiWingdedgrt Bradrg intliwedbeprevent buddWgallndividual humwab andlardwrd menbma only. Addi raltempamyandlananentbradm,{ is elwaye requhed entsbililyandto prevent collapse ahn pmdbispsmdrx Injury and pmpe4y damage. Far Benarelguidanseregarding the MiTek' faletylsn.slordias delivay,efirmanuss PlacL,gonne,21 N.LeeSreelem;see ANSVA22Ouallfy CNteria, 0.5Bd9 andBesr Bulld)ng Companenr Sebtyln/wma0on avalable ham Truss Plata lnstaula, 218 N. Lee 9beaL Soils 312, Nexandda, VA Y2314. Parke East T6904 ampa. U61Blvd. Tampa.R 36810 Joo Truss Truss Type Oty Ply lot'/1 WATERSTONE 2322920 A03 Hip buss 1 1 T20077949 Job Reference o banal __..__._....,........... .. ......-.s,..�, 1-0-0 „a,,, ..,,r,, 5-11-1 8-0-0 12-6A 1P0-0 8.240s Ma, amenmuexineusmes,mc. I ue Apr2d Uf:341552020 Pagel ID:g65k6Z?uVliuOXUS7?YA4XyW46R-K04nlxKNjJ?7Hght8m[DejWGOaWxgeOgRZ84 OzMFgD 23-0-0 27812 31-4-0 34-0-15 d0-0-0 1d-0 -0-0 5-11-1 2-8-15 3-10-0 4-5-12 6-0-0 4-5-12 3-10d 2di-15 5-11-1 <-0 Scale=1:72.9 5x6 = Sx8 = 6.00 12 6 7 5.6 i San O 5 8 25 26 2x4 II 2x4 II 5x6 i 4 9 5x6 3 10 1.5x8 STP = 4 EOZ 27 2 17 16 14 13 144 0 1 6x12 Mr2OHS = 3x8 28 15 4x6 = 6xl2MT20HS = f 3x4 = 4x10 Mr20HS 3.00 12 5xa 8-9-0 17-0-0 23-0-0 --� 31.4-0 40-04) Plate Offsets (X Y)- [2.0-1-14 Edgel 13 0-3-00-Ul [6:0-4-0 0-2-81 I7:0-6-0 0-2-81 [70 0-0-0 0-3-0I [71 0-2-7 Ed e] oav tl-0-0 LOADING (psQ SPACING- 2-0-0 Cat. DEFL. in (too) BdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.69 13-14 >694 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.11 13-14 >432 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.84 Hom(CT) 0.64 11 ma me BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2151b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except' 2-17,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP ND.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Hors 2=377(LC 9) Max Uplift 2=-803(LC 10), ll=-803(LC 10) Max Grav 2=1552(LC 1), 11=1552(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS IRow at midpt 7-16 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-5009/3053, 3-4=4792/2925, 4-5=-4855/3047, 5-6=.2533/1815, 6-7=-2235/1714, 7-8=-2532/1815,8-9=4756/3047,9-10=-4720/2925, 10.11=-4913/3053 BOT CHORD 2-17=-2572/4789, 16-17=-1614/3104, 14-16=-1062/2234, 13-14=-1614/2938, 11-13=2572/4431 WEBS 5-17=-1053/2110, 5-16=-1 l09f768,6-16=-060/825, 7-16=257/259, 7-14=-460/925, 8-14=-10461769,8-13=-1053/1945 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4.0 to 2-8-0. Interior(1) 2-8-0 to 11-4-2, Fxterior(2) 11-4.2 to 28-7-14, Interior(l) 28-7-14 to 37-4-0, Exleriol(2) 37-4-0 to 41-4-0 zone; end vertical left and right exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonooncurrenl 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 6t between the bottom chord and any other members, with BCDL=10.0psf. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) t 2=803, 11=803. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. 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 Valez PE No.681822 'MIAkUSA; Ina FLCerl6634. 6904 Parka End BIvd.Sempa FL 7¢610 Data: April 28,2020 AWARNING -v6iry design Isomealan and READ NOTES ON MS AND INCLUDED INTEK REFERENCE PAGE NII.74Te rm. 10b 014 BEFORE USE. design Ie basedoNy uponparametersshown,andmfor su Ndadstbuddingonmo Its o rot a pass valid Tor saent u%9MrTdo, dolgrar mustdpayn parameters and e Was vyslem. Before use, Me bsil4lto daalgnermuat verify Ne app y Ay Inwryorare this design Into Ne overall ��• puss b only. is asosMutullostalndkalnd to is bprevenllapsawd, amable p WeBwebenNnr dnpeny daaaaa Forgaaamlredanas Martntar,entb2drg and tlirg Ne Injury and pmpetydamzg11 WOW f.hricaelwayarequvedrarelablM and of tamass sad ausrsonal Costs, cralguldane_89 6ahry%nfmnaa. don daval a�blo(mTrymvad Pl ellnabNle, 218 N.L eStr et Suile]12. Plexer,tlrly�yq�2�a�riy alley a, Dse-g9 mdBCSIB.Ddt yCampm.f 69W Pa,ke East Blvd. Tampa, FL U610 Job Truss mss Type Dry Ply lot 1/1 WATERSTONE 2322920 A04 Hip Truss 1 1 T20077950 JbRI (optional) irstaourca Plant ulty. FL), Plant City, FL-33567, 8.240 s Mar 9 2020 .I a. industries, Inc. rue 28 07:34:58 2020 Pagel Scale = 1:75.6 5x6 = 6.00 12 y4 _ 5x6 = 6 7 25 1 9 4x10 MT20HS � 3.00 12 4x10 Mr20HS 8.9-0 15-0-0 25-0-0 31-0-0 40-0-0 8-8-0 6.4-0 10-0-0 Plate Offsets (X V) 12.0 1 14 Edoel 13 0 3-003-01 IS 0-33 0.2-01 6-0-0 p 0-33 0-2-41 190-3-0 0-3-01 11070 1 14 Edg 1 8 8-0 LOADING (psf) NG- 2-0-0 C51. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 rip OOL 1.25 TC 0.81 Vert(LL) 0.63 15-16 >764 240 MT20 2441190 TCDL 7.0 r DOL 1.25 IRep BC 0.95 Vert(CT) -1.0813-15 >446 180 MT20HS 187/143 BCLL 0.0 'ress Incr YES WB 0.50 HOrt(CT) 0.62 10 We NaBCDL 10.0 FBC2017rrP12014 Matrix -AS Weight: 205 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3.9-11: 2x4 SP No.1 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-15,8-13 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Ho¢ 2=336(LC 9) Max Uplift 2=-803(LC 10). 10=803(LC 10) Max Glen, 2=1552(LC 1). 10=1552(LC 1) FORCES. (lb) -Max. CompJMax.Ten.- Allforces 250(Ib) or less except when shown. TOP CHORD 2-3=-4978/3159, 3-4=-4815/3120, 4-5=289212022, 5-6=-2542/192% 6-7=-2542/1929, 7-8=-2892/2022, 8-9=-4737/3120, 9-10=4883/3159 BOTCHORD 2-16=-2665/4726, 15-16=-2477/4430, 13-15=-1459/2654, 12-13=-2477/4172, 10-12=2665/4401 WEBS 4-16=-572/1237, 4-15=-1940/1241,5-15=516/957, 6-15=-340/192, 6-13=340/192, 7-13=516/957, 8-13=-1809/1241, 8-12=572/1155 NOTES- 1) Unbalanced mar live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh 13CDL=5.Opsf; h=15ft; 13=45ft; L=40ft; eave=5ft; Cal II; Exp C; Encl., GCPI=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-4-2, Extertor(2) 9-4.2 to 30-7-14, Interior(i) 30-7-14 to 37.4-0, Exterior(2) 37-0-0to 41-4-0 zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard 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 H will 6t 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 ANSI7rP11 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1 2=803,10=803. 9) This truss design requires that a minimum of 7/16-structual wood sheathing be applied directly to the top chord and 1/2' gypsum sheetmck be applied directly to the bottom chord. 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 Vol" Pe No.68182 �MLTek USA, Inc. FL Cert 6634.. 6904 Parke EasI Blvd. Tampa FL 73010, Data: April 28,2020 AwARNING- tr"ifydeslgnpnrmr,slenoMREADNOT£S ON TIDSAND INCLUDEDMrr£KREFERENCEPAGEWuy,,,p nv.1NDY201EBEFORE USE Call, valid br use onlywiN MTek®mnnecbn. This tlesyn la based only y area Daloshown, and b en individual tend no mmponer4, net a Wee system. Berne use, Me building designer must verify is epplirabitity of design parameters and pmperly Inmgonte Me design R e- use Me overall building design. Brarnie Ndiwted is b prevent bud hg ofindividual Wxs web andlordmrd members only. Additional lempor, ry and permanent bmcirg is elwaya required faratabildyand b preventmllapae with possible personal injury and property damage. FwgefteralguidaluxlegasuiMNe ■` MiTek' faMmtion,storage, delivery erectionend braces, ofbusses and Weseyatema. see ANSIVrP/1 Quality CnAwle, DS"9 andSCSl Building Component Salorylnlwmagon avaJa ie fnm Truss Plate lnseNte.219 N. Suite 312, Nexandda, VAU314. 6900 Parke East Blvd. Lee Street Tampa, FL W610 Job TI Truss Type Day Ply loll/1 WATERSTONE 2322920 A05 HIP TRUSS 1 1 T2D077951 Job Reference (optional) Builders FirstSaurce (Plant ('.i1v FI 1 Pmnr cix, n _ aavav n n.n _ .._. n 1, US, -... -.. .._... - ----', ,..o, ....... �.�� ,,— ,uu. E ao v:aa:uu auzu rage i ID:g65k6Z7uVliuOXUS77YA4XyW46R-DBKHtINunYVZmS eNcN9oZgOXBURcUJFMB917nzMFg9 1-0-0 5-11-1 13-0-01 20-8-0 27-041 314-0 34-0-15 40-0-0 14-0 -0-0 5-11-1 ]-15 7-8-0 6d-0 2-8-15 r Scale=1:74.0 U12 MUDHS 6.00 12 2x4 11 5x6 = 4 26 27 5 28 296 7�Z 3x4 S 8 i ] �e 25 30 5x6 3 g 1.5x8STP = 24 2 31 . 1.5x8 SIP = Bx12 = 12 11 3x4 = 5x6 = 17 16 15 14 u 3x8 - 1.5x6 STP = Sx12 = 3x4 11 Us C i 6x8 = 3.00 12 EM 13-0-0 I 20-M 211-8� 27-0-0 314-0 40-0-0 910 talg Plate Offsets (X Y) 12.0 2 9 0 1-81 [3 0-4-00-3-01 [6 0-6-0 0-2-8] IB 0-3-0 0-3-01 [9'0-2-10 0-0-71 (16'0-3-12 0 3-01 LOADING (pst SPACING. 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.37 17-20 >310 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Vert(CT) 0.2917-20 >398 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.72 Hom(CT) 0.16 9 file rule BCDL 10.0 Coda FBC2017/TPI2014 MaMx-AS Weight: 22116 FT=20% LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-15: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0, 17=0-8-0 Max Hom 2=295(LC 9) Max Uplift 2=499(LC 20), 9=-533(LC 10), 17=-1290(LC 10) Max Grav 9=1018(LC 16), 17=2420(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-M oc bracing: 13-15 WEBS 1Row at midpt 4-13,4-17 FORCES. (Ib)-Max. Comp./Man. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-590/1392, 3-4=839/1648, 4-5=-096/746, 5-6=-898/741, 6-7=-1446/1022, 7-8=-2458/1567,8-9=-2765/1739 BOT CHORD 2-17=-1257/662, 16-17=-428/492, 6-13=-430/454, 12-13=-460/1270, 11-12=1066/2134, 9-11=1382/2466 WEBS 3-17=-058/616, 4-16=01255, 4-13=-818/1431, 6-13=-5181318, 6-12=-303/651, 7-12=1081/707, 7-11=-334f782, 8-11=-282/258, 13-16=-426/525, 4-17=.2247/1399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=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 Enterior(2)-1-4-0 to 2-8-0, Interior(1) 2-8-0 to 7-4-2, Exterior(2) 7-4.2 to 18-7-14, Interiog1)18.7-14 to 21-4-2, Extedor(2) 21-4-2 to 32-7-14, Interior(1) 32-7-14 to 37-4-0. Extedor(2) 37-0-0 to 41-4-0 zone; porch left exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pointing. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 par 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. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI?PI 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 10016 uplift at joint(s) except Qt=lb) 2=499,9=533,17=1290. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheelrock be applied directly to the bottom chord. 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' MITeI} GSA; Inc. FL Celt 4834. 6904 Parke East Blvd.Tzmpa FL46l!0 Data: April 28,2020 AwAawas;-Vivify d'ag"waam't're and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAGE 41167aTa ree VIVi fd BEFORE USE Design valid for use only Wei MTek®mmecMre. This design is based only upon pavan ssoa ebovm, and W for an individual budding component, not ��" e uuss system4 fine. Before bdldmg dealgner must vane, Me app6.!xtI.f design parameters and Prepedy laeoipooeW this design Into In a,aall ■ building design. BmdW indicaled is b prevent bucWing of hdvidual W4s web andordmk member only. Addi4orel temporary and permanent bmdng kakvaya M.0 Wfcostebaityandbpreventwhops.vdM sslblepemonWinjuwandpmpenydamage. For9enerel MOW guidance regarding Me lebtlwtion. alorag4 ddivary erecb'on aed bracing of buaseB and trw96yslem9.9Be ANSUTPil OualiyCrHd4,D5Bd9and BCSIBuilding Component Sehlylnfoonati. eves ie frem Tmse Platelnsetuts.210N.Lee 6904 park. East SW. Ste SWte312.Nexantlda.VA22314. Tampa, FL W610 Job Truss Truss Type Dry Ply lot Ill WATERSTONE T20077952 2322920 A06 HIP TRUSS 1 1 Job Reference (optional) ,....,..,..;..�W.., ."�zr,w, ns.,u=np,caen:oo.V, cucu raget ID:g65k6Z7uVIiuOXU57?YA4XyW4fiR-hNug4e0 W YrtlONELwJUOLnOCnbEOLyPbrurfDzMFg8 1-0-0 5.9d 11-0-0 16-0-0 2041-0 29-0-0 31-0-0 34-0-15 40-0-0 1-0-0 5-2-12 51-0 4.41 8140 2-0-0 241-15 5-11-1 -4-0 r Scale = 102.6 6.00 12 6x8 = 5x8 = 4x6 = 5x6 = 428 29 530 6 31 32 7 33 3x4 C 8 3x6 4 1.5x8 STP = 3x6 = 3x4 = 2x4 1 3x6 G 6x8 = 3x6 = 3.00 12 s-0-0 11-0-0 1644 20-6-o z1-8 2s-0-0 31-0-0 40-0-0 1 9-4n lean j„ .. _ 1 Plate Offsets (X Y)- [2.0-2-9 0-"] [4 0-6-0 0-2-81 [5 0-4-00.3-01 V'0-0-8 0-2-41 fl O:0-2-10 0-0-71 [74:0-7-4 0-4-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.30 20-23 >368 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.85 Vert(CT) -0.4313-14 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.15 10 n/a va BCDL 10.0 Code FBC2017/TPl2014 Matrix -AS Weight: 223 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2'Excepr 6-16: 2x4 SP No.3 WEBS 2x4 SIP No.3 REACTIONS. (size) 2=0-", 10=0-", 20=0-8-0 Max Horz 2=254(LC 9) Max Uplift 2=-610(LC 20). 10=531(LC 10), 20=-1319(LC 10) Max Gmv 10=994(LC 16), 20=2545(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except: 10-0-0 oc bracing: 1416 WEBS 1 Row at midpt 420, 5-19 FORCES. (lb) -Max. Comp.IMax. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-680/1626, 3-4=-899/1811, 4-5=-355/919, 5-6=-1101/766, 6-7=-1589/1153, 7-8=-1752/1204, 8-9=.2382/1532, 9-10=2698/1786 BOT CHORD 2-20=1423/755, 19-20=-946/850, 6-14=566/547, 13-14=-333/1173, 12-13=-1003/2059, 10-12=-1425/2423 WEBS 3-20=379/548, 4-20=2169/1176, 4-19=-390/1065, 5-19=-1486/960, 5-14=-596/1261, 6-13=-365/515, 7-13=-153/507, 8-13=-760/495, 8-12=384/729, 9-12=-325/363 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15R; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-" to 2-8-0, Interior(1) 2-8-0 to 54-2, Exterior(2) 5-0-2 to 16-7-14, Inledor(1) 16-7-14 to 23-4-2, Extedor(2) 23-4-2 to 34.7-14, Interior(1) 34-7-14 to 37-4-0. Extedor(2) 37-4-0to 41-4-0zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=9.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chard 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rP11 angle to grain formula. Building designer should verify, capacity of bearing surface. es,7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=610,10=531,20=1319. 8) This truss design requires that a minimum of 7/16" structural woad sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. 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 Yeha PE No.68182- MITpkUsA,Ira; FC Cert6634( 6984 Parke East BNdJampa FL �3;810• Dale: April 28,2020 ®WARNING-Vadlydasl9aP-ears-ad RE4DNO7ES ON MIS ANDINCLUDEDNnENREFERENCE PAGE 01.7473ray. fw=olll BEFORE USE assess�• Design valid far use rmymh Miliek® mm,ectors. TNs design is based onlyupen parameters shown, and is loran Individual budding wmpanent, not a bus--yatem. Before we, the bunking devgnermust verJy the epplii,alst yof desgn parameters and Properly inmtporate Use design Into Neovera0 buildingdesgo. Bridling Indented is bpraventbuskingofimlMdualmans webendforNordmembersonly. Addldoreltempmaryandperma entbradrg MiTek' is amo required for stability and to preventoorapse vn n possible personal injury and pmpany damage. Forgeneral guidam a n,ardmg Pe fa irwixn,an.u. deliverayy sedon and bracing of busses and buss systems,see ANSnP/1 Queers CNlarle, DS"9 and BCS1 SaNdin component Seletylnlerma9on evil a -fmm Truss PktelnstWte.218N.Lee SbeeLSWte312,Alexandda.VA22314. g P Parke East East 81W Job Truss mss Type Qty Ply WATERSTONE 2322920 A07 HIP TRUSS 1 1 E T20077953 f (optoral) to: 1-0-0 5-11-9 9-a 15-0-0 20E-0 5x6 = 5x8 = ad II 6.as 12 4 28 29 305 6 2x4 \\ 3 1.5x8 to = 26 27 4 1 2 8x1 a.awo,va, am "unamuamea,mc. manprzauvjb:udzuzu 3.8 = 31 7 32 5x6 = 8 8 15 3x6 % 1.5x8 STP = 3x0 = 2x4 II 3.00 12 3x6 G 4x6 = 6x8 = - 97 gnn ntO 15-0-0 2D-8-0 2)144 261-0 3140 1 40-0-0 Scale=1:72.6 Plate Offsets (X Y) 12.0-2-9 0-1-e1 [4.0-0-0 0-2-81 [5 0-3-12 0-3-0t IB'0-3-0 0-2-01 [10:0-2-6 0-0-71 LOADING (psi) SPACING- 2-M CSI. DEFL. in floc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.38 19-22 >288 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 VerhCT) 0.31 19-22 -354 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Hom(CT) 0.16 10 n1a rda BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 208 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 •Except 6-16: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0, 19=0-8-0 Max Holz 2=-213(LC 8) Max Uplift 2=-803(LC 20). 10=514(LC 10), 19=-1411(LC 10) Max Gmv 10=939(LC 16), 19=2775(LC 1) BRACING - TOP CHORD Structure[ wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. Except 10-M oc bracing: 14-16 WEBS 1Row at midpt 5-19 FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250(lb) or less except when shown. TOP CHORD 2-3=-928/2065, 3-4=108312155, 4-5=-956/1944, 5.6=-1083/693, 6-7=1129/717, 7-8=-1864/1293, 8-9=-2228/1440, 9-10=2541/1743 BOT CHORD 2-19=1814/988, 17-19=-302/401, 6-14=-283/266, 13-14=-893/1944, 12-13=-893/1944, 10-1 2=1 381/2284 WEBS 4-19=-1159/711,5-19=-2052/1222, 5-17=20/279, 14-17=-038/460, 5-14=-741/1505, 7-14=-901/661, 7-12=-267/94, 8-12=-000/783, 9-12=-333/434, 3-19=299/521 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.Opsh, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Erp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interfor(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 14.7-14, Interior(1) 14.7-14 to 25-4-2, Exterior(2) 254-2 to 36-7-14, Interior(1) 36-7-14 to 374-0, Extedor(2) 374-0 to 414-0 zone; porch left exposed;C-C for members and fortes a MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 3) Pinvide adequate drainage to prevent water pending. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This tress 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) Bearing at joini(s) 10 considers parallel to grain value using ANSI7rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. -7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=803, 10=514, 19=1411. 8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetmck be applied directly to the bottom chord. r 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 Vdlex PE N6.98782+ MT9k OSA;1nc. FL Cert 6634, �990A Parld, Ent Blvd. Tampa FL 33310 Date: April 28,2020 AWARNING-Verity deslen Parameters mMREAD NOTES ON THIS MD INCLUDED MREK REFERENCE PAGE MIA7473 rev. 160.V2014 BEFORE USE Dsslgn valid for use cnlyw do MReM connectors. This design is based only upon parameters shown, and is ror an Individual building mmpcnent ant �I• a buss system. Befors use, the building designer must vedfy Ne appfial,Wyor deers pametme and papedy Inoo crate Nis design into the ovea9 ` buiidingdeslgr Bmdngindi=[Wisbpmeve tbuWl ,of Nd'Mdual Wnu banNortlw mambos y. Addigonal temporary and permanent bmtlrg Is aiways requun ed rmalablity and prevent mllapsewiN possible personal Injury and Pmpem,damage. Forgenemiguidancam,ardingee 11 A[Te l.• 1VL 1 Il febdwWn. abage, ddivmy,ersotiWl and bating of busses and truss eyatems,-as AwrU lOaetiry Crirarfa. DSBd9 end SM Building Companenf Sa/efylnlorma0on avaJable Ism Truss Plate Institute, 218 N. Lee Street Suite 312. AlesaMEa, VA 22314. East 69M Pa,ke East BIM. Tampa. FL Seem Job Truss Coss Type Oty Ply lot 1/1 WATERSTONE T20077954 2322920 AOB Hip Truss 1 1 b Reference (optional) ounuem nniduurcn trwnc'.y, r�1, ram ury. IL-ddab4 1-4-0 3-9d11-10-11 -0-0 3-93 3-2-12 2-0-0 2-6-11 6x12 Mr20HS Boo 12 3x4 i 3 1.5xBSTP = 2 91 25 S 9 = 2x4 II 7x10 = &to = 4x6 = 5 32 3334 35 6 36 377 24 23 44 21 45 20 46 1.5x0 STP = Bx14 MT20HS = 3x4 = 7.10 = 5x6 113x8Mr20HS = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 4719,...... - 2x4 II nznu s INar a zuzuCon ex mousmes, mc. I ue Apr Ln uCab:us zuzu 2x4 II 3x8 = 839 4041 942 43 Scale=1:73.5 IOX16MT20HS 1/ 10 3x4 11 5x0 STP = o_ 5 12 13 Ie '- 12115 = 14 b 2x4 11 &00 112 4x10 MT20HS 3-9-0 7-09s 3-0-11 [ -2-11 -10-8 -3.5 .0I w29 2 -0 I Plate Offsets (X,Y)- [2:0-1-11 Edgel [6:0-M Edgel [10:0-2-4 Edgel [72,0-1-2 0-0$ [18:0-6-405-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ved(LL) 0.77 16-17 >475 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.8916-17 >414 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.86 Hora(CT) 0.28 12 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 218111 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-6: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 2-22,19-22: 2x4 SP No.2, 7-19: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* 4-24,5-24,5-21,6-21,6-20,6-18,5-23: 2x4 SP No.2 REACTIONS. (sae) 2=0-8-0, 12=05-0, 23=0-8-0 Max Holz 2=172(LC 7) Max Uplift 2=-1852(LC 18), 12=-1071(LC 8). 23=-4338(LC 8) Max Gmv 2=965(LC 6), 12=1743(LC 18), 23=5676(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 1-11-1 oc bracing. WEBS 1Row at midpt 5-21, 6-21. 6-18. 5-23 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-2367/4138,3-4=-2707/4429,4-5=-2438/4045,5-6=-1595/2862, 6-7=-3324/2524, 7-8=5031/3240, 8-9=-5031/3240, 9A0=-5157/3039, 10-11=-5633/3273, 11-12=5260/2985 BOT CHORD 2-25=-3671/2208, 24-25=-3671/2208, 23-24=-5423/3732, 21-23=542313732, 7-18=1141/669, 17-18=-2369/3469, 16-17=.3198/5666, 15-16=-3198/5666, 14-15=2610/4776, 12-14=2569/4706 WEBS 3-24=-503/489, 4-24=-1917/1186, 5-24=-2006/2711, 5.21=.2620/3541, 6.21=-3537/2578, 6-20=-183/455, 18-20=-365/i6, 6-18=-2374/3812,7-17=.706/1764,8-17=-437/421, 9-17=-721/227, 9-16=0/300, 9-15=687/490, 10-15=-986/2003, 11-15=-075/591, 5-23-5421/4147 NOTES- This item has been 1) Unbalanced reef live loads have been considered for this design. electronically Signed and 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. sealed by Velez, Joaquin, PE II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 Digital Signature. using a g g 3) Provide adequate drainage to prevent water ponding. 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 with 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. Bearing at joint(s) 12 considers parallel to grain value using ANSII TPI 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 100 lb uplift at joint(s) except at=1b) Jbaguin Velp: PE No.88182 2=1852. 12=1071, 23=4338. MIT4fi USA; Ina FL CeifOG34, 9) This truss has large uplift reaclion(s) from gravity load case(s). Proper Connection is required to secure truss against upward 6904 Parka East Ely at Tampa FL 73A10 movement at the beadngs. Building designer must provide for uplift reactions indicated. Data: Anril 28.2020 :ontinued on Dace 2 AWARNINO•VMydas/gnpenmetera and READ NOM ON MS AND INCLUDED MTER REFER£NCEPAGEM670gm.. fW "0136EFOREUSE Design valid hr use anlyvan MITeA® mmmWra. The design is based only umn parameters shown, and is loran mdivWual building mmponm,t net �• a areas aystem. Bafore we, the bu9ding designer must very Me applicablliyof design parameters and pmpedy incowrate O,Is design into Neomeall buildimc.egn.Blad,g mdil.sel h to prevent bulding of mdMdual buss web andikvdaed merobes, only. AddianaltampomryaMpennanentbrad,g _ MiTek la always required forabbili y end W preventmwlInpm on pmsitle permnal Injury and propm property daage., Forgeneed guidanceregardi,y ibe labdmlion,storage, dabeaeI,senate. and bracing of Ire. and truss eyatama, see ANSDTPT Qualify Criteria, DS"9 and BCal Building Component SOeylnroye-Use avacable ksm Tmse Plate l.stW le, 210 N. Lee Street S.t.312. Nexandda, VA 22314. 6904 PeIXe East Blvd. Tampa. FL afi610 Job Truss Truss Type pty ply lot l/1 WATERSTONE 2322920 A08 Hip Truss t 1 T20077954 Build F' iS PI Job Reference o tional ers Irs ource ( ant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:05 2020 Page 2 NOTES- ID:g65k6Z7uVIiupXUS77VA4XyW46R-a87AwOROc47mDtc99zKVdOpzCa4HiL VSs3p_zMFg4 Is 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9016 down and 173 lb up at 7-0-0, 28 lb down and 51 lb up at 9-0-12, 90 lb down and 173 lb up at 11-0-12. 90 lb down and 173 Its up at 13-0-12, 90 Its down and 173 lb up at 15-0-12, 90 Its down and 173 It, up at 17-0-12, 90 lb down and 173 Its up at 19-0-12, 90 Its down and 1731b up at 20-11-4. 116 Its down and 184 I6 up at 22-114, 116 lb down and 184 lb up at 24-114, 116 Its down and 184 lb up at 26-114, 116 lb down and 184 Its up at 28-114, and 116 lb down and 184 Ito up at 30-114, and 237 lb dawn and 407 IS up at 33-0-0 an top chord, and 272 IS dawn and 3571b up at 7-0-0, 65 IS down and 102 Its up at 11-0-12, 65 lb down and 102 Its up at 13-0-12, 65 Its down and 102 lb up at 15.0-12, 65 Its dawn and 10216 up at 17-0-12, 65 IS down and 102 Ito up at 19-0-12, 6516 down and 102 Ib up at 20-11-4, 82 lb down at 22-114, 82 IS down at 24-11-4. 82 lb dawn at 26-114, 82 IS down at 28-114, and 82 Its down at 30-11-4. and 4251b down and 169 Ib up at 32-10-8 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-10=54, 10-13=-54, 19-26=-20, 15-18=-20, 15-29=20 Concentrated Loads (lb) Vert: 4=-90(B) 1 0=-237(B) 15=-425(B) 24=-272(B) 5=3 21=-39(8) 20=-39(B) 6=-90(B) 16=-60(B) 32=90(B) 33=-90(B) 35=-90(B) 36=90(B) 37=90(B) 38=-116(B) 39=-116(B) 41=-116(B) 42=-116(B) 43=116(B) 44=-39(B) 45=-09(B) 46=-39(B) 47=-39(B) 48=-60(B) 49=60(13) 50=-60(B) 51=-60(B) L ,& WARNING -ly"Mytt-VO-Parsonson and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE Mll-7173 assess my. 104130I1S BEFORE USE Design valid buss onlyvdth MTeM mnnecfora. This design is based oidyupon Patametea shown, and is for an Individual beading component. not �� trues.,ara. Before uas, ga I (ding designer must vadfy Me appaability of desmm p gn paaeteand mpetlyNwrparete Nis design into the overz9 ■■����� buildingdestge BradN lndiated la b prevent butlding of NEMdual"savants staffer chord mambas only. Afttonal temporary and peimeneatbred,g Is always tequired for staba6y and to ptevent collapse wiltpossible personal Inlets, m and property damage. For general MiTek' guidance regardlig tho fabtiafmg storage.ddrvwg erection and lancing of basses antl"ss systems, see ANSUTP110ualdy Catania, MR49 and BCS1 Building Component Safetylnfermadon available hom Tress Plata lnstinte,218 N. Lee Street Suite 312. Alexandria, VA 22314. 6904 Pans Cast BIW. Tampa, FL W610 Job . Truss Truss Type pry ply lot 1/1 WATERSTONE 2322920 A095 Special Truss 2 i T20077955 mI C Job Reference (optional ant my, FL), Plant City, FL-33567, 3x6 = 2x4 II 6 7 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:06 2020 Scale=1:72.8 6.00 12 3x4 i 24 26 3x4 5 8 3x4 i 5x6 G 4 6x6 O 9 3 26 23 1.5,11 STP = 14 2 16 1s 5x8 II pp 5x6 _ 3x4 = 10I N II 13 27 12 11 3x6 = 3.00 12 6.8 = 3.6 = 3.4 = 3x6 = 84-0 13-7-1 20-0-0 2 A- 29-8-12 40-0-0 84-0 4-t1-2 a�-w Plate Offsets (X Y) 12 0 1 14 0 0 71 f3 0 3-0 0-3-01 f6 0-3-0 Ed e) (9 OJ-0 0-3-01 f10:0 2 12 0 1-8t LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(L-) -0.36 11-13 >648 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.5511-13 >423 180 BCLL 0.0 ' Rep Stress Incr YES We 0.63 Horz(CT) 0.10 13 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Maldx-AS Weight: 20816 FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 GOT CHORD 2x4 SP ND.2 WEBS 2x4 SP No.3 REACTIONS. (sae) 2=0-8-0, 13=0-3-8, 10=Mechanical Max Horz 2=429(LC 9) Max Uplift 2=557(LC 10), 13=.509(LC 10), 10=-440(LC 10) Max Grav 2=810(LC 19), 13=1587(LC 15). 10=824(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipl 5-14, 8-13, 7-13 FORCES. (Ib)-Max. Comp./Max. Ten. -Aft forces 250(11 or less except when shown. TOP CHORD 25=-2096/1541, 3-4=-1747/1352, 4-5=-851/868, 55=244/508, 6-7=-206/510, 7-8=-207/524, 8-9=1083/833, 9-10=-1321/926 BOT CHORD 2-16=.1270/2185, 15-16=-940/1734, 14-15=-424)833,11-13=-292/496, 10-11=590/1125 WEBS 3-16=-341/278, 4-16=-3191739, 4.15=-1012/579, 5-15=-200/603, 5-14=-1070/610, 8-13=839/541, 8-11=-24Br739, 9-11=-449/427, 13-14=A154/311, 7-14=.488/71 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2.8-0 to 16-0-0, Extedor(2) 16-M to 24-M, Interior(1) 24-0-0 to 36.0-0, Exterior(2) 36-0-0 to 40-M zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 par bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chard in all areas where a rectangle 3-e-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Previde mechanical connection (by others) of buss to bearing plate capable of withstanding 100 to uplift at joint(s) except (t=lb) 2=557, 13=509, 10=440. e^8) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 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 11ai PE No.68182 Walk IJSA; Inc.k Ceh 663d, . 6904 Patna East Bivd.?empa PL M10: Data: April 28,2020 ®WARNING -Po ,ydetlenpwamareraemlREAD NorEs ON rd,s ANDINCLUDEDulrEKREFERENCE PAGE sed.7varw. Im"als BEFORE USE assass Design vard for use odywiN MITeM menaears. Ties design Is based enlyupon parameters shmvn, ande, loran Individual building mmpo sent net ��• a truss instant. Before use. Olin binding deele er must wdfy the applicability of design parameters and prope,ly inmrporste this design into Ibeoveml beldingdeslgn.Brach, indicated is W preventbudding oflndMdual tr anib and/or dnN members only. Addiao,mltemporaryandperma,reolbmtl,g M us always required for slab0ily and to prevent collapse win passible parsons!infur,and property damage. Forgenenlgeldancaregardingllle 1.' he IVr 1 Il fabdcator,storage. daiNey. erection and braaog or trusses and truss sysWme,a. ANSI/rPll Oually Whaler DSB49 and SCSI Building Componanf Se/eyln(wmegon ava0abtefmmTruss Platelna4Wte.218N.Lee StreeLSulte312,M.e dda,VA22314. 8904 Paris East Bnvtl. Tampa, FL Wall Job Truss Truss Type O(y Ply lot l/1 WATERSTONE 2322920 A105 GABLE 1 1 T20077956 • Job Reference o tional -------- ._... _..�.. �,. •.......s•o.ervo ma, o mau,nne¢ muusu,es, inc. ,ue Nprzo ul:=uv zuzu Pagel o-10-1: m1a12 uno-lz 15-1-10 ID:g65k627u V IiuOXUS77YA4XyW46R-SwNhm NUXfJdHLgAN071 GgTYXlpygD W Gao4gGyizMFgO t-0-0 ato-tz ti- et ato-tz tas< 1z5-0 taatz xo40 xaiM xo-]d z63 = 112l al g aloe tax atn I a7-1 eaa 10-10.12 8 a_m_n 7 2 6 6-10-1 41� 0 3� I4145 5x6 C 6.00 12 1 7-0 2-0-0 24-0 1 2-0-0 1 13 10 14 3.6 1 6 6 Scale = 1:70A 1.S B 5TP = 3x12 OH 3x6 1 4x6 I I 36 20I ? $ 56 35 M 5733 32 31 6.8 = 25 24 23 22 5821 o 3x6 = U4 = 30 29 28 27 26 5x6 = 3x4 = 3x6 = 3x6 = e-10-12 10-10-12 15a2 16.1.10, 2a o-%.2 s t oa-g t txno-tz t 1 zany zo-'�rr to zatas 2 4 z 14 z zn Zoe 1a3 o az.t2 alas toga Plate Offsets (X Y) [2 0-3-00-141 [8 0-3-00301 112 0-3.8 0-231 124:0-3-O03-0] LOADING (psi SPACING- 2-0-0TB I. DEFL. in (roc) t/tleFl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 0.77 Vert(LL) -0.22 21-53 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 0.90 Vert(CT) -0.47 21-53 >498 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor NO 0.86 Hoa(CT) -0.01 26 Na Na BCDL 10.0 Code FBC2017/7PI2014hix-MSH Weight: 318 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Nm2 'Except` TOP CHORD 1-8: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 *Except' 24-31: 2x4 SP No.2 P WEBS 2x4 SP No.3`Except* 335,3444,643,32-45,2946,30-47: 2x4 SP No.2 OTHERS 2x4 SP No.3 WEBS JOINTS REACTIONS. All bearings 7-4.7 except (jt=length) 2=0-8-0, 20=Mechanical. (lb) - Max Ho¢ 2=429(LC 7) Max Uplift All uplift 100 It, or less at joint(s) 27, 28 except 2=-998(LC 8). 26=-1441(LC 8), 20=165(LC 8), 29=489(LC 8) Max Grav All reactions 250 lb or less atjoint(s) 27 except 2=918(LC 17), 26=2467(LC 1). 20=630(LC 14), 28=264(LC 14). 29=508(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ill or less except when shown. TOP CHORD 2-3=-714/924, 34=621/731, 4-5=457/323, 5-6=-396/310, 64=-437/391, 7-8=425/410, 8-9=394/688, 9-10=-322/662, 10-11=-280/682, 11-12=-2271692, 12-13=-246/731, 13-14=314/747, 14-15=-317/645, 15-17=-508/120, 17-18=590/143, 18-19=-615/77, 19-20=882/191 BOT CHORD 2-35=765/572, 34-35=-765/572, 3334=-7651572, 32-33=-310/203, 3032=310/203, 2930=310/203, 26-29=-310/203, 27-28=-310/203, 26-27=310/203, 25-26=32/301, 24-25=32/301, 23-24=32/301, 22-23=-32/301, 21-22=32/301, 20-21=-71/739 WEBS 12-26=331/366, 2639=-1138/618, 39-40=-1100/596, 4041=-1149/618, 1541=-10061570, 15-42=303/651, 21-42=-290/652, 21-36=497/429, 19-36=423/325, 847=547/624, 4647=-642/665, 3846=606/608, 37-38�623/632, 2637=-625/633, 33-45=-629(716, 845=-073/762, 4-44=-238/767, 4344=-245/747, 33-43=392/855, 3-35=-259/26, 643=275/192, 2946=-268/264 Structural wood sheathing directly applied ors-3-9 oc pudins. Rigid ceiling directly applied or 6-M oc bracing, Except 5-4-11 cc bracing: 2.35 64-11 oc bracing: 34-35 6-8-6 oc bracing: 33-34 10-0-0 oc bracing: 20-21. 1 Row at midpt 12-26 1 Brace at Jos): 37, 38, 39. 40, 42, 45. 46 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); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed far wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI7rPl 1. 4) All plates are MT20 plates unless othenvise indicated. 5) All plates are 20 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-M oc. 7) This truss has been designed fora 10.0 par bottom chord live load noncancument with any other live loads. 8) ` This ytruss 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 nuEv VEM 7473 nv. 1NMORIBESORE USE ah, and u loran Indi alual bu0&ng mmmnmt not 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 Yet" PE No.68182 MiTok USA; Ine.FLCid6694{ '6904 Parke Exit Blvd. TzmpaFL 33810 Data: April 28,2020 M!Tek' 6904 Pa" Eas[ Blvd. T..,.. FL 36610 Job Truss Truss Type Qty Ply lot l/t WATERSTONE 2322920 g10S GABLE 7 1 T20077956 Job RefpT I1 --^-- -••w v-o•,-.,Y. may, Plant City, ra- .soot, B24U s Mar 92020 Wok Industries, Inc. Tue Apr 28 07:35:09 2020 Paget NOTES- ID:g65k6Z7uVliuQXUS77yA4XyW46RSwNhm NUXfJdHLgAN071 GgTyXlpygDWGaQ4gGy1zMFgO 9) Lumber designated with a "P° Is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be = protected from corrosion per the recommendation of the treatment Company. Berate or other suitable treatment may be used If it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 10) Refer to girders) for buss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 28 except Gt=11b) 2=998, 26=1441, 20=165, 29=489. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 334111 up at 2-10-12, and 327 lb down and 143 lb up at -1-4-0 on lop chard, and 4691b up at 2-10-0, 16 lb up at 4-10-12, 16 lb up at 6-10-12, 16 Ib up at 8-10-12, 16 It up at 10-10-12, and 195 lb up at 12-10-12, and 99111 dawn and 136 Ib up at 14412 on bottom chord. The design/selection of such Connection device(s) Is the responsibility of others. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54, 2-12=-84(F=-30), 1255=84(F=-30), 20-55=54, 48-58=-50(F=30), 5158=-20 Concentrated Loads (Ib) Vert: 1=-300(F)35=16(F)34=16(F)32=16(F)29=-99(F)30=107(F)54=148(F)56=267(F)57=16(F) ®wARNINO-Vodydealgn Para fwsaMREADNOTES ON TNIS AND INCLUDED NREKREFERENCE PAGE WX,73rev. rdeV1O1S BEFORE USE D.gn valid for usaoNyvi,M MITeW mnnedors. This design Is based only upon parameters shown, and is for an Individual balding wm,berse, not Wite buss system. Before me, Me building dedgner must vfy M erie appfrablty of dmParameters, kan pameters mm and prosody inumte Mb design Me, Me overall b.Hdingd.19.BmdW indicated is to prevent budding ofirdledual Muse websndor NON members only. AddidonaltemporayarWpsrmmentbmd,g 0 always requbed for stability and to prevent wpa llaewlMos possible personal injuyand property demegs. For general guidance regarding Me MiTek' fabrication, eMmge, ddivey, arecfion and Musing.(Moses and buss systems, use ANSUIuff Oueliy Criteria, DSBAe and BCIU Building Component Soby/nrdmadon av flable fmm Tmm Plate ]ns6Wt%21$ N. Lea Sbsst, Sulla312. N.dfia, VA U314. fi9g4 P." Eaal Blvd. Tampa,M 3fi610 Job fuss Type City Ply lot 1/1 WATERSTONE LA11SS T20077957 2322920 Spedal Truss 1 1 J b R ! pf I) usrccurce u-lam Uty, YL), Hard uty, I-L-J35a7, 3x6 = 2x4 II 6 7 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:11 2020 scale=1:72.8 Y 1011 Us = 34 = 3x6 = 3,06 = 3x6 0 3.00 12 8-7-8 13-10-8 20-0-0 2 -9 29-8-12 40-0-0 - 8-7-8 5-3-0 6-1-8 0-9 8-11-12 10-34 Plate Offsets (X Y)— [2:0-1-14 0-0-71 [3:0-3-00-3-0I [6'0-3-0 Edcel t9'0.3-0 0.3-01 n0'0-2-12 0-1-e1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.38 11-13 >610 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.5711-13 >405 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Hoa(CT) 0.10 13 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2081b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP N0.3 BRACING. TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-14, 8-13, 7-13 REACTIONS. (size) 2=0-8-0, 13-0-3-0, 10=Mechanical Max Holz 2=429(LC 9) Max Uplift 2=-558(LC 10), 13=-508(LC 10), 10=-441(LC 10) Max Gmv 2=810(LC 19), 13=1593(LC 15), 10=826(LC 16) FORCES. (III) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2095/1541, 3-4=-1759/1363, 4-5=-817/849, 5-6=242/513, 6-7=-202/504, 7-8=-209/531,8-9=1089/837, 9-10=-1330/932 BOT CHORD 2-16=-1271/2183, 15-16=-953/1747, 14-15=-401r787, 11-13=279/471, 10-11=-696/1134 WEBS 3-16=-326/265, 4-16=.315/741, 4-15=-1064/611, 5-15=-200/598, 5-14=-10421597. 8-13=833/545, 8-11=-260/762, 9-11=-461/438, 13-14=-1148/295, 7-14=-072/80 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, hoot 5ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-14-0 to 2-8-0, Interfor(1) 2-M to 16-0-0, Exterior(2) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36-0-0, Extedor(2) 36-0-0 t0 40-" zone; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 5) Refer to girders) for truss to truss connections. 6) Bearing atloinl(s) 2 considers parallel to grain value using ANSI/TPI i angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at=lb) 2=558, 13=508. 10=441. �8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and 1/2° gypsum sheetreck be applied directly to the bottom chord. 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 Ydlex PE No.68102 64'7ekUSA; lh:FL Cart 6634 6904 Parke East BIvd.Tzmfaift. 3610r Data: April 28,2020 ®wuiwwG- Vertlydeelga Jsmmefarsar,4READ NOTES ON TKISANO INCLUDED Mm EKREFERENCEpAGEdn47V3nv. IWWO15 BEFORE USE ��- Deal, valid for use oNywrp Welds corporate, The design Is bared odyupon parememre shover, and Is faran Individual Wading component. rut a toss syeuem. Before use, the building designer MnAvenly Me applicability of desgo parameters and propedy Incnmorele Nis design Into Meoverea _ buildingdesign.Brad,g Indicated la m prevent buddNg oflndMdual bussweb autprdmrd mantras only. Additio Itemporeryandpermanentbmd,g MOW always required for stabnay and to prevent mllopeo with possible parwnd Injury and prepany damage. For general guidance regarding Ma fabrication. smrege,d-T-aeV, erection and bracing of trusses and buss systans, sass ANSIfFPll Qualify Critwla,DS9-09 and BCW Sugdng Component Blvd O . fi904 Pa AEsal Safefylnformahan availablefmm Tmae Plate Instimm,218N.Lea Str LSuite312,Ml ndda,VA22314. Tampa. Eastt Job Truss cuss Type Oty Ply lot 1/1 WATERSTONE 2322920 g125 Special Truss 1 1 T20077958 J b Ref (optional) Y. n , ,o,,...,.r, -wu,. 3x6 � 3.00 12 a.4vu s mar v 4u.0 MI 3x6 = 2x4 II 5 6 28 07:36:12 2020 Scale=1:72.8 5x8 II 3x6 = 3x4 = 3x6 = 6x8 = 29,tl-12 40-0 0 _Plate Offsets (X,Y) [2.0-010 Edge], [3.0-2-4 0-3-0I [5 0-3-0 Edce7 [e 0-3-0 0-3-01 [9'0-2-12 0-1-8] LOADING (psQ SPACING. 2-M CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.36 10-12 >648 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.5510-12 >423 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horc(CT) 0.09 12 We rue BCDL 10.0 Cade FBC2017rTP12014 Matrix -AS Weight: 206 Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 3-14, 4-13, 7-12, 6-12 REACTIONS. (size) 2=0-8-0, 12=0-0-8, 9=Mechanical Max Hoe 2=429(LC 9) Max Uplift 2=-542(LC 10), 12=541(LC 10), 9=-424(LC 10) Max Grav 2=797(LC 19), 12=1612(LC 15), 9=806(LC 16) FORCES. (Ito) -Max. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-0=.2062/1434, 3-0=-801/779, 4-5=-217/469, 5-6=-178/483, 6-7=-170/484, 7-8=-1043/793, 8-9=1281/887 BOT CHORD 2-15=-1169/2138, 14-15=-1125/2057, 13-14=-368/770,10-12=256/461, 9-10=-655/1090 WEBS 3-15=212/618,3.14=-1337/786,4-14=-133/553,4-13=-1042/596, 7-12=-837/540, 7-10=-249/740,8-10=-450/427, 12-13=-1179/347,6-13=512/48 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) -1-4-0 to 2-8-0, Inleriar(1) 2.8.0 to 16-0-0, Exledor(2) 16-0-0 to 24-0-0, Interior(1) 24-0-0 to 36.0-0, Exterior(2) 36-0-0 to 40-M zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSInnol i angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=542, 12=541, 9=424. -8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chard and 112" gypsum sheetrock be applied directly to the bottom chord. This itemhas 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. gJoaquin ;;PENp.88182 MlTek USA; 1, FL-Cei 6634, 6904 Parke East 81vd.Rempz'FLf8ll Data: April 28,2020 ®WARNING-venfydWgnparame--dRFADNOTEs DNTNISANDWCLUDEDM/ REFERENCEPAGEMII.7p3e.lh sesses UISBEMPEUSE Desgn valid for use onlyWth MtreW connectors. This dealgn Is based any upon corametem shown, and Is for an hdividual buildng sm ponm,t net bunsW1 system.Befom use,the building designer must verfyth ie applicability oftlwgn pammeteun and pmpedinco y rporateI is dI Into Ire,overall buildhgdeslgn BmdW Indicated is to mewentbuckling oflndivldual Was web and/or dmN manbers only. AddiSonaltempomryandpermanentbrasin, always resumed for stsbgity and to prevent wllapse Ma, possible personal injury and pmpeMdamage. Forgenweaguidenceen,see ,de, WOW fabdmWn.storage,da'ivew,erectlonandbr=cgof Wewwdh sary s,see AN9VTpl10Uallry G/reNd,0.S&89 and BCSI BURdIng Component Safarylnfmmeeva oR a'labtefmm Tmssplate Institute,21a N.Lee Street6uite312,Alexondda.VA22314. fi904 Parke End EastIM. B Tempe,FL Jab Truss Truss Type city Ply lot i/7 WATERBTONE 2322920 A13S Special Truss 1 1 T20077959 • Job Reference o Oanal --_-•- , ^• ^v • =e ^_ •• U.". FL- 57. d.zcu a Mar u zuzu at, ex lnaustnes, Inc. Tue Apr 28 07:35:13 2020 Page l 11-4-0 44-8 5-11-1 12-0-9 20-0-0 ID:g65k6Z7uVliul0XUS7?YA4XyW46R-LhcCbIXIJX8jgRU8ag6CqJjHXRJ39KjAUoU4WzMFfy t 265-13 32-11-11 40-0-0 i-0-0 4-]-8 7391 6-58 ]-7-8 I 6.5-13 I 65-13 7-0-5 3.6 = 6.00 12 2x4 II 5 6 Seale=1:72.8 5x8 Haag = 3x6 = 3x4 = 3x6 = 34 c 3.00 12 4-7-8 1 124-9 20-0-0 2 -9 29A-12 40.0.0 a '.5 Plate Offsets (X Y)- (2.0 0-10 Edge) f4 0-4-0 0-3-0) t5 0J-0 Ed 1 160-3-00-3-01 LOADING (psf) SPACING. 2-M CSI. DEFL. in (lac) War Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.36 10-12 1649 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.5510-12 >424 180 BCLL 0.6 Rep Stress Incr YES WB 0.84 Horz(CT) -0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 208 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-3-8, 9=Mechanical Max Horz 2=429(LC 9) Max Uplift 2=-508(LC 10), 12=-012(LC 10). 9=387(LC 10) Max: Grav 2=774(LC 19). 12=1711(LC 15), 9=766(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Raw at midpl 3-14, 4-13, 7-12, 6-12 FORCES. (lb) - Muds. Comp./Man. Ten. -All fames 250(I1g) or less except when shown. TOP CHORD 2-3=-2197/1366, 3-4=-817/688, 4-5=-1681377, 5-6=-130/439, 6-7=-113/397, 7-8=-956/706, 8-9=11941800 BOT CHORD 2-15=1131/2273, 14-15=-1083/2145, 13-14=-330/836, 10-12=-176/380, 9-10=-578/1012 WEBS 3-15=181/600,3-14=-13241766,4-14=54/534,4-13=1148/620, 7-12=-831/530, 7-10=-252/742,8-10=-453/430, 12-13=-1286/432,6-13=-594/128 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Extra C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-14-0 to 2-8-0, Interior(l) 2-8-0 to 16-0-0, Exterior(2) 16-M to 24-0-0, Imerior(l) 24-M to 36-0-0, Exteri(342) 36-0-0to 40-M zone; end vertical left and right exposed;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrentwith any other live loads. 4)' This truss has been designed fora live load of 20.0psfon the bottom chord in all areas where a rectangle 3-M tall by 2-M wide will fit between the bottom chord and any other members, with BCOL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSIfnal 1 angle to grain formula. Building designer should verify capacity of hearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except (jt=lb) 2=508, 12=612, 9=387. ^8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be. applied directly to the bottom chord. 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 Yclez PE 110.68182, ,Mrrak USA; Ine:FLCart6634, 6904 Parke East SIvd.45mpa FL;73818' Dale: April 28,2020 AWARNING- Vadry Wargo Pv vnat-.m1 READ NOTES ON TMSANDINCLUDEOMREKREPERENCEPAGEMRdQ3nr. 1"311015BEFORE USE Design valid for us° aNywaln MRek® mv,ecom. TNs dcogn is based only upon parameters ebown, and b for an Individual bugling component rot a buss system. Before ass, the building designer must verify Ma applicability.f datgn parematera end Pmperlyincorymate this dead, into Ne evman _ buildingdesign. BmdmOdicatedisbpreventbuc fngoflndiddualWambandord Mmmnbveonly. Addionattemporaryandpe,manentbradrg MiTek b alway° requival for arabtlay and to pr°vmt°olio,°° win possible persoml injury and pmpeny damage. For general guidance fabdwtlon, store e, dtlN gu ��i� U0 g ery,eremT..Madngof t..21 N.Lb.ssystSuIW3e ANSVAP 314eriy Mtvia, 0.5B-0g andBCSl Bulyding Component 6904 Parke East Blvd. Selarylnfa+matlon avalable ham Trues Piate lnsOmle. 219 N. Lee Street Sul1e 312,Nazendda. VA 22316. Tampa,FL M610 Jab Tmss Truss Type pry ply lot 1/1WATERSTONE 2322920 A14S Special Truss 1 1 T200]79fi0 b Reference pC I1 s. 1, Qom v, is. ri 3z6 = 6.00 12 US II 6.29U 5 Mar U 2U20 MI I el, Inc. True Apr 28 07:35:14 2020 Scale =192.8 _._ - inns= .- 3x6 o 5x0 = 3,6 = 3z4 = 3x6 = 3.co 12 3x6 II 224-8 I 11-8-0 I 20-0-0 �4.9x 29--12 40-0-0 7e 9na 8 Plate Offsets (X Y) r2.0 1 10 Edae7 IS 0 3 0 Edoel I8 0-3-00-3-01 r13 0-2-8 0-2-81 rl5'0-0-0 0-1-121 f15'0 3 4 0 3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) -0.38 10-12 >606 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ved(CT) -0.5710-12 >409 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 20916 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2 BOTCHORD WEBS 2x4 SP No.3 *Except` WEBS 4-13: 2x4 SP No.2 REACTIONS. (size) 2=0-8.0, 12=0-3-8, 9=Mechanical Max Horz 2=429(LC 9) Max Uplift 2=-377(LC 10), 12=-881(LC 10), 9=249(LC 10) Max Grav 2=704(LC 19), 12=1923(LC 1), 9=576(LC 16) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-0=-2003/940, 34=705/341, 4-5=-19/579, 6-7=-10/584, 7-8=-538/368, 8-9=-779/465 BOT CHORD 2-16=-788/2114, 15-16=-782/1995, 14-15=-288/699, 13-14=-291/692, 9-10=279/642 WEBS 3.16=-48/496,3.15=-1304/730,4-14=0/510,4-13=-1179/640, 7-13=815/513, 7-10=-2591756, 8-10=-463/438, 12-13=-1856/1131,6-13=-845/458 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 3-15, 4-13. 7-13, 6-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2).1-0-0 to 2-9-4. Intedor(l) 2-9-4 to 16-0-0, Exte ior(2) 16-M to 24-M, Interior(1) 24-0-0to 36-0-0, Exterior(2) 36-0-0to 40-0-0zone: end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 _ 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonwricurrent with any other live loads. 5)' This truss has been designed for a live load of20.0psfon the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Refer to girders) for truss to truss connections. 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of fuss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=377, 12=881, 9=249. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 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. JoaquinVelaz PE No.68182,. MITak USA; I=FL: Cert6634', '6904 Parka East Blvd. Tampa FL SSB10 Date: April 28,2020 ®WARNING- Vsriry dsslgn psgmstera seal READ NOTES ON Tin AND INCLUMM Mime< REFERENCE PAGE MAWS mv. 10AIy2015 BEFORE USE Dmlgnvalidforuseonlyw MTeM® nned m, TNsdesignbbasedodyuponparametemshown,endbfarw IndivkualbuudingmmMnmt,mt r �■• a trur ayatem. Before me, fhe building designer must verify Me appfmbiblyof dmign parameter and propedy Incorporate alb design into the overal buildingdeslgn. BmCng Indicated is 1p prevent buckfmg oflndividual huaa web andor Emal member only. Addiaowltempo2ryandparr enentbraca, u Way mWirMd raWbif"ndbprmentmllapse Wn pmsiblepenanal ry Nfuandpmperyma dage. Forger Iguidanmregan,li, e MiTek fa6dm8on, storage. delivery. areo8on and bracing oflmsaw and lmsa apterns, see ANSUTPlIOualiy CAfMe, OSBA9 end BC5l Bullring Component Safeylnfwmadon available from Trans Plate Insured,218 N. Lea Street Suite 312, Alexandria, VA 22314. 6904 Parke East Blvd. Temp., FL 36610 Job Truss Truss Type Ory Ply lot 1/1 WATERSTONE 2322920 B01S COMMON TRUSS 2 1 T20077961 I Job Ref(optional) icnwny, ry, rm,u u,y, r� 4x6 O B.24D a Mar 9 ZU20 MI I ex Industries, Inc. Fue Apr 29 07:35:15 2020 Scale =1:47.2 3x6 = : X4 = 4x6 = 1.5x8 STP = U4 = k1S18 Plate Offsets (X Y)— (1:0.6-0 0-0-21 13:0-3-2 0-2-01 15-0-0-0 0-0-101 LOADING (psf) SPACING- 2-0-0 C51. DEFL. In (lac) Udell Ud PLATES GRIP TCLL 20,0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.31 6-8 >748 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.48 6-8 >489 180 BCLL 0.0 Rep Stress [nor YES WB 0.38 Hom(CT) 0.02 6 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 1141b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=1viechanical, 5=0-40, 6=0-e-0 Max Hoa 1=-260(LC 8) Max Uplift 1=-346(LC 10), 5=-219(LC 10), 6=-550(LC 10) Max Gmv 1=727(LC 15), 5=179(LC 20), 6=1005(LC 16) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 1-2=-1143/842, 2-3=-926/751, 34=-156/495 BOT CHORD 1-8=-635/1165, 6-8=-207/541 WEBS 2-8=-442/459, 3A=274/724, 3-6=861/137, 4-6=-448/549 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 3-6 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=4.2ps,, BCDL=5.Opsf, hot Sit; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 4-0-0, 1merior(1) 4-" to 8-10-0, Exterior(2) 8-10-0 to 16-10-0, Intedor(i)16-10-0 to 21-4-0, Exterior(2) 21-4-0 to 254-0 zone; end vertical left and right exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) except at=lb) 1=346,5=219,6=550. 7) This truss design requires that minimum of 7116" structural wood sheathing be applied directly to the lop chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 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. Jaaguin Velez PE No.84182 ii, re t USA: lee.FLCertiG34 :004 Parke East BHd.Tl'in px FL338102 Date: April 28,2020 ®WARNINO-Ve fyde99n PermmrersaWREAD NOTES ON MSANDINCLWEOMITENREFERENCEPAOEb i.M3ne 10bYtd15BEFORE USE Design valid fause-GY WM Mi cormectom. This design Is based PNy upon paramatme shown, and Is for an individual buidng consonant, not ��' a truss system. Before use, the building designer must verify Me appliwbifilyof design Pam stem m and parody Inryorate this design into lheovemil _ buildingdeaf9m among Mdiratad is M prevent budlMg of lndMdual truss web andfor Morel members only. Additional temporary and permanent bmdn, IsMiTek alwas 8apae yrequiredfor stability and b Prevent oowith possible personal Injury and pmpeM damage. For general guidance regarding Me fabrication, 9romge, delfYery, er Eee and breCMg of looses and he9e ripmme. wee, ANSITPI 10 ustill Wharfs, DSB49 and B car BUllding Component feast Blvd. Seracreformaf/on evegable from Tessa Plate lnatMge te,218 N. Lee Street. SOW 312. XmaMda6904 Pads E . VA 22314. Tampa.rk East Job Truss Truss Type oty Ply let Ill WATERSTONE 2322920 B02S GABLE 7 1 T20077962 Job Reference (optional) lent City, FL), Plant City, FL - 33567. 8.240 5 Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:17 2020 4x6 O Scale: 1/4'=1' III 3x4 = 3x6 11 am — 1.5x8 STP = 3x4 = 3x12 W20HS = _ 53-14 6-0-0 10-1d 12-10-0 74-10-10 19-e-0 .0 22d 12 25d25 �-c11 drd I -f Plate Offsets (X Y)— (1.04-4 0-0-21 f7.0-0-2 0-2-01 LOADING (pall SPACING- 2-0-0 Cat. DEFL. in (loc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 020 22 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.20 20-22 >999 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.94 Hom(CT) 0.03 17 nla n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 1641b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or3-8-13 cc puffins. BOT CHORD Rigid ceiling it rectly applied or4-9-12 cc bracing. JOINTS 1 Bruce at Jt(s): 27, 28, 30, 31 REACTIONS. (size) 1=Mechanical, 17=0-8.0, 13=0-4-0 Max Hom 1=-282(LC 6) Max Uplift 1=-875(LC 8), 17=-1431(LC 8), 13�375(LC 8) Max Grav 1=1170(LC 1), 17=1774(LC 1), 13=281(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 1-2=-2040/1542, 2-3=-1993/1567, 3-4=-1940/1581, 4-5=-1059/858, 5-6=-989/888, 6-7=-944/895, 7-8=934/889, 8-9=-1002/899,9-10=-1053/856 BOT CHORD 1-26=-1263/1783, 25-26=-1263/1783, 24-25=-1263/1783, 23-24=-1263/1783, 22-23=-1263/1783,20-22=1263/1783 WEBS 10-17=-1206/878, 7-20=-461/469, 20-30=678/1095, 30-31=-678/1088, 31-32=-714/1131, 10-32=-656/1074, 4-24=-400/508, 4-29=1039/877, 28-29=-993/840, 27-28=-1027/869, 20-27=1047/885 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; ease=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. This item has been 4) All plates are MT20 plates unless otherwise indicated. electronically signed and 5) All plates am 2x4 MT20 unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 cc. Sealed b Velez, y Joaquin, PE 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. Using a Digital Signature. 8) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide Printed copies of this e' will fit between the bottom chord and any other members. document are not Considered 9) Refer to glrler(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001h uplift at joint(s) except (jt=lb) signed and sealed and the 1=875, 17=1431, 13=375. Signature must be Verified 11) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 401b do" and 89lb up at on any electronic copies. 2-10-12, 40 Ib down and 89 Its up at 4-9-4, and 33 Its down and 87 lb up at 20-9-4, and 72 Its dawn and 186 Ib up at 22-94 on top Jaaguin Velez PE No.68182� chard, and 28 Ib up at 2-10-0, 5 Ib down and 9 Its up at 4-9-4, 39 lb down and 81 Its up at 6-94, 39 Its down and 81 Its up at 8.9-4, 1NTek USA; Ina, FLCeit 6634, 39 Its dawn and 81 lb up at 10-9-4, 391b down and 81 He up at 12-9-4, 39 Ib down and 81 Its up at 14-94, 39 Ill dawn and 81 Ib up 6904 Parke East Blvd. Tampa FL 33610, at 16-94, 39 Its down and 81 Ib up at 18.9-4, and 131b up at 20-94, and 6 Its down and 32 lb up at 22-9-4 on bottom chord. The Data: designiselection of such connection deviceIs the responsibility of others. April 28,2020 d tlauW £BSES section loadsa Ilad to the face of the truss are noted as front (Fj or back B. AWARNING- Verily design parameters and READ NOTES ON MIS AND INCLUDEDNITEx REFERENCE PAGE WP7472 rev. 1041341015 BEFORE USE D®gn valid tot use-Ny with MmaM w,mectan. TNa tlwgn is based pay upon parameters shown, and is for an IndlNdual bu0ding wmponwL net a buas splem. Before use, the building deagner must vent, the appOwbility of deegn Paramete,e and Pmpaly locaWrate this design INo the overa0 ��• ■ building design Bmdrg Indicated is o prevent buckling of ind'Mdual Wasweb enNertl m mambas only. Addieanal temwraryand permanent bmdrg isabvaprow-lred(retabiliryandwprwentwllapsewiM slblepe=nal NjuryandpmpeRydamage. For general guidance regarding the MiTek' S-Wylnfama-u-- evaeleM1 Trussed Pla[alna9Wtq 8vv N.Lee Sb erMLSUte313,Al.x dM SVA22314.1/ty CNtMa, O5Bd9 antl BCSl eurlW'ng Component 6904 Parke Eaat Blvd. Tampa, FL 313610 Job Truss mss Type Ply lot 111 WATERSTONE 2322920 8025 GABLE �Oty 1 1r, T20077962 -.- Job Reference (optional) n .ny, FL), Pint coy, FL- 33567, 8.240 5 Mar 9 2020 MiTek Industries, Ina Tue Apr 28 07:35:17 2020 Page 2 ID:g65k6ZiuVliuOXUS77YA4XyW46R-DSsjR7aYnme813ovsgAB_9tx82g55751GXmIDIzMFfu LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=74(F=-20), 7-40=-74(F=-20), 14-40=-54, 33-36=.40(F=-20) Concentrated Loads (lb) Vert: 20=39(B)22=-39(B)23=-39(B)25=5(B)3=0(B)26=3(B)2=0(B) 19=-39(B)18=-39(B) 16=6(B) 11=7(B) 15=23(B) 12=24(B) 41=-39(B) 42=-39(B) ®WARNING- VeNydeslgnpmossewaaMRPADNOTES ON 1NISANDINCLUDEDM?EKREFERENCEPAGEiwN4) nn 16N370/SBEFGREUSE Design valid for use ordywiN MRelt®connedora. Thiadesgn u based ordyupon paameters shown, and U for an miivilual butting compane,t net a Musa system. Before use, Me building designer must vasty Me apptcabfy of nation parameters and properly Interpolate Nb design Into the overall bulldingdeslgn.BraW, Indicated is Is prevent buphrmg of lndvldud Was web andorbwrd members only.Adti6anal temporary and permanent bide, b for MiTek' always reeubed won stall and to prevent collapse possible personal injury and properly damage, Forge mmul9uldance mgaidirg tiro fabrication, storage .ddNery, erection and Moping of Wmaa and pass systems. see ANSUrPII Quality Ceterfa, DSB49 andSM Building Component Selarylnforma0on avffablefmm Tmas Plate Insfit,218N.Lee Street Suite312,Af ndda,VA22314. 6904 Pane East Blvd. Tampa FL W610 Job is Truss Truss Type pry Ply lot 1/1 WATERSTONE 2322920 CJ1 JACK -OPEN TRUSS ] 1 T20077963 J b R f pf 0 lcers tlIs ource(Plant Glty, FL), Plant City, FL-33567. 8.240 s Mar 92020 MTek Industries, Inc. Tue Apr 2807: 55:182020 Pagel ID:g65k6Z4uVIiuOXUS77YA4XyW46R-heO5fSbAY4m?wDM60OhNXMOCZSEPgo?vV WFIkzMFft -14-0i 0-114 14-0 0-114 Scale =1:7.6 r Plate Offsets (X Y) I2.0 14 0-021 LOADING (pat) SPACING- 2-M CSI. DEFL. in (too) VdeB LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0,00 Horn(CT) 0.00 4 We n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 516 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanica1,2=0-8-0,4=Mechanical Max Hoe 2=79(LC 10) Max Uplift 3=-3(LC 1). 2=-195(LC 10), 4-15(LC 1) Max Gray 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; 8=45ft; L=40ft; eave=511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 5t between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjolm(s) 3, 4 except at=lb) 2=195. 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 N6.88182 'MITek USA, Inc. FUCaif6934, . :6904 Pirko East BNd.Tampa FL 31810 Date: April 28,2020 AL WARNING- VafllydeslgnparaenalersaNREAD NOTES ON TNISAND INCLUDEPUt REFERENCEPAGELU47M rsv.maul BEFORE USE D®ign valid for use Nywelt MTeW connecam, TNe deign Is based mdyupon Pamaxtem shown, and la far an Individual building component not hues system. Beforee, the buiking designer must verily the appOwbilhty of cmgn Parameters and properly Mw,pcous Mis design Ink th.mmom, buildingdaugn BradrgMdicatedistopreventbuckingoflndi clualhusswabestimdodmmnbmsonly. Addito,mltemaomryandpemomentbmd,g Is swap always requigdfor stibildyend to prevent culotte wed possible personal Injury and Pmpedy damage, Fmgenenlguldmuere,ading Me fabdmWn,sf mgo,delivery,eretionandbfachgofbuaeesandhuesep s,see ANSVTpIf Quality Criteria, DSB-99 end BCS1Bullding Component SalavlolamraVon ava0abletram Tmsa Pktelnshtute,218N.Lea Sb.%Suire312,Aleaandda,VA22314. 6904 PeAe East Blvd. Tampa, FL U610 Jab Truss Truss Type Oty Ply lot 1/1 WATERSTONE 2322920 CJ1A JACK -OPEN TRUSS 2 1 T20077964 Job Reference (optional) • s. �-����•• a.[Ya S Mar aevi lmn ex lnausmes, Inc. I ue Apr 2B U7:35:192020 Pagel ID:g65k6Z7uVliuOXUS77YA4XyW46R-9aTsmoiNusYMxl_5Do4nNjrX4ZFF2jeFoHAzMFfs d-0 0-11d td-0 0-11-0 Scale =1:7.6 0-0-0 10-11d I Plate Offsets (X Y)— t2.0-4-00-0dl LOADING (pi SPACING. 2-M CSI. DEFL. in (too) Udeff Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 LumberOOL 1.25 BC 0.20 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Hom(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC20171TP12014 Mabix-MP Weight: 511b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 4=Mechanical, 2-44-0 Max Horz 2=79(LC 10) Max Uplift 3=-44(LC 1), 4=-63(LC 1), 2=-305(LC 10) Max Gran, 3=71(LC 10), 4=103(LC 10), 2=248(LC 15) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu0=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed; porch left exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chard live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=305. 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 V, alb[ PE No.6816I' KTIOSA; IDCJFD Cart 6634, 69D4 Fulfill East Blvd. Tampa �FL 7d810� Data: April 28,2020 AWARNING - VedryssaignpanamerereefMREADNOTES ON rMSANDINCLUDEDMI REFERENCE PAGE MII.7Q9 my. 1"W015BEFORE USE Design valid for use aulywi0 MITeMO sonnedms. This design Is based only upon parameters shown, and is for an Individual building overgarment, not a trues ep[em. Before use, the Immune, dea m,mustverify Ma ap,I.bi4tyofdw1gnpamme1rs and Iasi inwryorste the design into theoverall budiingdwign. Bradng indicated is topreventbuciding ofhdiAdualWwwebanNord dmembe mly. Addillonaltempomry and permanentbradrg aviary;rary'ved for stability and to MOW Prevent callapeewitb passible personal Injury ng fireand pmpeM damage, For general guidance regarding fabdwWn.sWmge,delivery,er onendhraUgafrt wdbuwspfemq,.sw ANSUIP110uality Crawls, DS849 and BM Building Component Saley/nformeUon available lmm Tmw Plate lnagMe, 21B N. Leestrael3u,te 012, Neundtla, VA 33314. ggpd Paeke Eeal Blvd. Tempa.FL 36610 Job Truss Truss Type Oty Ply lot 111 WATERSTONE 2322920 CJ1B JACK -OPEN TRUSS 2 1 T20077965 J bRf (bona0I) ue.yn co vt.za zu euzu rage 1 ID:g65k6Z7uVliuQXUS77YA4XyW46R-01XY 8dQ3hOj9W WUYpkrcnVZKFW"iVCyl7Mp=MFfr -1-4-0 0-114 1-4-0 041.4 Scale = 1:102 ADEQUATE SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/de0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.01 5 >999 180 BCLL 0.0 Rep Stress ]nor YES WS 0.00 Horz(CT) -0.00 4 nta Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (size) 1=Mechanical, 3=Mechanical, 4=Mechanical Max Horz 3=94(LC 10) Max Uplift 1=-109(LC 10). 3=-7(LC 10), 4=-59(LC 10) Max Gray 1=93(LC 15), 3=43(LC 1), 4=48(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) 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; cantilever left exposed ; end vertical left exposed; porch left and right 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 nonwncurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 1=109. 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 yblez IRE No.68182> NiTak U5A, Inc. FCCIR 6634; 6904 Parke East B14.7fampz FLD3816 Date: April 28,2020 ®WARN/NG-venfydaug-FvamsroneMREAD NOTES ONTIUSANO pmLUDEDMpEKREfE1ENCEP4GEMIF7473ra .IW-=015 BEFORE USE Dealgn valid far use only with MDek®wans ard. This dims,.la based onlyupon parnmelereshowm, and Is far an Ndwidwl building mmpanent,cal ��• a truss apron. Before we, Me building designer must verity Me appGwbllityof dmlgn paramours and pmpedf snwmomb Mb dmi,n MM Msewm6 `.Y` buiMMg Emigre Bracing Mdkated is InarnmatbucNMg of indMdual truss web anefor NON member only. Additional temporary and permanent brad,, alwap resumed forstebility and asw Inalmdgapse with wssible personal imury and prepeM damage. Forgensral,uidancere,arEir,the WOW fabdoation.storage, delwery,ereotion and sacingofMrsses and trwssphow.seo ANSUTFll Quality Cr/rada, DSB49 and BCSl Building Component satinylnlprmab'on 3v3fl&10 lmm Trued Plate lnstiMe.218 N. Lee Strmt suite 312, Nsxandida, VA 4314. 6904 Parke EestBM1. Tampa. R U610 Job Truss Truss Type Oty Ply lot III WATERSTONE 2322920 CJ1V Jack -Open Truss 2 t T20077966 Job Reference o tonal •••• , ••• n • 11, ...... ." ".33507. 6.24u S Mar U 2D2U MI I of mausrnes, Inc. I ue Apr 25 Uf:3b:20 2020 Page l ID:g65k6Z?uVIiuOXUS7?YA4XyW46R-01Xr38d03hOj9WWUYpkrcnVYTFw tiVCyl?MpuMFfr -1-4-0 ON L4 o-11e ' Scale -1:7.6 Plate Offsets (X Y)— f2:0-0-15 Edgel LOADING (psf) SPACING- 2-M CSI. DEFI-. In (too) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Veri(LL) 0.00 7 >999 240 MT244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 1B0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 2 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hoe 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCOL=5.0psf; h=15R; B=45ft; L=4(rft; eavei Cat II; Fxp C; Encl., GCpi=C.18; MWFRS (directional) and C-C Exlerior(2) zone; end vertical left and fight 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) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 34-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain 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 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=181. 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. Joaquifi Velez PE Ne.88182,. MRak USA, Inc it,, curt 6634 6804 Parke Eeil BIvd.Tzmpz FL 73810 Dale: April 28,2020 ® wARNINO' Yadfydeslgalumama sroerd READNOTES ON TNISANDINCLUDEDRDEX REFERENCE PAGE aM.7a3nd,. IN022015BEFORE USE Design valid far use only vnM MTek®wnnectom. This design is based onlyupon Vammetem shown, and Is for an IndMdual building component not a team system. Before use, the building designer must verify Me applicability of dsaignpammeters and savedyinwrpomm Nu design into Me overall ■ buildingdes1m. Bind,gindlastedistoprevenlbucWingoflndMduslWssweb andiordmdmembemonly Additionalitempraryandpormanentbmds, MOW always required for stabillyand to pmvM, collapse with possible pemond injury and properly damage. Forgeneralguidanceregadingue fabrication, storage, Miss erecEon and rasing of tussea and truss systems. ads ANS14Iclosely criteria, DSB49 and 9LSl Building Component 6904 Parke East Blvd.Sabfylefarmagon avala lefrom Tmaa Platalns4Nm.218N.Les Street Suito312,Alecandda,VA22314. Tempa,rk East Job Truss Truss Type cry Ply lot 1/1 WATERSTONE 2322920 CJ3 ACK-0PEN TRU85 6 1 T20%]987 ce (Plant CIty, FL), Plant city, FL - 33567. 8.240 a Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:21 2020 Page 1 ID:g65k62?uVIiuQXUS7?YA4XyW46RE D5DHUd3q?8ang5h5W F49?2jDfEd 18kLBykvM3zMFfq Scale=1:12.7 Plate Offsets (X Y)— I2:0-1-0 0-0-21 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (lox) Vdefl L/d 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 0.13 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 FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanlcal, 2=0-8-0, 4=Mechanical Max Harz 2=132(LC 10) Max Uplift 3=-62(LC 10), 2=-212(LC 10), 4=-41(LC 7) Max Grav 3=65(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing, NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=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 farces & 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 nenconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except at -lb) 2=212. 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. 'Jdaguin YI0zPE ND.88187. 6Wok USA; Inc. FL Curt 6634', 6904 Parke East Blvd. Tampa FL.33610, Data: April 28,2020 ®WARNING-Vadlydeslgnpzreadersae0RE40117E5 ON 7MSANDINCLUDEDNIIEKREFER CEPAGEMO.7473nv, assess�• 1QA%3Q015BSmRE USE Design vagd for use onlywith Mmek warsetas. This deal, Is based calyuxen parametere sheen. and 'u raan Individual building caar,,arL rot a truss system. Before ma, ban building designer mustverify gm appH.N1ity of dmgnparzmslers and Pannell incorp eat. thb dedign Into Pe overa0 buildvgdeslgn, BmdW indicted is to prevent budding of mdMduat tram web and/or dnrd mmnbers only. Addiionel temporary and parmanentbrada, Is always required for sunnily and to Prevent cetlapse 11 p aeible pm amanal injury and ppd sy damage. For general guidance regarding Me MiTek' fabrication, shaaga delivery, erection and braung aftrussea and=a ayetems,see ANSWPtf Qualify Crlfmla,DSB49and BCWBuitNn,Compeneat Sa/sty/nlmma0on availablebum Tmm Pletelnsqu ,218N.Lee Str I.Su,te312,M.andda.VA22314. ark Pence fi904 e l=sst Blvd, T.6M4 P34610 Job Truss was Type City Ply lot 1/1 WATERSTONE 2322920 CJ3V Jack-0Truss 2 1 T20077968pen B Id +' /' "�"`v'V."--'+++"'• e.24U a Mar a zuZu Ml I eK Industries. Inc. Tue Apr 28 07:35:22 2020 Pagel ID:g65k6Z7uVIIUQXUS77YA4XyW46R-aQfcUgehblGRPggtMmJhCbuz3bXmb_VQcUTuVzMFfp Scale = 1:12.7 Plate Offsets fX Yl I2 0-0 15 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) VdeO L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 SCLL 0.0 Rep Stress ]nor YES WB 0.00 Hom(CT) 0.00 3 n/a n/a BCOL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP Na.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=1VIechanical, 2=0-8-0, 4-Mechanical Max Ho¢ 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purins. BOT CHORD Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)zone; end vertical left and right 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 nonconcumenl with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where a rectangle 3-0-0 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 atjoint(s) 2 considers parallel tograin value using ANSIITPI 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 1001b uplift at joint(s) 3 except Gt=lb) 2=149. 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 No.68182: NiTek USA; Inc. FD-Cert 6634-, 'I Parke East Blvd. Tampa FL*i%6, Date: April 28.2020 A wARNINO-Vedydmd9n Pmam ava.dREADNOTES ON MSANDINCLUDLOMNEXREFERENCEPAGEMrr-7d7an .. f6',"of5BE,,REgSE see Dcag. aveto st far useonl 9BiN MTek® cannedma. TNa tleagn is based only upon paremetea e6pwn, and Is loran intlbbual bY6Gn9 mmppnent, net �■ abusesyatem. color Souti ,Nebuildito rovenermmtvenymeapal most tryb tlml9n pord!maaam pmpeM inwryoampoiaWanditnbeentibmw Is aben9deaign.Barirgbrit,aIndicated nd is lepmot coTucklinpor eaMdual Wssweburyan propmemamage..r general tempdre Mar permanentbadng ilk' faai tonequiredlorataM.erntlbp dbrcogof wid,possiblepemond inluryendpmpeCytlamage. Fusin Gmasefi DSn Marine, farefyinficon e, tldffn leftmTa"pLt lnsf te,21 N.U.SeyateSWW31 ANSVAUrPH 14. CNMa, OSB�a9 and BC5l BapdMO Camr+ananf 6904 Pare East BIM. Sa/eyrnlmnadan evaeable 6om Trvsa Plate InaNule, 21a N. Lee Straef, baits 313, Nexandtla, VA 2231d. Tampa, FL W610 Jab Truss cuss Type Qy ply lot 1/1 WATERSTONE 2322920 CJS JACK-OPENTRUSS 6 1 T20077969 1131 , rw Job Reference a tional •• -n ••••••• n -- .aru a mar a mzu mu eK mausmes, Inc. I ue Apr 26 07:35:23 2020 Pagel ID:g65k6Z?uVliuQXUS7?YA4XyW46R.2cD iAfJMc010 F3DxHYEQ7_KTgPV2EeeGD0OxzMFfo 4-0 4.114 4-0 4.114 Scale 11:17.6 Plate Offsets (X Y)- I2:0-0-00-0-41 LOADING (poll SPACING- 2-M CSL DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.11 4-7 >514 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.10 4-7 >589 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Mztrix-AS Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP NG2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-124(LC 10), 2=-261(LC 10), 4-73(LC 10) Max Gray 3=124(LC 15), 2=262(LC 1), 4=86(LC 3) FORCES. (lb)-Max.Camp./Max. Ten. -All forces 250(Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Dpsf; h=15ft; B-45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gtip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to ginler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100111 uplift at joint(s) 4 except Qt=lb) 3=124, 2=261. 6) This truss design requires that a minimum of 7/16' Structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 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. Jdegain Velez PE No.66182' 6Tek NSA, Inc,FL CertreGU '6604 Parke East Blvd. dampa FL j3616 Date: April 28,2020 AWARNING - Verify "'slaw Pao wh•e eM READ NOTES ON TRIS AND INCLUDED HMEK REFERENCE PAGE 119/4473 me. aNO.1,I015 BEFORE USE sawas Designvalid(oruseaNy Wn MTeMmmi mTNsdesignisbasedo*uponpammetem Mown, endistarenhdivldualbuildingmmponmLrut a m^. e B oare use, the building designer mustvmgy Na epal web dnsignpaamelas ane papeAd inmrypmh Mis design rum �■- doelge. ease buaamg aaal9n Bra",g indimhaieto prevent budJing of indMduel puv web anNor"mN manbem only. A,enraxltempoayand ing the nmmalrg a nt brac Porgeneralria,DS&89 and beM•aye requiretl foratabiliy and to prevent mllapea vAN pasalble pemanal injury entlpreperANSW MiTek- SMe tf Iabwmtion,alDage tlel —tablefronaTand PlateN.LeeSreetSdtsee da..VA 2314. ly Ciitrla, DSB-09 end SCSI Building Component Sahylnfarma0en avaAMle ham Tess Plate InsnWtq 21a N. Lae Street Suite 312,Ala�andda, VA 22314. 6904 Parke East Blvd. Tampa, FL U610 Job Truss russ Type o1y Ply lot 111 WATERSTONE 2322920 DJoJ$V Jack -Open pen Truss 2 1 Job Reference (optional) e •_•�•I. ri-awu,, a.,Vu a martl u,uou,ex lnausmes, me. lue Hpr2ae/:3b23 W020 Pa gel ID:g65k6Z?uV Iiu(2XUS7?YA4XyW46R.2cD_iA(JMc010_F3DxHYE0706TsiV2EeeGDDQ=MFfo -1-0-0 4-114 d-0 4-114 Scale=1:17.6 Plate Offsets (X,Y)— f2:0-0-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.35 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 rda rda BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 18 lb 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 Hom 2=185(LC 10) Max Uplift 3=113(LC 10), 2=-161(LC 10) Max Grav 3=138(LC 15), 2=265(LC 15), 4=86(LC 3) FORCES. (Ib)-Max.Camp./Max. Ten, -All forces 250(Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5,Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteriog2)zone; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 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 3-6-0 tall by 2-" 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 ANS11TPI 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 1001b uplift at joint(s) except (l=1b) 3=113, 2=161. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 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 What PE NoAli "k USA; Inc.FLCart6634, 6904 Parka East Blvd.,Tempa FL736f0� Data: April 28,2020 ®WARNING-yerlrydealgnparamerva aadREADNOTES ON TNIS MD INCLUDED MArEX REFERENCE PAGE 1101447l my. IM"015 BEFORE USE r Design valid Ionise odywith MTek®,pmeclore. ThIs design is bawd ady upon paremelen show, and Is torso WdivWml butding wmponent, not �■- e boas syatom. Bebre uae, the bwlding deallorma., verify Me oppa®biltyof design parameters and prepedy Inwryorale Nis tlesign Into the ownal ■ buildingdmlgn Sm" Indicated is to prevent budding ofindMdual eassweb enNordmnt members only. AddiUo lWmpomryandpermanmtbmdi MiTek' W eWpreau'ved forstsbility and to prevent collapse wilh possible persons!Imports Njury and Imports damage. ForgenemI r guWancewarding Ne fabonrinfsrodtf...ivsry,ersc6onandbradngoftruessaandmuasysl SWW31 ANSVTP1f DualiryWirorle, OS649 and SCSI BuIldln9 Component 6904 Parke East Blwl. Ss/etyln/wma0on ava0able M1am Tmes Plato lnsEto1e, 21a N. Lee Street Swto 312. Alesandda, VA 22314. Temps, FL W610 Job TmsS Inuss Type pty Ply lot 1/1 WATERSTONE 2322920 DO1 Hip Gib Gilder 1 1 T20077971 b Reference pt 0 -• - - - --- o.-V a md, u mzu mu ex ineusmes, mc. me Apr z6 U7:35125 2020 Pagel ID:SWtsYglGDf5f83g8wcMzOU4F-_U7shZuDeOGHPSKWOJrDDvGQXzvix6al7VgzMFfm 20-0-0 21A 0 7-0-0 1-0-0 Scale-1:36.9 5x8 = Special NAILED NAILED NAILED 46 = 3 16 17 4 3.6 = 2x4 II _... ....___ ..�..�� 3.4 = _ Special Special &B Plate Offsets (X Y)- t3:0-5-8 0-2-41 t4 03-8 0-2-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.15 9-12 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.26 Hom(CT) 0.07 5 r/a Na BCDL 10.0 Code FBC2017/rP12014 Matnx.MSH Weight: 86 lb FT=20% LUMBER. TOP CHORD 2x4 SP NG.2'Exmpt' 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=172(LC24) Max Uplift 2=-977(LC 8). 5=-1007(LC 8) Max Grav 2=1466(LC 1). 5=1487(LC 1) FORCES. (lb) -Max. COmPJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-2642/1698, 3-4=-2361/1660, 4.5=-2691/1764 BOT CHORD 2-9=-1350/2296, 7-9=-1359/2318, 5-7=-1409/2339 WEBS 3-9=-204/671, 3-7=2661187, 4.7=1701661 BRACING- t TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-9-12 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 par bottom chop) live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 10016 uplift at Joint(s) except Qt=lb) 2=977,5=1007. 7) "NAILED" indicates 3-1 Oil (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guldlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 3331b down and 3901b up at 13.0.0 on top chord, and 338 lb down and 301 lb up at 7-0-0, and 338lb dawn and 301 Ib up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert 13=54, 3-4=-54, 4-6=54, 10-13=20 a Concentrated Loads (Ib) Vert: 3=115(F) 4=187(F) 9=338(F) 7=338(F)16= 115(F) 17=-115(F) 18=61(F) 19=-61(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 Velez PE N6.68182" MTak USA; Inc;dFL Cart 6834; 6904 Parka East BNC.Rampa FLE3610- Date: April 28,2020 ®WARN/NG-Vrtlly dealgnparemaleraarW READ NOTES ON 7NISANDINCLUdm UI RE RENCEPAGENO.7a3m. IMMO15BEMRE USE Desen system. useM me.aMbasin, mtedon.Thledagnb aasecaNit uponpanparanahovm,andlaror in Noerate lb ldingm Me bri tmt ��- a euaa ayelem. aefine use, are buiMing designer must vafindM1 Idual a Bty pldeeg,a.M nkn and p y. Adinmgonre M6darep,..d Inb the an lue isuingre,urn. anv,gbility and la Prevevenollaps Wof osMde pesss5weburyan dtmdmembmse Fe,ganeudlle,npncemadpeenanenlbnd MITEW la mwayn ngu'ved faratablliy end tp Prevent collapse vdM possible pe,sonal Injury entlpmpemydWRI Fngena I Idance WOW fa teraeogrreati n d ail ry. enn6on end brac' n 9u re9arNttg cite 5ehrylnlmneG'en available Gam TrvmPlate Wumi ems, 2la NaLeeaStre Swte 312.AlexaMl SVA yLr3,481m �~ra, OSBde antl BC51Ru1/ding Component 690d Passe East Blvd. vd. Tampa, F36 L 610 Job Truss Truss Type Oty Ply t 1/1 WATERSTONE lot 2322920 D02 Hip 1 1 T20077972 Is.M.- �.,.o mh.,t nr„ cIr o,.._,. .. — »ate. Jab Reference o tional mar s m4m run ex Imusmes, Inc. me npr zD mCJD:LD 2U2U S.I. = 1:36.9 4x6 = 4.6 = 3.6 = 3x4 = 'w 3.4 = 3x6 = Plate Offsets (X Y)— I2:0-2-12 0-1-81 17:0-2-12 0-1-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 11-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 11-14 1779 180 BCLL 0.0 Rep Stress Incr YES WB 0.14 Hoa(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -AS Weight 921b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-B-0.7=0-8-0 Max Hoe 2=-213(LC 8) Max Uplift 2=-450(LC 10). 7=-450(LC 10) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 2-3=-1182/935, 34=971/827, 4-5=-823/772, 5-6=-971/827, 6-7=-1182/935 BOT CHORD 2-11=-618/1069, 9-11=-343/823, 7-9=-618/1023 WEBS 3-11=390/411, 4-11=-257/369, 5-9=-257/370, 6-g=-390/411 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 3-4.2, Extedor(2) 3-4-2 to 16-7-14, Interior(1)16-7-14 to 17-4-0, Extedor(2) 174-0 to 214-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Impaling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will 6t between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=450,7=450. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2-gypsum sheetrock be applied directly to the bottom chord. 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. JdaquinIfelda PE No_66182'- MITak USA, Inc, FCCarl 6934, '6904,Parke East BNd.Rampa FL 33610, Date: April28,2020 ®WARNIND-Venry dasrgn Pam,mrare end READ NOTES ON CMS AND INCLUDED MITEK REFERENCE PAGE MUSAa rev, f"WQ15 BEFORE USE Design valid for use anlyvnlli Mi agmedom. This design is based only upon parameter, shown, and Is for an individual building mmponent, rot a Wss system. Bdore use, the building designer must vadfy Me eppli.bify of design Pammetae end pra,dy inmlparate onis design into DIe ovman buildingdasign.BmdnA dicaledisbpmvenlbucWngaflndMdualWwwebanNortlordmembemWy.AcInVanaltempomryandpermaneatbraang Is a6vays required lm stability bility and prevent collapse win in posslblepelmnal injury andpmm perty damage. Far6aneralguldammm,,andingthe MiTek' (abdwWn.ebrege.ddivagerecdmmdbradngofbussesandbuoa,yslans.we ANSUIP/f Qualify CrfWn,OS"9and BCSl Buii&ng Componmf Sa6fylnfams.g.n avadablefmm Tmss Platel,u4Nte,218 N. Lee Street smote 312.Alexandd., VA 22314, 6904 Parke East Blvd. Tampa. 361110 Jab Truss Truss Type Oty Ply lot 1/1 WATERSTONE 2322920 003 Hip Giber T20077973 1 R.OH.-c:.�,e...�.•-eI—. C a.. n1 e,_ ...,�.. Job Reference o tional 2 - +• n • •� ^mow• • �- �•++•+•. a.zeu s mar a zu2u ml ex mausmes, me. Tue Apr 28 37:3528 2020 Page 1 ID:SWtsYgl GDf5fa3g8cncfV1zOU4F-OaOtltjSB81b71710U4xTngUSgABANoxxn69zMFii loss 5-1.12 B-0-0 1 10.160 06a-0 030 6x8 C Santa =1;39.] — - HTU26 HTU26 3x8 II HTU26 5x6 = 10x12 = HTU26 3- II HTU26 1.5x8 STP = HTU26 HTU26 HTU26 HTU26 toad i1-1z eao 1 lo-toa zoao s-wz 3.6 = HTU26 1� Plate Offsets (X Y) (1.0 7-8 0-0-01 LOADING (psf) SPACING- 2-0-0 CBI. DEFL. In (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.13 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.16 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.72 Hom(CT) 0.05 5 his Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 250 Ih FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP Na.2 TOP CHORD Structural wood sheathing directly applied ors-4-4 oc puffins. BOT CHORD 2x6 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. 1-8: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0.8-0, 5=0-8-0 Max Horn 1=196(LC 7) Max Uplift 1=-2514(LC 8), 5=-2382(LC 8) Max Gmv 1=4345(LC 1), 5=4084(LC 30) FORCES. (Ib)-Max. Comp./Max.Ten.-All fames 250(I1h) or less except when shown. TOP CHORD 1-2=-7565/4138, 2-3=-4745/2714, 3-4=-d74312710, 4-5=-688814027 BOT CHORD 1-9=-3662/6770, 7-9=-3662/6770, 6-7=-3547/6151, 5.6=-3547/6151 WEBS 2-9=-1092/2275, 2-7=-2854/1590, 4-7=-2340/1461, 4-6=1024/1781,3.7=-2135/3799 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6- 2 rows staggered at 0-9-0 ac. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced mot live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=t5fl; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 This item has been 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. electronically signed and 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 fit sealed sealed by Velez, Joaquin, PE z,Signature.Jquirt y Velez, will between the bottom chord and any other members. 7) Bearing aljoint(s)1, 5 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designershould verify usinga capacity of bearing surface. Printed copies of this -8) Provide mechanical connection (by others) of Tmss to hearing plate capable of withstandin91001b uplift atjoint(s) except at -lb) document are not considered 1=2514, 5=2382. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 14-10dxl 112 Truss, Single Ply Girder) orequivalent at 2-2-12 from the left end to signed and sealed and the connect trussto back face of bottom chord. naes) signature g lure must be verified 10) Use Simpson Strang -Tie HTU26 (20-10d Girder, 11-10dxl 112 Truss, Single Ply Girder) orequivalent spaced at 2-0-0 oC max. On. any electronic copies. starting at 4-2-12 from the left end to 18-6-12 to connect truss(es) to back face of bottom chard. Joaquin Volga PE No.68182 11) Fill all nail holes where hanger is in contact with lumber. mTekl16A; Inc.FL Cart 6634-, 16904 Parke East Blvd.SampaFL A161-01 LOAD CASE(S) Standard Date: An:d 9D onon Dontinued on reage 2 • •r"'-�,-�-` AWMN/NO-V"it"i-egn Parynefere surREAD NOTES ON TMSAND INCLUDED MREKREFERENCEPAGEMR-U,,,v, rp/D]R015 REPoRE USEsesses Design valid fora only with MiTek®connectnr. This dwgn is based only upon parameters sheer, and b for an Mdivldual building WO15SEMR o or,onerd, net W1, ��- e trees system. Before use, the building designer must verify Me applicability of design parameter and PMPedy inwWrate this one9 the Into the overg buddOg deeign. Brdrg indicated is M prevent buoklmg of halmdual vuss web andlordmrd member only. ACdinu nel lsmporry a,M onto b always required for stabrity and to prevent collapse w,th passible personal lalam and Prpedy carnage. Farganeral guidance regardbgthe labdcadon, abrage, deliverayy ended and bradog of busses and truss systems, see ANSI?Plf Duallry anfedo, O58A9 andHLS/Buflyng Componanl Sarefy/n/ tlon evaliablefmm Tmss fi904 Parke East Blvd. PlatelnstiNte.218N.Lee Street Suile312Alaxandda,VA22314. Temp., R U610 Job iruas Type Oty Ply lot 1/1 WATERSTONE 2322920 003 Hip Girder T20077973 1 2 JbRf Dl' 0 ----------• ---o• -+. ••••^•w.•�-•+w�•. o,u s mar a zozu con eK mCustnes, Inc. Tue Apr 28 07:35:28 2020 Paget ID:SWtsYg1 GDf5f83g8cndVjzOU4F-Oa01ItjSB81 b71710UtjxTrt9USgA8ANoxxn69zMFrj LOAD CASE(S) Standard 4) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-54, 35=54, 1-12=-20 Concentrated Loads (Ib) Vert: 8=500(121) 9=589(B) 6=-676(B) 14=675(B) 15=-1150(B) 16=-689(B) 17=-558(B) 18=-639(8) 19=563(B) 20=675(13) ®WARNING•VBIllydaslgnpara—e .n READNOTES ON TNISAND INCLUDED MRENREFERENCE PAGE 1,067419n, IaN3l2D158EogR£ USE Desgn valid for use only wdh Wald, ammis om. Thls deign is based only upon parameters abom, and Is for an individual budding component,rot ��- a truss ayslem. Before use, dos building designer must verity Me appnMuRy of design pe n paramours and properly Incorporate this deign Mlo the overaA bWWingdesign Broarg indgated is to pnvant bucildr,oflodMduel vuasweb andrordioN on.brs only. Addiflonal temporary and permanent bradig le aWays regulred Isre for stability and prevent oullepse With possible personal Injury and pmpeM damage. Forgeneralgukwoo,warding Ne MiTek' labdwlmn, sMrage,ddHary,erac5on end Madng of wires and truss systems, ere MSM11 Ouallly Ctllule, DS"9 undSCS/ Building Camponsnl Sale"Imismsgan avedable bom Toss Plate Inothie,218 N. Leo Straei auto 312. Nexandda, VA M314. fi904 Pa" Eeal Blvd. Tampa. FL 36610 Job Truss Truss Type Oty Ply IDI 1/1 WATERSTONE 2322920 E7 Jack -Open 11 1 T20077974 Jab Reference 0 floral (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:28 2020 Page 1 ID:SWtsYgl GDf5f83g8cncfVjzOU4F-0aOU1jSB811,1710UtjxTrITUVgAJTNoXzn69zMFfj Scale=1.23.0 Plate Offsets (X.Y)— (2:0-2-10 0-1-81 LOADING (pso SPACING- 2-0-0 Cat. DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.go Vert(LL) 0.18 4-7 >471 240 MT20 2441190 TCOL 7.0 LumberDOL 1.25 BC 0.67 Vert(CT) -0.20 4-7 >418 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 rda n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight 24lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPN0.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4-Mechanical Max Harz 2=241(LC 10) Max Uplift 3=-164(LC 10), 2=-185(LC 10) Max Grev 3=202(LC 15), 2=343(LC 15). 4=122(LC 3) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S,Dpsf, h=15ft; 13=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMerior(2)zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed fora 10.0 pat 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) 3=164, 2=185. 6) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 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 yiIuP9 No.68182' h r7skUSA, Inc. FL Cart 6834; 6904 Parka East BIA Tampa FL /3810 Date: April 28,2020 ®WARNING. Venrydoelgnparsmesel--WREAD Norse ON RUSANDINCLUUEDa11rEKREFERENCEPAGENIJ473 rs. 1W=015BE REUSE ' Design valid for use oniywlN MTek®wnnecN,s.7hls design is based onlyupon parameter etmwn, and la for en individual bu96ng mmponen4 not e Ouse system. Before use, Ne building designer moat verify Me eppgability of desgnpeouratere and propeMinmrporale this Into design the ovemg buiWingdalgn. Brarn,gIndicated usWpne entbuWNgofNdivlduelbuaweb andrerdoNmanbereonly. Addilionaltemporaryand parmanenrbrads, 1. abvays required foratabve llayead to pmnt collap.. Win possible personal injury and pmperty damage. For MiTek' general guldanee regardiM the Whuis, DSB49 end BMI Building component daa�ablef mTrvar plaata Be/eylmnlmmeVon lnsbMe, 216 NtlLee 5trmL5u'te312,AleundAV5gp410udally 6904 Padw Eeal Blvd. Temps, FL scale Job Truss Tress Type Qty Ply loll/1 WATERSTONE 2322920 FJ7A JACK -OPEN TRUSS 1 1 o..ue..... �_.= Jab Reference o tional cc (Plant City, FL), Plant City, FL-33567, 8.240 s Mar 92020 MiTek Industries. Inc. Tue Apr 28 07:35:33 2020 Page 1 ID:g65k6Z?uV IiuQXUS7?YA4XyW46R4Xgmcbna?g8D W 0_01 Tue W YISVLQr2k6ypeYnMzMFfe a-0 7-0-0 1J-0 7-0-0 Scale: 1/2-=t' °t0 = 2x4 II 2x4 II 2x4 LOADING (pso SPACING- 2-0-0 CS'. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 7.25 TC 0.31 Vert(LL) 0.00 1 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 nlr 120 BCLL 0.0 Rep Stress ]nor YES WB 0.13 Hom(CT) 0.00 n1a n/a BCDL 10.0 Code FBC2017/71P12014 Matrix-P Weight: 3516 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4 SP No.2P WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 7-M. (lb) - Max Hoe 2=237(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6,2 except 7=-105(LC 10), 8=-100(LC 10) Max Grev All reactions 250 It, or less at joint(s) 6, 2, 7, 8 FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250(Ib) or less except when shown. TOP CHORD 2-3=-4431130 WEBS 4-7=-127/366, 3-8=.193/428 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-M oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=4511; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Tress designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designeras per ANSIrTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This tress has been designed for a 10.0 par bottom chord live load nonconcunent with any other live loads. 6)' This tress has been designed fora live load of20.0psf 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. 7) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 8) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 1001b uplift at joint(s) 6, 2 except (jt=lb) 7=105, 8=1D0. 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 West PE No.88182'. MIT4k U50.1nc. FUCsit li '69041pa"East fdNd. Tampa FL p8810- Data: April 28,2020 AwARNINO-Vedydesign parmyrorsaMREAD NOTES ON TMSANDINCLUDEDMITEK RE RENCERAGEMD-747a rev. IMN2015BEFORE USE Design valid far use onlyvi,th MRek® aarmeMrs. This design Is based only upon repeaters shown and W loran Individual building component net ��• a Wss system. Before roe, the building designer must ven"a appGwbility of design parameters and pmpedy ineureanno this design his the overaa ■ b.WIngdealgn. BmcOg dicatedi$WpreventbucWlngafNdMdualbusswebanNordtdmembmmly. Additional temporery and permanent bpong Is always always required ferstabiby and to prevent collapse with possible personal injury end properly damage. ForgenendguldancaregarMe,the fabdaabu, eWrege,delivery, ersatianand Wacingoflnssessndbuaseysteres, sea ANSUTPIf QuelfyGiNIa, DSB-89 endBCSl BullringGmponenr sithlylnfmmn adoavapabiafnm Tmv Plateln.tWte,218N.Lee Ste Suile312,Nexandda,VA22314. fi8p4 PaAe Eaal Blvd. Tampa, 38610 Job Truss was Type Oty Ply lot 1/1 WATERSTONE 2322920 EJN Jeck-0pen Tmss 6 1 T20077976 111.11de— ra.. ., I ­_ .,.,�.., Job Reference o tarsal 2 +. 1. .n•-- 8.240 s Mar 9 zuzu Milex mousmes, Inc. Tue Apr 28 07:35:34 2020 Pagel ID:g65k6Z?uV1iu0XUS7?YA4XyW46R-DjN8?xoDm nkrgbAMl_7Bk5m9uXXal yGAT05JPxmFfd 1d-0 7-0-0 -0-0 7-0-0 3x4 eS se 4 Scale-1:22.8 Plate Offsets (X Y)— t2:0-2-7 0-Ml LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(L-) 0.19 4-7 >439 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >406 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 Iva n/a BCDL 10.0 Code FBC2017rrPI2014 Matrix -AS Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-84), 4=Mechanical Max Ho¢ 2=241(LC 10) Max Uplift 3=-168(LC 10), 2=-179(LC 10) Max Gmv 3=204(LC 15). 2=341(LC 15), 4=122(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left and right 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 fora 10.0 par bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will 6t between the bottom chard and any other members. 4) Refer to girders) 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) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) 3=168,2=179. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the lap chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 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. 'Jdagufn Velez PE No.88182!• MTzk USA Inc. FQCert 6831„ �690.4 Parke East Blvd.lempa FL 73810- Dale: April 28,2020 A WARNING- Yerare"agn Paramerervand READNOTEs ON rMSANDINCLODFDMf REFERENCEPAGENIIJ473mv. fO 015BEFORE USE Dmlgn valid fat useonlywiN MTei� mm,ecto,a Thla design is based Doty upon paremeten shown, and la far en indNNual building mmmnmt rot ��- etruss sera. Before use, the building designer mustverify Me app6cabittyoldealgn commands and propWrooryarate Mis demon into Meowemn ■ buildingdmlgn.Brotl,g Indicated is to prevent buckling of individual truss web anNor d,oN members only. Addigmal temperer, and Fornanenlbradr, MOW aWays requbedfor stebiily and to prevent collapse WM possible personal injury and Propertydamage For general guidance regaMNg Me fabdmenn,storage, dolwary, erection and bracing of Made and Nos systems, see ANSUTPH Quality crusre,DSB-59 and BM gondola, Con,Pment Safetylnrmmation avagablefmm Tmss PlalelnsbNt4218N.Lea St.t Stlte31ZAIexandda,VA22314. 69041 Period East BIW. Temps. FL W610 Job Truss Truss Type city ply lot l/1WATERSTONE 2322920 EJ210 Jack -Open Truss ss 13 1 [lot Reference pC 0 land CILY, rr.y, rmnrx.ny. rL-doJbr. 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 2807:35:29 2020 Page l ID:g65k6Z7uVIluOXUS77YA4XyW46R.tmaFyDk4yS9SkhDZBOyUhNy2tynvmjXl BgKebzMFfi A0 2-10.0 b4-0 2-10-0 Scale=1:12.4 Plate Offsets (X,Y)— 12:0-2-12 0-1-81 LOADING (pso SPACING. 2-M cSL DEFL. in floc) Odefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.02 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 rda We BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 111b 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=129(LC 10) Max Uplift 3=-29(LC 9), 2=298(LC 10), 4=-25(LC 15) Max Gmv 3=20(LC 15), 2=517(LC 15), 4=35(LC 10) FORCES. (Ib)-Max. Comp./Max. Ten. -All fames 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-10-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oe bracing. NOTES- 1) 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; Cat. It; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par 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 chard and any other members. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (jl=1b) 2=298. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 lb down and 239 lb up at -1-4-0 on top chard. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 1=-200(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 VelfizPE Np:88182 1Mek USA; Inc. FL Cart 6634,. 69W Parke East Blvd. Timpa:FL J7610: Dale: April 28,2020 AwARNIND-Verify daalgn Pan aaaan amlREAD NOTES ON THIS AND INClUDEO MITER REFERENCE PAGE NI.7473 rev. llyp=014 BEFORE USE ' Design valid far use only WM MRek® connectors. We design is based any upon pammetem down, and Is for an mdMMml buOGng comwnaa, not a bass system. Batore Me Me building resigner must verify Me applirabUty of d®Ign panmelme and pmpedy incoryonte me design into Me cvemu buedingdaelgn. Bmcbg lndiceM i-tel vambucd1,efmdmdual busaweb amyordord member only. Addidonaltemporaryand;mmanentbracbg laMiTek' alwayamqubedferatabH,tyandwpreventwllapsevdop iblepemondl juryandymportydemage. Forgeneralguldanceregardng Me fabdweon. etonge, ddrrery,emc8on antl bracing of buaz¢a and buss syatwna,ew ANSI?PH Quality CriMIo, DS"9 andBCsl Building component Parke IW. Ent B Salatylnforma0on ava8ablebom Tmv Platelns4Nta,218N.Lw Sbwt.SUte312.Aleaandda.VA22314. Tampa,8904 Park EntB Job Truss Truss Type Dry Ply lot t/1 WATERSTONE 2322920 EJ210A JACK -OPEN TRUSS 2 1 T20077978 b Reference (optional) ,ranr U.,FL). Plant City, FL-33567, 8.240 s Mar 92020 MiTek Industries, Inc. Tue Apr 2907:35:302020Pagel ID:g65k6Z7uVIiuOXUS77YA4XyW46R-LyBDAZkijm H IM3HP7v%B0uwGyHlweDzgFrGuAI zMFfh -0-0 2.104 -0-0 2-10-0 Scale =1:12A M.B LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 5 >999 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matra -MP Weight: ll lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=129(LC 10) Max Uplift 3=-39(LC 10). 2=.257(LC 10). 4=-26(LC 7) Max Grail 3=49(LC 15). 2=234(LC 1). 4=36(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) of less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-10-0 oc puriins. 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; 3=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extem,42) zone; cantilever left exposed; 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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) 3, 4 except (jt=lb) 2=257. 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 Yeldz PE No.88162 MiTek USA, Inc. FLiCelt 6634, 6904 Parke Ea5161vd.rTampa FL 33810: Date: April 28,2020 AwmN/NG-welydaslgnpanmolanmMREAD NOTES ON TIRSANd INCLUDEDMREx REFERENCE PAGE Ml47q]rev. /d0Y1015 BEFORE USE. Design valid be use only wlM MRek®mnndMra. This deiign 1.booed only upon parameters shown, and is for an ImMidual building comedian, cut ��• e Was ayatem. Before use, Me building dand,ner must verify Me Wph.txlty d design parameters and properly Inwryplete Ma design MM Me overall buildingdesign. Bm6MMdiwWisbpremtbu&OgoflndMdue WsawebanNorchommanbmeon,,y. Addieonaltemporaryandpennanenlbrad, I. Mbe Maya raeud for stability and to Prevent wllapsa wffi possible personal injury and property damage. For general guidance regarding Me MiTek' fabdca8on,abrzge.delivery,erecom and bracing aroused and waasyawexpee AN9VIP//Oua//fy Crlfela, OS849 and SCSI Building Component Se/vtylnlarmagon avallablefmm Tmv PWtelnstihrte,218N.Leer Se Lawle312,Ne da,VA22314. ne EestBNtl. 6904 Park Tampa, 36610 T20077979 -14-0 2.10.0 - 1-0-0 24M ADEQUATE SUPPORT REQUIRED LOADING (psQ SPACING- 2-" CSI. DEFL. in (too) Hall L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.06 7 >775 240 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.05 7 >906 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Hmz(CT) -0.03 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 1=Mechanical, 3=Mechanical, 4=Mechanical Max Hom 3=143(LC 10) Max Uplift 1=-198(LC 10), 3=-30(LC 10), 4=-83(LC 10) Max Gmv 1=160(LC 1), 3=89(LC 1), 4=68(LC 3) FORCES. (Ib)-May. Comp./Max. Ten. -All forces 250(lb) or less except when shown. Scale=1:15.0 PLATES GRIP MT20 244/190 Weight 1116 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; 8=4511; L=40ft; 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 & 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 nonwricurrent 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 bearing plate capable of withstanding 1001b uplift at joint(s) 3, 4 except (it=lb) 1=198. 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 Yeloz PE No.68182: �MRek USA, InC.FL Cert 8534-, �8904 Parke Eg91 Blvd. TempiPI-33910, Data: April 28,2020 ®WARMNO•Ve a"VIn Persmeleraaed READ NOTES ON MSANDINCLUbmMREKREFERENCEPAGEM/1d479mv. fyDYfdfS BEFORE USE eaes Dwi9n void for uae aNywlth MTaA® connectors. This design is based ady open parameters shown. and Is for en indivMual building component, rot �e abusssyntem.Beforeuae,Mebuildingdesignermustverify Meapptimbi0yofdwgpa nmmeteaandpmpedyinwgorateg design Inrothe,v H `` buildingdwign. Bracrg Indicated is to prevent buckling ofludMdual Vuw web androrchard members only. Additional tampmery and permanent bracm MiTek' Is alwaye requital for stability and to prevent collapeeM Wpossible pemanal Injury and and pmpwty damage. For general guidance regarding Me febrlc rcan, storage, dd- —an and bracmg of busses and buss syste ms, aw ANSWTPI! Dually criteria, DSB49 and RCS/ Building Component Salerylnlormagon avaJ.,efrom TracerPlate Muletue,218 N. Lee Sbwt, State 312, Nexendda, VA 22314. 6904 Parke East Blvd. Tampa, FL 38010 Job Truss Truss Type cry Ply loll/1 WATERSTONE 2322920 EJ210C Jack-0pen Truss 1 1 T2a077980 FL pl Job Reference o tional y. ), ant City, FL- 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Tue Apr 28 07:35:32 2020 Scale=1:12.4 Plate Offsets (X V)- 12:0-2-0 Edael LOADING (psf) SPACING. 2-0-0 CSI. ❑EFL. in (loci Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.00 5-6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 Vert(CT) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.11 4 Na n/a BCOL 10.0 Code FBC2017rrPI2014 Matrix -MP Weight 13 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 5=Mechanical, 6=0-11-5 Max Harz 6=129(LC 10) Max Uplift 4=361(LC 1), 5=495(LC 1), 6=-1015(LC 10) Max Gmv 4=288(LC 10), 5=410(LC 10), 6=1223(LC 1) FORCES. (lb) - Max. Comp./Man. Ten. -All forces 250(I1b) or less except when shown. TOP CHORD 3-4=-1791263 WEBS 3-6=-544/961 BRACING. TOP CHORD Structural wood sheathing directly applied or 2-10-0 no purring. BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracing. NOTES. 1) Wind: ASCE 7-10; Vult=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., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed; end vertical left and right exposed;C-C formembers and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) Gable studs spaced at 2-M oc. 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 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 tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at -lb) 4=361,5=495,6=1015. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 lb down and 10716 up at -14-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 'LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=54, 5-7=20 Concentrated Loads (Ib) Vert: 1=-90(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 Win PE No.68102'' Mark USA, Inc. FL Cart 6834', 6004 Parka East Bivd..Tampa FLp3810' Date: April 28,2020 ®WARNING-V ''fydeslgnpararnafaraarp READNOTES ON rMISANDINCLUDEDMITMREFERENCEPAGE5947479nv. fNa140158BcORE USE Dmi,a valid for use only vad,MTeMdernecton.Tnla desgn is based only upon parameters eh..antl I. San an individual building component act ��• puss s,dard. Before use, the building daaigaer must verify Ne applicxbOyof dasign parameters and Pmpady inwryarate Mu design Into the overall buildingdesign. Bmdr hdicatedlsbPmsentbuoydingOfNdMdo.[Ww ebmWor Aordmembersody. Addidonaltemporaryand permanent brsdnt MiTek' Is aNwaya required for stability and to prevent collapse earn possible personal injury and pmpery damage. For general guidance regardingOne fabdeaver.storage,delivery, dentanend bracingoftruseveand bressyslems, sea ANSU7PI1 Quality Lrifer/a, DSB-89 and Best Building Component Eastivd. Tempe. R.fi904 Pa"B Seferylnrmmaffen avagable from Tmss Place InsBNte 21B N. Lee StreeL Suite 312, Mexendda, VA 22314. Emt Job Truss russ Type Gty Ply lot l/1 WATERSTONE 2322920 EJ2100 JACK-OPENTRUSS 1 1 T20077981 Job Reference (optional) r. a •yo a U.". axrer, a.zau s mar B euzu ml lax lnammes, Inc. Tue Apr 28 07:35:32 2020 Pagel ID:g65k6Z?uVliuGXUS7?YA4XyW46R.HLGObFmyFNXOCMROFKyf5J?e 5 467dzjgv_FwzMFff 1-10-15 2-10-0 1<-0 1-10-15 D-t1-1 Scale=1:15.0 ltI REQUIRED -1-0-0 15-0 L10-15 2-1041 Plate Offsets (X Y) 14.0-3-2 0-Ml 1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.01 2 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 2 >999 180 BCLL 0.0 Rep Stress Incr NO NB 0.05 Hom(CT) -0.00 1 n1a me BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 16 lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x6SPNo.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structuralwood sheathing directly applied or2-10-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-11-5 except O=length) 1=0-1-8, 4=11vechanical. (lb) - Max Hom 7=153(LC 10) Max Uplift All uplift 100111 or less at joint(s) except 1=382(LC 10). 7=-330(LC 10), 4=-155(LC 1) Max Grav All reactions 250 lb or less atjoint(s) 6, 6, 4 except 1=410(LC 15). 7=384(LC 1) FORCES. (Ib)-Max. CbmpJMax.Ten. -All forces 250(lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 3) Gable studs spaced at 2-M oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3821la uplift at joint 1, 330111 uplift at joint 7 and 155111 uplift at joint 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 327 lb dawn and 749111 up at -1-3-4on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ith) Vert: 1-8=-76, 4-8=-54, 2-5=-20 Concentrated Loads (Ild) Vert: 1=-300(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. JDiquin Yelpz PE N6 .68182' hbTekUSA; Inc. FL'Cert 663d, '6904 Parke Elifl BNd.Tampa FL 73616r Data: April 28,2020 ®WARNING- ta aydeslgnpaa iaaw..MREAD NOTES ON MSANDINCLUDED MREK REFERENLEPAGEM114473ree f"=015 BEFORE USE valid for uses wild This design basedonly uponpammettmshorn,endkfor an rut Dine ��• a Wan . sates easeuae, Me buildNg designermust,wily Nad.pl a tiryold®Wordga p designerthemeters and p InoO� rate rimmual thisdesign Nto me. deepovero ■ derag o y. Ad ora an is buildingsm'.1md fer sgindicad is raprntmivas tarn lndrvible p Wsnwabandndmapmsmbeme. Far,eam Itempcere,ed,,the entbradlq always requiretl(0r alabllily andfo prevent w0apse wiM passible personal Injury andpreperANSVnse. Ne erdlels, MOW Fahey DSBregarding /abalyinfrramien delivay,eftmTn ndbredng Of .,218nd WsseyetSdta3l d0a,VA If Quality CrRerla, DSBA9 and BL5l BuilWnp Cwnponanl Sahtylnl aeon �vailable6om True platelrmNute, 219 N. Lee Street Suim 3l z,Mexandde, VA 22314. 690e Parke East Blvd. Trues FL W610 Jab Truss Truss Type CRY Ply Iot1NWATERSTONE 2322920 H7 JACK -OPEN GIRDER 3 1 T20077982 Builders FirstSnurnn'pi rao PI i .1an! r:e. c, -, Job Reference o 8onal R -"- -•• - ----•• ametings., Inc. I Me Apr 25 U1:35:352020 Page ID:UFL Kgoi2lTgRmwA)jSOPzBAGN-h.WDGorXlvbTgANwSVMjxdOxlvAJNBPP77frFzMFfe -1-10-10 46-8 4 9-10-13 1-10-10 46-8 54-5 3x4 = 2x4 II —5 NAILED NAILED NAILED NAILED 311_Qrl3 Scale=1:25.1 Plate Offsets (X Y) (2 0 2 5 0 0-01 0-010 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.18 6-7 >664 240 MT20 244/190 TCDL 7.0 LUmberOOL 1.25 BC 0.63 Vert(CT) 0.14 6-7 >844 180 BCLL 0.0 Rep Stress Incr NO WB 0.45 HOR(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 431b 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=1idlechanical Max Holz 2=241(LC 24) Max Uplift 4=-165(LC 8), 2=-011(LC 8), 5=-286(LC 5) Max Grav 4=148(LC 1), 2=518(LC 1), 5=305(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8411712 BOTCHORD 2-7=-7721771, 6-7=472I771 WEBS 3-7=197/290, 3-6=813/814 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purtins. BOTCHORD Rigid ceiling directly applied or 5-9-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; 3=45ft; L=40ft; eave=5ft; Cat. II; Pxp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load noncmncumenl with any other live loads. 3) a This truss has been designed fora live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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 100111 uplift at)olnt(s) except at -lb) 4=165, 2=411, 5=286. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per KIDS guic fines. 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 (pIN Vert: 1-4=-54, 5-8=-20 Concentrated Loads (Ib) Vert: 7=-1 O(F=-5, B=-5) 12=-75(F=-37, B=-37) 14=-57(F=-28,B=-28) 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 No.66182' MiTek USA; Inc. FL Cert 66341 '6904 Parke East Blvd. Tampa FL;J3610' .Data; April 28,2020 AWARNING amptydaLgnpammotarsane READNO!£S ON 7NISANd INCLUDEOMI & REFERENCEPAGEWI-7473 m. flillea15BEFOR£ USE Design valid for use onlysinb MMeW com,edon. This design is based patinas paremeten, shmim, and is for an Individual budding component net trues system. Before use Me building designer must verify Me appdwNGty ofdesigin aremarera end Ve,ady Mcarporato ti s design Into the overall buildingdesige Bradep implated is ka pmvmzbuddingafIndividual Uusesub endlar O,ord members only. Additional temporary and permanent brads, Is alsup required for stability and te prevenlcollapse san possible personal infuryand property damage. For MiTek' general guidance regarding Me fabdwtion.6Wmge,delivery,erocdonendbradngorbwaesandb,naayalam,see A115IRPII Quality crawls. DSB49 and BieSl Building component Sererylarormva aden aleblermm T--PlalelnItWte,218N.Leetree St Suila312.9eaMda,VA22314. fi904 Pali l Blvd. Tampa, FL Job Truss Truss Type Oly Ply lot 1/1 WATER STONE 2322920 HJTV DIAGONAL HIP GIRDER 1 1 T20077903 Job Ref(optional) ...............etr,=,,...,,y.,L). Plant City, rL-33567, 624U S Mar 92020 MiTek Industries, Inc. Tue Apr 28 07:35:39 2020 Page ID:g65k6Z7uVliuOXUS7?YA4XyW46R.ahBl3erLbWP1xRT691alunolOvGnFDN?KI5s OzMFfY 1-10-10 5-11-11 9-10-13 1- 110 5.11-11 3-11.2 Scale = 1:23.1 6I 3x4 5-11-11 i 3111 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Iuc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Verl 0.06 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.09 6-7 >999 160 BCLL 0.0 Rep Stress Incr NO WB 0.31 Hom(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 401b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied ors-5-10 oc puriins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 7-7-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4-Mechanical, 2=0-9-13, 5=Mechanical Max Hom 2=291(LC 8) Max Uplift 4=-201(LC 8), 2=-229(LC 8), 5=-153(LC 8) Max Gmv 4=245(LC 13), 2=412(LC 1), 5=426(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) of less except when shown. TOP CHORD 2-3=-1119/390 BOTCHORD 2-7=-578/1122, 6-7=-584/1116 WEBS 3-7=01270, 3-0=-11131578 NOTES- 1) Wind: ASCE 7-10; VuR=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); end vertical left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 girders) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 4, 229 lb uplift at joint 2 and 153 Ib uplift at joint S. 7) In the LOAD CASE(S) section, loads applied to the face of the truss am noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (le f) Vert: 2=0(F=27, B=27),t0-4=-134(F=-00, B=-00), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) 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. Jdaguin yal9z Pe No.68182" MTek USA, Inc. FLCerd6634, 69.64 Parkempa �FLEast Blvd,T 7381Ul Date: April 28,2020 ®WARNING-Vedfydeslgn Parameters a,MREADNOTES ON CMS AND INCLUDFDMITENREFERENCEPAGEIBI-Tarinov. IMUROISBUrei USE ��- Design valid for use onlywrith MTek®wnnedom. TNe design Is based only upon Parameters shoves, and Is for an individual budding mmponmd( not a truss eyalem. Before use, the building daelgnermuatvetlly Me epplicabili"fdesign peamefem and Propedyinmmoale N6 design Nto the pvaati udidNgdesign. Badlg indicated is to Prevent buckling dinciAdual husawabandorchord members only. Additional temporary and permanent lasing Is abvaya required for atablliHand m prevent collapsew,th passible personal Injury and property damage. For general guidance regarding the MiTek' fabricator, ebmge, delivery, erection and bmsingaf trusses and Wss systems, see ANSYTRIDual/ry Criteria, OS1i and SCSI Senegal, Conponanl Blvd. Sefmva elyfnforegon alablefiom Tessa Platel.a11e,218N.Lee Street Suite31ZAIex da,VA22314. Tampa,FL fi904 Parse East East Job was was Type Oty Ply lot 1/1 WATERSTONE 2322920 HJ210 DIAGONAL HIP GIRDER 1 1 T20077984 b Reference (optional) �• ^� • � r• �� - �+aa,, d.zAu a mar 9 2uzo ml rek Industries, Inc. Tue Apr 28 07:35:36 2020 Page l ID:g65k6Z7uVliuOXUS72YA4XyW46R-96Vu0cpT1b1S4_IZUAObG9AGHiMV2xSYentCOhzMFfb Scale=1:12.1 Plate Offsets (X Y)— [2.0 1 12 0 1 0] LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Ved(CT) 0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Hom(CT) 0.00 2 Na rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 151b FT=20% LUMBER - TOP CHORD 2x4 SP Na.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-10-15, 4=Mechanical Max Hom 2=129(LC 8) Max Uplift 3=-39(LC 8). 2=-172(LC 8) Max Gmv 3=60(LC 13), 2=162(LC 13), 4=40(LC 3) FORCES. (lb)-Max.Comp./Max. Ton. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-11-5 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; 3=45ft; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Gable studs spaced at 2-0-0 cc. 4) This truss has been designed fora 10.0 par bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load Of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Reterto girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 10016 uplift at joint(s) 3 except Gt=lb) 2=172. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb dawn and 75 lb up at 14-15, and 60 lb down and 75 lb up at 1-4-15 on top chord, and 48 lb up at 1-4-15, and 481b up at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the tress am noted as (rant (F) or back (8). LOAD CASE(S) Standard 1) Dead -Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Van: 1J=54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=150(F=75,B=75)9=51(F=26,B=26) 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 yeldz PE Na.68182 MiTak USA, Im:.kTer! 6834 6904 Page Eesl Blvd.Tampa pL VGI0, Dale: April28,2020 ®WARNING 'Verlydeslgnparamafen eMREAD NOTES ON MS AND INCLUDEpsnmSKREFERENCEPAGEM .M73,m, 100120158enowE USE Design said for use oNy Wm Mireds ovescbsa. Tins design u based any upon par rstera shown, and Is riven Ndmdual buildng sompona,t net ��• a busts steam. Before use, the building deslgner must vedylhe applImbility of des, parameters and pmpody inmryorale this design into the ovai buildingdougn.green, Indicated is W prevent buckling of indmdual me, web anNerchord mwnhemanly. ficloonaltempaaryeMpem,anentbroo[W la always for MiTek' requiretl arability end to prevent w8apeewith pouible peaonal Injury entlprepeM tlemege. orgenemlguldanceregardrethe F fabdcabon,storage. dewery, erection andbracingofeessesandtrvss splems, see ANSI/TPN Quality Criteria, DS849 and Ba9l BYDd08 component Saratylnromadon avalable from Teem,Plate lostiNle,218 N. Lee Street Suite 312. Alexandra, VA 22314. 6904 Parka East Blvd. Tampa, FL 313810 Job Truss was Type Oly Ply Ictl/1WATERSTONE 2322920 HJ210A DIAGONAL HIP GIRDER 1 1 T20077985 Builders I'l-IRDum<M—, ri Pt I Di...,, ru., m ­1 Job Reference (optional) e tncusmes, m0. Iue Apr Zd Ur:sb:3r ZU20 Pagel ID:g65k6Z?uVliuOXUS7?YA4XyW46Rc13Heyg53v9Ji7J11 txgoMiRO6gYnOii$RcM7zMFfa Scale-1:12.1 2x4 = Plate Offsets (X Y)— f2:0-2-5 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.03 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.02 5 >999 180 BCLL 0.0 Rep Stress [nor NO WB 0.00 Horz(CT) 0.01 3 n1a Na BCDL 10.0 Code FBC2017rrP]2014 Matrix -MP Weight: 15 lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-6-1, 4-Mechanical Max Holz 2=128(LC 8) Max Uplift 3=-32(LC 5), 2=-250(LC 8), 4=48(LC 13) Max Grav 3=42(LC 1), 2=229(LC 1), 4=36(LC 3) FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or3-11-5 oc purins. BOTCHORD Rigid ceiling directly applied or l 0-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 o girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=250. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 54lb dawn and 98 lb up at 1-4-15, and 54 lb down and 98 lb up at 1-0-15 on top chord, and 24 lb down and 361b up at 1-4-15, and 24lb down and 3616 up at 1-4-15 on bottom chord. The designlselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(5) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=54, 4.5=-20 Concentrated Loads (Ib) Vert: 9=53(F=27, B=27) 10=72(F=36, B=36) 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 Yaloa PE No.68182 . MRakUSA, Ina. FL Celt 6634.; :6864 Parke East Blvd. Tampa FL ]3810, Date: April 28,2020 AWARMNO - Vsnly desl9n panmarora a,N REAO NOTES ON TMS AND INCLUDED MNEN REFERENCE PAGE MIF7473 rear. 10/0.V1015 BEFORE USE Desil valid foruaaoNywld MTeWmnnedpm.This design isbasedmayupon pammeleraemem, and leloran indivldual building omrponasL net a puessystem. estate me. the building designer must venfy vie appricablGyof dosgn p nsed0twe and inwrporate Ihla ��• popery design mad %e overae buildingEesi,d. Bmdng Ndiwtedie bpreventbuclding of N4Mdual buaweb andor MDN members only. AdditonaltemporsrymWpeemmentbrad, le axvap requbed rorslabllity and to ode e.at 11h.pse Wth edsslh%s pemonal Injury and property damage. Forgenemlguldanaemgardi,glhe MiTek' febtlwdpn, atomge,delivery, erection antl brazing of trusses and trweaystema,sae ANSM11 Gaellly GRwla, DS"9 and seat Buflang Campanenr Ssfefylnfefmagpn avaeablehom Tmae PlatelnseWte,21a N.Lea SteeLSUte312Neaandda,VA22314. 69e4 Parke East Blvtl. Tampa FL M610 Job Truss suss Type Qty ply IiA 1A WATERSTONE 2322920 HJ210B DIAGONAL HIP GIRDER 1 1 T20077986 waine... n­,......,.,o,,..., 1:... F Job Reference o tronal e,q, rL-oaoer, P.zru s mar a zuzu op eK madames, Ina Tue Apr 28 07:35:38 2020 Page 1 ID:g65k6Z?uVIiuQXUS74YA4XyW 46R-6VdfrldgDHAKHuyba23Laf-bb WOk Wgxr55MJSazMFtZ -1-10-10 3-11-5 1-10-00 3-115 2x4 II ADEQUATE SUPPORT REQUIRED L!- Scale =1:14.7 Plate Offsets (X Y) 12.0-2-5 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdaft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.05 7 *99 240 MT20 2441190 TCDL 7.0 LumberOOL 1.25 BC 0.25 Vert(CT) -0.04 7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.07 Hoa(CT) 0.02 4 Na No BCDL 10.0 Code FBC2017/rPI2014 Matrix -MP Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or3-11.5 cc pur ins. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 10-0-0cc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except (it —length) 4=Mechanical, 6=0-8-0. (lb) - Max Harz 6=143(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 1=-137(LC 8), 4=-113(LC 1). 5=-149(LC 1), 6=-456(LC 8) Max Grev All reactions 250 lb or less atjoint(s)1. 4,5 except 6=553(LC 1) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(Ib) or less except when shown. WEBS 3-6=-276/219 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); cantilever left exposed; porch left exposed; Lumber D0L=1,60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will tit 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 beading plate capable of withstanding 137 lb uplift at joint 1, 1131b uplift at joint 4,149 lb uplift at joint 5 and 45616 uplift at joint 6. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 50 lb down and 54 lb up at 1-4-15, and 50 lb down and 54 Ib up at 14-15 on top chord, and 28 Its down and 44 Its up at 14-15, and 28 Ib down and 44 lb up at 1-4-15 on bottom chord. The designtselection 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 (plo Vert: 1-8=-75, 4-8=-54, 5-7=-20 Concentrated Loads (Ib) Vert 10=56(F=28, 8=28) 11=56(F=-28, B=-28) 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 No.68162i "MITekUSA,lnc.FECmt 6634,. "6604 Parke East Blvd. Tampa FL 37610 Paid: April 28,2020 AWARNING-VMydeelgnpvadabmsaadREAD NOTES ON MS ANDINCVhgWMmE REFERENCE PAGEMIAW3aser. f0/eag013 BEFORE USE Oesgn valid for use oNywllh MrI cormectom. This design Is based only upon Pammetere ehown, and is for an Individual building mmppnenl, not ��• a hues system. Before use, the building designer must verify the apptioabllilyof design parameters and propedyinmryorale ads design Into Me overall buildlagdesign. among Indicated is W pemnml bulling ofindNldual Massweb andrordroN members only.Additionallonann,yampermanentbradrg Is MiTek' always requiredforstabtiy and to Imoventoollapse wilh poialhie personal snug and propeM damage. Forgeneralguldance®gardi,gte h erection and bracinoftrus,sea en.d truss systemssee ANS,VlPIf O. riClM S.&I,lnoidnemodgoon,delivery, 6904 Parke East Blv. Tampa, FL W610 6 Symbols PLATE LOCATION AND ORIENTATION -►l �- �4" Center plate on joint unless x, y F[ W offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11fi r For 4 x 2 orientation, locate plates 0- Vid" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated the symbol shown and/or th by text in e 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: ANSIfTPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. OSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I I dimensions shown in scale) (Drawings not to sccalee)) 1 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS. STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 planeofthe 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 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced busses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes busses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall he of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or puffins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 R. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back. words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI?PI 1 Quality Criteria. 7