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z� 0" FDS ENGINEERING ASSOCIATES November 11, 2019 Building Department y ne oa v m 249 Maitland Avenue, Suite 3000� 3 m Altamonte Springs, Florida 32701 2 P: (321)972-0491 1 F: (321)972-0491 E: info@fdseng.com Website: www.fdseng.com Ref: Adams Homes Lot: Lot 14 Blk. 47 Sec. 7 Subdivision: Indian River Estates Address: 5000 Sunset Blvd., Port St. Lucie Model: 2010 B LUG KA # 19-7913 Truss Company: Builders FirstSource Date of drawings: 1IM19 Job No.: 2155111 Wind Speed: 160 Exposure: C Truss Engineer: Thomas Albani 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, ABE rV F9RFcP �: Carl A. Brown, P.E. No 87864 FL. #56126 ^'tt• e o. '1Z Luis Pablo Torres, RE STATE OF <u, FL.#87864 O R "Doing 13d nte'ssQOitMa @NlIce " 1JI111111\ JM y Todd M. Born, P.E. FL.# 82126 Mahmoud Madkour, P.E. FL.#48966 Mindset and an Eye for Detail" o W U U U 55-00-00 U U U Ct—Cl C3 CS .S. (O Q N Q W m t` m =T1 -OD-0 W m A N m V \1 M m 0 0 N m O m W 0 ` I W W 0 t` 0 D-1 5-00- N 0 `O31 W ,O 0 A en 0 O] 0 N 0 0 .` C3 C5 -00-00 )-00-00 DlJ.O a 013 TJ. 5 3 C7 3110 _ A T AA� • 1 � l I W T T OTJ W W_ t` W i lJ DTa..e eT LL e•-mcl.G U U U , 1 I F02 W 0 D04 13-08-00 21-04-00 20-00-00 Ir s5-00-00 REVIEWED ❑ REVIEWED WITH NOTATIONS ❑ REVISE AND RESUBMIT ❑ (SoT�NA EON) 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 coretating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUTIONS, INC. Date / BY Submittal Bo. Project No. Pmod Eng Project Name ecia ui �iarou]w AAxmm.,AA.x, ��aonro.,wimu ,wxvsmrmn uaur]ro ]rarawc<xram rwoascUao at IMPORTANT EOn C accG e"A slum o]ere This DIA Aog Must Be Approved And Mxce . l.. xomeoamuxx IA.I.n Returned Bottom Fabrication NU mnersha.samro]smxsnranx]mweortcu awaovs tor0 Begin. For Your Protection Check Alt M0MLQ6'tPPO�L0ro6 Dimensions And Conditions Prior To App.1 Or Plan, SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 30 PSF nLL 40 PSF BEEN ACCEPTED. TCDL- 07 PSF TCDL 10 PSF BCOL 10 PSF BCDL 5 PSF By Date_ TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES VATNOUT REFERRING TO THE ENGINEERING DRAWINGS AND SSCLa1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, 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) a) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges 4Yg Not Be Accepted Reg-mi... of Fxuh V lUeset Prior Notification By Customer INKI a Hours And Investigation By Builders First Source. NO guilders to Trusts, Gable Shear Wall, And ROOF PITCH: U12 CEILING PRCH: 012 TOP CHORD SIZE: 2 X d BOTTOMCHORDSQE 2X4 OVERHANG LENGTH: IS- ENDPlumb CANTILEVER: — TRUSS SPACING: 2d" BUILDING CODE: FBC2017 BEARING MGM SCHEDULE Hatch Legend = 81-011 aff PLAN DATE: 2015 REVISIONS: 1. 2 3. 4. �\� 410E AirportRoad PMnt City, FL 335GS Ph. (813) 305-1300 Fax (813) 305-1301 Site Information: 6904 Parke East Blvd. ��33 66 ��LAN44tt1155 Customer Info: Adams Homes Port St Lucie Project Name: 2155111 Model: 20177 81a25 01Al Lot/Block: 14/47/7 Subdivision: St Lucie County -Indian River Estates Address: 5000 Sunset Blvd., . City: Fort Pierce - State: State: FL Name Address and License # of Structural Engineer of Record, If there is one,, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 37 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 1 T18615497 A15 11/8/1 2 T18615498 A16 11/8/1 3 T18615499 B01 11/811 4 T18615500 B02 11/8/1 5 T18615501 B03 11/8/1 6 T18615502 B04 11/8/1 7 T18615503 B05 11/8/1 8 T18615504 B06 11/8/1 9 T18615505 B07 11/8/1 10 T18615506 BOB 11/8/1 11 T18615507 B09 11/8/1 12 T18615508 B10 11/8/1 13 T18615509 B11 11/8/1 14 T18615510 B12 11/8/1 15 T18615511 B13 11/8/1 16 T18615512 B14 11/8/1 17 T18615513 B15 11/8/1 18 T18615514 B16 11/8/1 19 T18615515 B17 11/8/1 20 T18615516 B18 11/8/1 21 T18615517 B19 11/8/1 22 T18615518 C1 11/8/1 No. Seal# Truss Name Date 23 T18615519 C1P 11/8/19 24 T18615520 C3 11/8/19 25 T18615521 C3P 11/8/19 26 T18615522 C5 11/8/19 27 T18615523 135P 11/8/19 28 T18615524 D03 11/8/19 29 T18615525 D04 11/8/19 30 T18615526 E7 11/8/19 31 T18615527 E7P 11/8/19 32 T18615528 F01 11/8/19 33 T18615529- F02 11/8/19 34 T18615530 H7 11/8/19 35 T18615531 H7P 11/8/19 36 T18615532 L05 11/8/19 37 T18615533 L06 11/8/19 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI?PI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability.of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSVTPI 1, Chapter 2. '"111111111. Thomas A Marl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: File COPY November 8,2019 Albani, Thomas I of 1 Job Truss Truss Type Oty, Ply LOT 14147 INDIAN RIVER EST T18615497 2155111 A15 Half Hip 1 1 Job Reference o banal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 812:19:25 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskGzGxTm.XBZ7mULepFWDrL2ubE2pc14BrGPOSdioDNNs86yLF9G -104O 3fi I9-0.0 ~14-P22 ~25 l 36-B-0 1 611 ;(N 477-0.11 Scale: 3/16'=1' 5x6 = 3x4 = 5x6 = 3x6 = 3x4 II 4 20 21 5 6 22 23 7 24 8 3x6 = axe = 4.6 = 30 = 4x6 = 3x4 = 6x0 = LOADING (psf) TCLL 20.0 TCDL 7.0 SCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL - 1.25 Rep Stress Incr YES Code FBC2017/TP12014. CSL TC 0.72 BC 0.98 W B 0.84 Matrix -AS DEFL. in (loc) /deft L/d Van(LL) 0.32 10-12 >999 240 Vert(CT) -0.47 9-10 >935 180 Horz(CT) 0.13 9 n/a n/a PLATES GRIP MT20 244/190 Weight 1881Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 7-9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=343(LC 12) Max Uplift 9=-777(LC 12), 2=-860(LC 12) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2528/1786, 3A=-2328/1672, 4-5=-2065/1551, 5-6=-2689/1863, 6-7=-2100/1410 BOT CHORD 2-14=-1829/2221, 12-14=-1952/2643, 10-12=-1844/2582, 9-10=-1217/1698 WEBS 3-14=-321/429, 4-14=-534/852, 5-14=-813/580, 6-10=-701/631, 7-10=-387/810, 7.9=-1981/1437 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; 8=45ft; L=40111; eave=6ft; Cat. II; Eery C; Encl., GCpi=0.18; MWFRS (directional) and C-C EMedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, EMedor(2) 9-0-0 to 14-10-1, Interior(1) 14-10-1 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 9=777, 2=860. 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. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 8834 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 QWARNING- Vedry design panuachersend READ NOTES ON THISAND INCLUDED MITEKREFERANCEPAGEM674n rev. 101114MISBEFOREUSE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and Is for an Individual bullang component. not ��- o truss system. Before use, the building designer must verify the appllcablllty of tlesign parameters antl properly incorporate this design Into the overall buHding design. gracing Indicated is to prevent. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoblIty and to prevent collapse with poZble personal Injury and property damage. For general guidance regarding the fobricoXon, storage, delivery, erection and bracing ofhuyes and truss system%seeANSVrPI1 pualpy Criteria. 059-09 and 501 Building Component 69N Parke East Blvd. Safety Infonsabonovollcble from Tans Plate Institute. 218 N. Lee Street, Suite 312, Alexondria, VA 22314. Tempe, FL W610 Truss Truss Type OtY Ply LOT 14/471NDIAN RIVER EST T18615498 F2511 A16 Half Hip Girder 1 1 Job Referenra (optional) bullaem I-Ila aurce lrrara miry, ry, nma ury, "- vvovr, 6x12 MT20HS G 6.00 12 3 21 18 37 1.5x8 STP= 4x6 = 5x12 i Scale =1:66.5 4x6 = 5xB = 8.14 MT20HS= Sx12 = 2x4 II 6.8 = 22 4 23 24 25 5 26 27 6 2829 30 31 732 33 348 35 36 9 49 10 38 17 39 16 40 15 41 14 13 42 43 44 12 45 46 4711 48 6x12 MT20HS = 20 11 5x8 = 2x4 II 6x12 MT20HS = 3x12 MT20HS II _. 6x12 MT20HS = 4a6 LOADING (psQ SPACING- 2-0-0 C51. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Ven(LL) 0.97 13-15 >454 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.78 13-15 >565 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 HOrz(CT) -0.22 10 rda rda BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 250 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SP M 26 *Except' TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc pudins, 1-3:2x4 SP M 31 except end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 3-2-11 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 4-18, 7-11, 9-11 9-10: 2x4 SP No.2, 5-17,5-13,7-13,7-11,9-11: 2x4 SP No.1 WEDGE Leff: 2x4 SP No.3 REACTIONS. (lb/size) 10=2920/0-4-0, 2=2760/0-8-0 Max Horz 2=276(LC 8) Max Uplift 10=-3351(LC 8), 2=-2979(LC 8) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5645/6215,34=4900/5545, 4-5=-7094/8138, 5-6=-7706/8877, 6-7=-7706/8877, 7-8=-3764/4345,8-9=-3764/4345, 9-10=-2786/3221 BOT CHORD 2-18=-5638/4984, 17-18=-8138/7094, 15-17=-9178/7982, 13-15=-9178/7982, 12-13=-7273/6306, 11-12=-7273/6306 WEBS 3-18=-2306/2081,4-18=-2713/3126,4-17— 1059/915,5-17=-1107/1296,5-15=-324/433, 5-13=-335/366, 6-13=-482/581, 7-13=-1951/1704, 7-12=-322/423,7-11=3092/3562, 8-11=-519/636,9-11=-5231/4532 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 10=3351, 2=2979. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 69M Padre East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING- Vetltydesign parameters and RE4DN0i ON TNISANDINCLOD£DMI REFERANCEPAGEM&74Mare. 1LL21i4015BEFOREBaE Deslgn valid for use only with MRei connectors, This design Is based only upon parameters shown, and Is for an individual building component, not ��- a truss system. Before use, the building deslgner must verify the applicablltiy of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the (abdication storage, calvary, erection antl bracing of masses and truss systems meAN51,1711 Quality Crill DSB-59 and BC61 BuBtlhp Component 6904 Parke East Blvd. Safety Infoenallonayailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 14/47 INDIAN RIVER EST T78615498 2155111 A16 Half Hip Girder 1 1 Job Reference o (tonal Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mil Industries, Inc. Fri Nov 8 12:19:26 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskCizGxTm-7N7V_gMGZZe4TVc4ByZ28FGMagt1 g2lxR07QgYyLF9F NOTES- 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 214 Ito up at 7-0-0, 1541b down and 205 Ib up at 9-0-12, 151 lb down and 205 lb up at 11-0-12, 151 It, down and 205 lb up at 13-0-12, 151 It, down and 205 lb up at 15-0-12. 151 lb down and 205 Ile up at 17-0-12, 151 lb down and 205 Ito up at 19-0-12, 161 lb down and 205 It, up at 21-0-12, 151 Ib down and 205 Ib up at 23-0-12, 1541b down and 205 Ib up at 25-0-12, 154lb down and 205 lb up at 27-0-12, 154 lb down and 205 lb up at 29-0-12, 15416 down and 205 lb up at 31-0-12, and 1541b down and 205 lb up at 33-0-12, and 164 lb down and 205 lb up at 35-0-12 on top chord, and 351 It, down and 4901b up at 7-". 98 Ile down and 164 lb up at 9-0-12, 98 Ito down and 1641b up at 11-0-12, 98 lb down and 164 lb up at 13-0-12, 98 lb down and 164 lb up at 15-0-12, 98 Ito down and 1641b up at 17-0-12, 98 lb down and 164 lb up at 19-0-12, 98 It, down and 164 Ito up at 21-0-12, 98 lb down and 164 lb up at 23-0-12, 98 lb down and 164 Ib up at 25-0-12, 98 to down and 164 Ito up at 27-0-12, 98 It, down and 164 lb up at 29-0-12, 98 lb down and 164 Ito up at 31-0-12, and 98 Ib down and 164 lb up at 33-0-12, and 98 It, down and 164 Ib up at 35-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-9=-54, 2-10=-20 Concentrated Loads (lb) Vert: 3=-93(B) 1B=351(B) 5=-93(B) 15=82(B) 21=-93(B) 22=-93(B) 24=93(B) 25=-93(B) 26=-93(B) 27=93(B) 28=-93(B) 31=-93(B) 32=-93(B) 33=93(B) 34=-9135=-93(B) 36=-9137=-82(B) 38=32(B) 39=-H2(B) 40=-82(B) 41=32(B) 42=-82(B) 43=-82(B) 44=-82(B) 45=-82(B) 46=-82(B) 47=32(B) 48=32(B) 49=-82(B) ,&WARNING-N1IfPdsW9hPammets..dNERD NOTES ON MSANDINCLUDEDwEKFEFERANCEPAGEMM174m... 1au=eSDEFOFE USE Oeslgn volld for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for on Individualbuliding component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate inn design Into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequiredfarstabilityantltopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and hum systems, seeANSVrPl1 Dual CMnlu, DSa-09 and DOI EWdbp Component Safety InfoenatfoaavaYoble from Truss Plate Institute, 218 N. Lee Sheet, Suite 31Z Alexandria. VA 22314. 69N Parke Ent Blvd. Tampa, FL 33610 Tuns Truss Type LOT 14147 INDIAN RIVER EST Ti'y 171 T18615499 Flob 1 001 Hip Girtler ob Reference (ootionap Builders FIrsl50urce twam Gdy, I-L), rlenUJey, rL- a115af. 6.24e s Jel 14 zul a iv I erc mousmes, Inc. rn rvw a 1L:iu:Le Lute 6x12 MT20HS 4 =M� Sx8 = Bxl4 MT20HS O site = 804 MT20HS = 5,12 = Scale a 1:65.9 0 1g 15 34 3517 36 16 37 15 38 39 40 14 41 42 1043 12 44 11 1.5x6 STP = 5.8 - 6xl2 MT20HS = 5x8 - 2x4 11 5x6 1.5x8 STP = Sx12 G 4x6 = 2.4 II 602 MT20HS = 5,12 C 29-4 7-0.0 11-8.4 16-2-12 20-&4 25-3-12 30.0.0 33-2-12 37-0-0 v4-a 9.P-sv a.aA e.aP e.aavzsp g-4-a I Plate Offsets (X Y)- 12:0-3-6 0-3-01 [3:0-9-4 0-3-01 [4:0-3-8 0-2-81 [6:0-7-0 0-4-121 [8:0-11-4 0-3-01. [9:0-3-0 0-3-0I [18:0-3-8 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Weil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 1.08 14-15 >411 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 VerI CT) 0.87 14-15 >513 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 Horz(CT) -0.27 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 236 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 8-0,6-8: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2866/0-8-0, 9=2909/0-8-0 Max Horz 2=171(LC 7) Max Uplift 2=-3116(LC 8), 9= 3176(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 3-1-14 oc bracing. WEBS 1Row at micipt 4-18.7-11 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5879/6515, 3-4=-5104/5807, 4-5=-7333/8461, 5-6=-8442/9782, 6-7=-8442/9782, 7-8=-5190/5926, B-9=-5973/6646 BOT CHORD 2-18=-5631/5194, 17-18=-8185f7333, 15-17=-9483/8421, 14-15=-9483/8421, 13-14=-8259f7385,11-13=-8259f7385, 9-11=-5748/5278 WEBS 4-18=-2815/3276,4-17=-1255/1084,5-17=-1381/1619,5-15=-349/431, 6-14=-490/594, 7-14=-1557/1334,7-13=-318(377,7-11=-2765/3203,3-18=-2463/2203, 8-11=-2426/2176 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=4.2ps1; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=11b) 2=3116, 9=3176. 8) Hangar(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 Ito down and 214 lb up at 7-". 1541b down and 205 lb up at 9-0-12, 151 Ito down and 205 lb up at 11-0-12, 151 Its down and 205 lb up at 13-0-12, 151 Ib down and 205 Its up at 15-0-12, 151 It, down and 205 Ile up at 17-0-12, 151 It, down and 205 lb up at 18-6-0, 151 Its down and 205 lb up at 19-11-4, 151 It, down and 205 lb up at 21-11-4. 151 Ib down and 205 Ib up at 23-114. 151 lb down and 205 lb up at 25-11-4, and 154 Ib down and 205 Its up at 27-11-4, and 210 Its down and 422 lb up at 30-0-0 on top chord, and 351 lb down and 4901b up at 7-0-0, 98 lb down and 164 Ito up at 9-0-12, 98 lb down and 164 Its up at 11-0-12, 98 lb down and 164 Ib up at 13-0-12, 98 lb down and 164 Its up at 15-0-12, 98 lb down and 164 Its up at 17-0-12, 98 Its down and 164 lb up at 18-6-0, 98 Its down and 164 lb up at 19-11-4, 98 lb down and 164 Ib up at 21-114. 98 Ito down and 164 Ib up at 23-114, 98 Ib down and 164 Ib up at 25-11-4, and 98 lb down and 164 Its up at 27-114, and 351 lb down and 490 lb up at 29-11-4 on bottom chard. The desigrdselection of such Thomas A. Albani PE No.39380 Iii USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 s Is the res onsibili of others. Q WARNING. Vedlydealgn peremetersand0"D NOTES ON TRLSANO/NCLUDED MITEKNEFENANCEPAGEMI47473rev. 10032)155EFONEUSE Design volid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not �'- a truss system. Before use. the building dealgner must verify the appllcatarry of tleslgn parameters antl properly Incorporate ih6 design Into the overall buJtling design. Bracing indicated is to prevent buckling of lndNitluol truss web and/or chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Cdferb, DS549 and BCSI Building Cempanm} 69N Parke East Blvd. Safety Infamtatbrkwallable from Truss Plate Institute, 218 N, Lee Street Suite 312. Alexandre, VA 22314. Tampa, FL 33610 Truss Truss Type pry Pry LOT 14/471NDIAN RIVER ESTT18615499 5111 r2l BO1 Hip Girder 1 1 Job Reference fcmllonall Builders FUSISource (Plant City, FL), Plant City, FL - 33567, 6.240 s Jul 14 2019 MTek Industries, Inc. Fd Nov 8 12:19:28 2019 Page 2 ID:GZkZS%BELDNJdj%s77WskOzGxTm-=FGPWN%5AwjomTGNbWEgii3UV21ywEvKcWkRyLF9D NOTES- 9) In the LOAD CASE(S) section, loads applied t0 the face of the truss are noted as front (F) or back (B). LOAD CASE(5) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-8=-54, 8-10=-54, 2-9=-20 Concentrated Loads (Ib) Vert: 3=-93(B) 8=-163(8) 18=-351(B) 11=351(B) 23= 93(B) 24=-93(B) 25=-93(B) 26=-93(B) 27=-93(B) 28=-93(B) 29=-93(B) 30=-93(B) 31=-93(B) 32=-93(B) 33=-93(B) 34=-82(B) 35=-82(B) 36=-82(B) 37=-82(B)38=-82(B) 39=-82(B)40=-82(B)41=-82(B)42=-B2(B)43=-82(B) 44=-82(B) Job Thus Type Oty Ply LOT 14147 INDIAN RIVER EST T�s T18615500 2155111 Hip Truss 1 1 Job Reference (optional) benders rlrsibource Inam uuy, ry, riam ury. IL- aboor, b.zau s Jul 1 n zme Mu ex mausmes, Inc. rn Novo w d 5x6 = c enf n 30 = 24 25 5 5x6 = 5x6 = 6 26 27 7 Scale =1:65.9 m n 3x6 = 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 3x6 — Plate Offsets (X Y)— [4:0-3-0 0-2-0] [6:03-00-3-0] r7:0-3-00-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(L-) 0.34 13 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.47 11-13 >944 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.14 9 Na rda BCDL 10.0 Code FBC2017/rP12014. Matrix -AS Weight: 1801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (Its/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=-213(LC 10) Max Uplift 2=-885(LC 12), 9=-885(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2565/1880, 3-4=-2366/1767,4-5=-2099/1637, 5-6=-2763/2035, 6-7=-2099/1637, 7-8=-2366/1767,8-9=-2565/1880 BOT CHORD 2-15_ 1507/2254, 13-15=1695/2690, 11-13=-1698/2690, 9-11=•l528/2254 WEBS 4-15=-568/862,7-11=-568/862, 5-15=-826/653, 6-11=-826/653, 3-15=319/426, 8-11=-319/426 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=l60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intertor(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 14-10-1, Interior(1) 14-10-1 to 28-0-0. Extedor(2) 28-0-0 to 33-7-14, Intedar(1) 33-7-14 to 384-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It, uplift at joint(s) except aWls) 2=885, 9=885. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Carl 6634 69114 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 QWARNING-Ved/ydedfgeparameremand READ NOTES ON MSANDWCLUDEOMREKREFERANCEPAGEM 7473rev. 1011YLOISBEFOREUSE Design valid for use only with MITekS connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not o tars system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate fNs design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IsalwaysreguiredforstabilityendtopreventcollapsewithpossiblepersonalInjuryandpropertydamage, For general guidance regarding the fabdca6oa sbrage, delNery, erection and bracing of tR=es and huss systems, seeANSVTPII Qua[ lly CrIeds.O51419 and 11CSI luitllnp Component Sarah, Infannamor avolloble hInstitute. am Truss Plate 218 N, Lee Sheet Al Suite 312 exandrlo. VA 2231A �,- MiTek- 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 11147 INDIAN RIVER EST T78615501 2155111 803 Hip Truss 7 1 Job Reference o banal uunaers YlrmSourw lrwnwny, ry, mem Cly, FL- ddoor, elan s dune Lule Ml i ex mdwsme9, Inc, rn Nov a 12:18:31 -LU19 Page l I D:GZkZSXBELDNJdjXs77WskOzGxTm-MKw01 XOP05GMaGV2xV9DrIKDHhXIVOhgblgALmyLFOA �I I .A-7-4 70-20 PBd)0-00 6-0-0 -11-4.0l4-0 7-E0760 174 Scale a 1:65.9 5,,8 = 2x4 II 5xB = 4 25 26 5 27 28 6 m d 1C 1e id 11 lu 3x6 = 2x4 II 3.6 3x8 = 3x4 = 2x4 11 3x6 3x4 = 3x6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING• 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014. CS'. TC.0.73 BID 0.66 WB 0.65 Matrix -AS DEFL in (loc) Vdefl Lid Vert(LL) 0.28 13 >999 240 Vert(CT) -0.36 13-15 >999 180 Horz(CT) 0.12 8 rda n/a PLATES GRIP MT20 244/190 Weight: 193 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0,8=1441/0-8-0 Max Hom 2=-254(LC 10) Max Uplift 2=-885(LC 12), 8=-885(LC 12) FORCES. (1b) -Max CompJMa . Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-0=-2607/1853, 3-4=-2206/1668, 4-5=-2342/1844, 5-0=-2342/1844, 6-7=2206/1668, 7-8=-2607/1853 BOT CHORD 2-16=-1490/2408, 15-16=-1490/2408, 13-15=-1115/2017, 11-13=-113611929, 10-11=-1511/2273, 8-10=-1511/2273 WEBS 3-15=-489/459,4-15=-187/459,4-13=-008/625, 5-13=-459/532, 6-13=-408/625, 6-11=-187/460,7-11=-089/459 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Ops1; h=25tt; B=45ft; L-40ft; eave=5h; Cat. 11; 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 11-0-0, Extedor(2) 11-0-0 to 16-7-14, Intedodl) 16-7-14 to 26-0-0, Exterior(2) 26-0-0 to 31-7-14, Interior(1) 31-7-14 to 38-4-0 zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottomchord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: , Joint 8 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=11a) 2=885, 8=885. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 Q WANNMO-Veritydealgnperametersend RFDNOTES ON TNISANDWCLUDWMDEKREFENANCEPAGEUX747arev. ra=01SSEFOREUSE Design volld for use only with Mnek® connectors. This doslgn Is based only upon parameters shown. antl Is for an Individual bulli9ng component, not a fnAs system. Before use, the bulding designer must verify the applicability of design parameters and property Incorporate this design Into the overall bullding deslgn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Addlional temporory and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erectlon and bracing of fusses and tuns systems, sesANSVIPII CuaWv Ci@gM, DSM9 and SCSI Eulding Component Safety Infomtallornvallable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22alk ��- M!Tek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 14/471NDIAN RIVER EST T78615502 2155111 B04 HIP 1 1 Job Reference looliona0 Builders FirstSource (Flam uty, FL), Fiant aty, FL- 33557, 8.240 s Jul 142019 MiTek Industdes, Inc. Fri Nov 812:19:32 2019 Page t ID:GZkZSXBELDNJdjXs77WskOzGxTm-qXUmE1R19PODB04EVCgSOWtM55s9EgRggyaktCyLF99 1-0-Oi &&0 1&0.0 16-fi-0 24.0.0 2 7-5 3TD-0 ?&4-0 r1- O 6.6.0 6.6-OS160 5.6-0 6.7.5 6-4-11 1-4-01 Scale=1:69.2 5xB 8.00 12 2.4 11 5x6 = 423 5 624 3x12 MT20H6 zc 3.00 12 Ex6 = 2x4 II 3x6 = 6-6-0 12-11 16-6-0 24-4-0 30-7-5 37-0.0 6.6-0 1 s-0-0 I s.ao 1 s1n-n 1 eve 1 6.L11 r Plate Offsets KY)-- [2:0-0-IO,Edgel,13:0-3-0,0-0-01 [4:0-4-12 0-2-0] [6:0-3-8 0-2-41 [7:0-3-0 0-3-4]rl3:0-2.6 Oa-41 LOADING (psQ SPACING- 2-0-0 CS]. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.850.55 13-14 >813 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 -BC 0.71-0.7213-14 :DDEFL >620 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 0.38 8 We n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 189 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP,M 31 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=144110-8-0, 8=1441/0-8-0 Max Horz 2=295(LC 11) Max Uplift 2=-885(LC 12), 8=-885(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/3034, 3-4=-3862/2572, 4-5=-2512/1916, 5-6=-251211916, 6-7=-2093/1575, 7-8=-2628/1831 - BOT CHORD 2-14=2608/4158, 13-14=-2633/4178, 12-13=-1811/3240, 11-12=-1064/1869, 10-11= 150312292.8-10=1501/2296 WEBS 3-13=-684/645,4-13=-1078/1981,4-12=-993/501,5-12=-315/353,7-10=0/266, 6-12=606/1006,7-11=-645/544 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=40ff; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0to 13-0-0. Extedor(2) 13-0-0 to 18-", Interior(1) 18-6-0 to 24-M, Exterior(2) 24-"to 29-7-14, Interior(1) 29-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface: 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except at=lb) 2=885, 8=885. 10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban] PE No.39380 MiTek UK Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 Q WARNING-Vedrydes/9n xUxvr.ten4ad READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMLL74TJnrv. faNY1o159EFORE USE. Dedgn valid for use only with 1017e09 connectors. This design a based only upon parameters shown and Is for on Individual bulldng component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buldIng design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members oNy. Additional temporary and permanent bracing MiTek' Is always required for stability, and to prevent cpliapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systema seeANSWII Qualey Cicada. DS4-09 and BCSI building Component 69U Parka East Blvd. Safety Informn6onovailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Truss Type Ply LOT 14147 INDIAN RIVER EST =2obTruss BOS HIP 1T18615503 1 1 Job Reference (opt' nap Builders FlrstSource (Plant Glty, PILL Plant City, FL- 33567, 8.240 s Jul 14 2019 Inc. Fri Nov 8 12:19:33 2019 Scale = 1:68.0 6.00 12' 5x6 = - 5 24 5.6 = 25 6 axe i 3.00 12 Sx8 = 2x4 11 3.6 6-6 121-0 --0 244 a 307-4 37-00 0 6.i6.-0 72.4-1-26.60 2fi Plate Offsets (X,Y)- r2:0-2-9,0-1-81 [3:0-3-0,0.3-0][5:0-4-0 0.2.8l, [6:0.4-0 0-2-8],18:0-3-0,0-3-01 [12:0-5-4 0-2-121. [14:0.2-12 02-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.55 14-15 >805 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.7314-15 >609 180 BCLL 0.0 Rep Stress [nor YES We 0.84 Horz(CT) 0.37 9 rda n/a BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 200 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD W SP No.2 `ExcepP 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Leff: 2x4 SP No.3 BRACING - TOP CHORD Stmctuml wood sheathing directly applied. BOT CHORD. Rigid ceiling directly applied. REACTIONS. (Ib/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Horz 2=-337(LC 10) Max Uplift 2=-885(LC 12). 9=-885(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4512/2945, 3-4=-3873/2599, 4-5=-2647/1945, 5-6=-2366/1795, 6-7=-2048/1744, 7-8=-2106/1565, 8-9=-2622/1780 BOT CHORD 2-15=-2524/4212, 14-15= 2547/4226, 13-14=-1972/3440, 12-13= 991/1831, 11-12=-1452/2286,9-11=-1450/2290 WEBS 5-13=-553/922,6-13=-416/906,7-12=-256/397,8-12=-614/460,4-14=-1120/1955, 3-14=-658/507, 6-12=-295/368,4-13- 1981/1365 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-l24mph; TCDL=4.2psk BCDL=6.Opsft h=25ft; B=45ff; L=40R; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 15-0-0, Extedor(2) 15-0-0 to 20-7-14, Interior(1) 20-7-14 to 22-0-0, Extedor(2) 22-0-0 to 27-7-14, Interior(1) 27-7-14 to 38-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYPNo2 crushing capacity of 565 psi. 7) Bearing at joint(s)2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albans PE No.39380 Mirek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 QWARNING-V rffydesrmn lametereand READ NOTES ON WISANDWCLUDEDM?EKNEFEFANCEPAGEM&7473rev. IGV&110156EFOHE USE. �t- Design valid for use only with M6ek® connectors. this design Is based only upon parameters shown and Is for an Individual building component not a truss system. Before use, me building designer must verify the applicability of design parameters and properly Incorporate MIS design Into me overall building design Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW Is olways required for stability and to preventcollapse with possible personal Injury and property damage. For general guldance regarding me fabrication, storage, delive, erection and bracing of trusses and truss systems seeANSURPII QuaBm1yy CdNM, DSSd9 and BCSI Building Component 6so4 Parke East Evil.Safelyhlelmalbnavaliabie from Truss Pate InsHMe, 218 N. fee Street 6uae 312, AlemndGa, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply LOT 14/47 INDIAN RIVER EST T18615504 2155111 BOB HIP 1 1 Job Reference (optional) Builders FirstSource (Plam City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Fri Nov 612:19:342019 Scale = 1:68.4 5xfi = 5xfi = IL ll 3x8 3.00 12 5.8 = 2x4 11 3xe O 660 162--0.100 I I -.7-4 0 0 4fi3-4F- 412I 7 Plate Offsets (X,Y)-- [2:0-2-9,0-1-81, [3:0-3-0,0,3-01, [5:0-3-0,0.2-0] [6:0-3-0 0-2-0] 18:0-3-00-3-0l, [12:0-5-4 0-2-8] [14:0-2-12 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.56 14-15 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7414-15 >600 ISO BCLL 0.0 Rep Stress Incr YES WB 0.81. Horz(CT) 0.38 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 2-14: 2x4 SP M 31 WEBS 2x4 SPNo.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at ml 4-13 REACTIONS. (lb/size) 2=1441/0-8-0, 9=1441/0-8-0 Max Ham 2=-378(LC 10) Max Uplift 2=-885(LC 12). 9= 885(LC 12) FORCES. (lb) - Max. CompJMam Ten. - Al forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4507/2786, 3-4=-3884/2478, 4-5- 2142/1560, 5-6=-1874/1479, 6.7=.2087/1726, 7-8= 2105/1499, 8-9=-2622/1688 BOT CHORD 2-15=-2378/4245, 14-15=-2398/4260, 13-14=-1877/3504, 12-13=-817/1746, 11.12=-1366/2285, 9-11=-1365/2289 WEBS 3-14=-639/486,4-14=-1020/2030, 4-13= 2219/1421,5-13=-5061757,6-12=-456/479, 7-12=346/491, 8-12=-609/423, 8-11=0/259, 6-13=-251/659 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psC BCDL=6.Opsh, h=25ft; B=45ft; L=40ft; eave=5$ Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -1-4-0 to 2-M. Interior(1) 2-8-0 to 17-M, EMerior(2) 17-" to 25-7-14, Interior(1) 25-7-14 to 38-4-0 zonl for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on thebottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 9 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to. bearing plate capable of withstanding 1001b uplift at joints) except 01=1b) 2=885, 9=885. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albeit PE No.39380 MiTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING- Veritydesgnpmemete®and REAONOi SONTHSANO/NCLUOEOMI KFEFERANCEPAGEM17473reV. 1oaSgotSSEFOFEUSE valid for use only with Ivi connectors. This design a based only upon parameters shown, and Is for an Individual bustling component, not a truss system. Before use, the bulding designer must verify the applicability of tleslgn parameters and properly hcorporole this design Into me overall buldingdedgn. Bracing Indicated Is to prevent buckling ofindividual muss web and/or chord members only. Additional temporary and penr,anentbrocing Is always required for stoblllN and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and toss systems, seeAmIal Qu" Cmodo, DSB-89 and SCSI Suldhp Component Ill Nformolbrsavoilable ham hus Rate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MR MiTek' 69M Parka East Blvd. Tempe. FL 33610 Job Truss Truss Type Oty Ply LOT 14/47 INDIAN RIVER EST T78615505 2155111 B07 Roof Special 2 7 Job Reference (optional) Builders FRrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Fri Nov 8 12:19:35 2019 Scale=1:66.5 5z6 = I lu 3zB 3.00 12 Sz8 = 2.4 11 axB i LOADING (psf) SPACING- 2-" CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vell 0.59 13-14 >755 240 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Ven(CT) -0.77 13-14 >577 180 BCLL 0.0 ' Rep Stress Incr VES WB 0.93 Horz(C7) 0.41 8 Na Na BCDL 10.0 Corte FBC2017/rP12014 Mafix-A$ Weight: 196 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. 2-13: 2x4 SP M 31 WEBS 1 Row at midpt 4-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1441/0-8-0.8=1441/0-8-0 Max Horz 2=-408(LC 10) Max Uplift 2- 885(LC 12), 8=-885(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4499/2593, 3-4=-3902/2266, 4-5=-1905/1333, 5-6=-1905/1324, 6-7=-2105/1400, 7-8=-2621/1586 BOT CHORD 2-14=-2173/4254, 13-14=-2190/4272, 12-13=-1707/3656, 11-12=932/1887, 10-11=-124612284,8-10- 1245/2287 WEBS 3-13=-604/472,4-13=-913/2085, 4-12=-2470/1363, 5.12= 790/1324, 6-12=-394/358, 7-11=-599/411, 7-10=0/267 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=4.2psh BCDL=6.Opsfl h=25ft; B=45tt; L--40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0. Exledor(2) to-0-0 to 22-6-0, Interior(1) 22-6-0 to 38-4-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load 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 3-6-0 tall by 2-04) wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel 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 100lb uplift at joints) except 01=lb) 2=885, 8=885. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban! PE No.39380 81Tek USA, Inc. FL Cent6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 O WARNING- Ver/IVdesrgaperamefenand REAONOTES ON TN/SANGINCLUGEGMNEKREFERANCEPAGEMI474M rev. latIfir0158EFGREUSE Design valid for use only with Weld connectors. This design Is based only upon parameters shown. and Is for an hi bulldhg component, not a truss system. Before use, the building designer must verify the oppllcoblilly of design parameters and property Incorporate this design Into the overall building design. Bracing halcatetl is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required (or stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. SeeANS9rPl1 Cu'022 Cmnb, DSB-09 and BC51 aWdYlp Component Safely Infomselbmvollablefrom Truss Rate InstiVe,218 N. Lee Street. Suite 312. Alexandria. VA 22314. MiTek' 69n9 Palle East Blvd. Tempe,rk Esio b:=BO8s5 Truss Type Oty Ply LOT 14147 INDIAN RIVER EST T78615506 55111 r9i Root Special 1 1 Job Reference (optional) Builders Firstfiource IYlam Uly, 1-L), Ylerlt Glty, 1-1--335157, 8240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 8 12:19:36 2019 Page 1 JdXs77 W skOzGxTm-1IkH4FUYDdufg1 N7k2kOYM23ZlCfAbGOIaYxOzyLF95 Scale=1:77.2 SA = 3x8 3.00 12 s 13 12 11 10 Sx8 = 4x6 - 1.5xB STP= 6% _ 2x4 II 6.6.0 1 12-bo6.0 18-6-0 24-0-0 1 30-7.5f.LS 1 35-4-0 137-0-1.1-a-r &6-0 6-GO-0 5-10.p 'da-11 Plate Offsets (XY)- - [2:0-1-2 0-0-7][3:0-3-0 0-3-01 [7:0-3-0 0-3-01 [8:0-5-12 0-2-81 [13:0-5-4 0-2-81 [15:0-4-00-3-4[ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.61 15-16 >720 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.76 15-16 >579 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horc(CT) 0.41 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix -AS Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except* 2-15: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end ver icals. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-14 REACTIONS. (lb/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=385(LC 11) Max Uplift 10=-767(LC 12), 2=-884(LC 12) FORCES. (lb) - Mac CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-4483/2692, 3-4= 3885/2406, 4-5=-1894/1345, 5-6=-1894/1358, 6-7=-2086/1390, 73=-2535/1561 BOT CHORD 2-16=-2452/4188, 15-16=-2470/4205, 14-15=-2035/3585, 13-14=-1029/1871, 12-13- 1331/2239, 11-12=-1338/2154, 10-11=-1318/2146 WEBS 3-15=-608/464,4-15=-1058/2052,4-14=-2437/1525,5-14=-812/1316,6-14=-384/334, 7.13=-555/382,8-10=-2327/1428 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40h; eave=Sf; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-6-0. Interior(l) 22-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 10=767,2=884. 9) 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. Thomas A Albani PE No.39388 MiTek USA, Inc. FL Ced 6634 6964 Parke East Blvd Tampa FL 33618 Date: November 8,2019 Job Tess Truss Type Oty Ply LOT 14147 INDIAN RIVER EST T18615507 2155111 B09 Roof Special 1 1 Jab Reference (optional) Builders RrinSource (Plant City, FL), Plant City, FL - 33567, 8240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 8 12:19:38 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-ths2VwVo1F8NvLXOrTmdn701W ugBTSiCu125syLF93 11-12-5I -440 I30.7-5 F f• 37-00 n005-12 fi0652% 1 3-8-0 Scale = 1:71.2 Sx6 = 3.00 12 5x8 = 5x6 = 1.5xB STP = 3X8 6x8 = 6.6.0 12-6-0 18-&0 24-4.0 30.7-5 334 37-0.0 6.6-0 6.0.0 6-0-0 5.10-0 6-3.5 1 2-8-11 3-8.0 Plate Offsets (X Y)- [2:0-1-2 0-0-71 [3:03-0 03-01 [6:0-3-00-3-0] [12:0-5-4 0-2-8] [14:0.4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.63 14-15 >702 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.7714-15 >578 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.41 10 n/a n/a BCDL 10.0 Corte FBC2017/rP12014. Matrix -AS Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 4-13 REACTIONS. (1 size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=364(LC 11) Max Uplift 10=-770(LC 12). 2=-881(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4483/2750, 3-4=-3885/2470, 4-5=-1894/1355, 5-6=-1895/1373, 6-7=-2087/1390, 7.8=-2494/1565 BOT CHORD 2-15=-2569/4168, 14-15=-2587/4186,93.14=-2159/3566, 12-13- 1097/1873, 11-12=-1378/2232, 10-11=-1465/2258 WEBS 3-14=-609/458.4-14=-1116/2043,4-13=-2428/1584,5-13=-829/1319,6-13=379/321, 7-12=-527/359, 8-10=-2491/1630 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=4.2ps1; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; save=511; Cat. II; Exp C;, Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 23-0, Interior(1) 2-8-0 to 18-6-0. Extedor(2) 18-6-0 to 22-6-0, Interior(1) 22-6-0 to 36-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 10--770, 2=881. 9) 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. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 A WARNING- Vadry doslgn panwichreaad READ NOTES ON TN/SAND INCLUDED MIrEKREPERANCEPAGEMX7Mnm,... faitIciO9 BEFORE USE Deslgn volld for use only with Mnek0connectors. This design Is based only upon parameters shown. and is far an IndMdual building component, not ��- a hum system, Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overoll balding design. Bracing Indicated is to prevent buckling of Ind Adual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobrlcoeon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII CuaBN CRorrb, DS649 and BCSI Bulding Component Load Parka East Blvd. Safety MformalbwPl nolloble from Trum ate Institute. 218 N. Lee Street, Suite 312. Alexandra VA 22 14. Tampa, FL 33610 b Truss Truss Type Cry Ply LOT 1047 INDIAN RIVER EST T78615508 r2l55111 B10 Roof Special 1 1 Job Reference (optioned) Builders Flmtsource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 812:19:39 2019 Page 1 ID:GZkZSX3ELDNJdjXs77WskOzGxTm-7tPOjG W OW YHDXU6aPA15q-,fYYvEONwesRYmcdlyLF92 A-4Q 8-EO 12-5-12 18-6-0 24-4-0 30.7-5 32-5-8 37-0-0 1-0Tfi-6. 8-11-12 GO-4 5-10.0 &3-5 1-f 0.3 4.6.8 Scale=1:71.2 5xB = 3.00 12 5x8 = 6x8 = 1.Sx8 STP= 3x8 6x9 = 6-6-0 12-6-0 1a-_1 0 24 4 30.7-5 32.5-8 37-0.0 6-0.05.10-0 6-3-5 11-10-31 4N Plate Offsets (X Y)-- [2:0-1-2 0-0-7] [3:0-3-00-3-D] I11:0-3-8 0-3-0] rl2:0-54 0-2-81 [14:0-4-003-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.64 14-16 >695 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 VerhCT) -0.77 14-15 >577 180 BCLL 0.0 ' Rep Stress ]nor YES Vie 0.97 HOR(CT) 0.41 10 r✓a r/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 207 lb Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excepl' 2-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 10=1362/0-8-0, 2=1437/0-e-0 Max Horz 2=355(LC 11) Max Uplift 10=-771(LC 12), 2=-879(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1Row at mldpt 4-13,8-10 FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. . TOP CHORD 2-3=4483/2774, 34=3885/2497, 4-5=-1894/1358, 5-6=-1895/1378, 6-7=-2087/1389, 7-8=2481/1568 BOT CHORD 2-15=2619/4163, 14-15= 2637/4180, 13-14=2211/3564, 12-13=-1124/1874, 11-12=-1401/2230, 10-11=-1461/2250 WEBS 3-14=-608/456,4-14=-1141/2040,413=-242611609,5-13=-832/1318,6-13=-374/312, 7-12=-513/354,8-10=-2479/1613 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psY BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteric,02) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 18-6-0, Exterior(2) 18-6-0 to 22-e-0, Interior(1) 22-6-0 to 36-104 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on thebottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYPrNo.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 10=771,2=879. 9) 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. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 Truss Truss Type Oty 1NDIAN RIVER EST ply�J,bTRlefemnce T18615509 rJob 111 B11 Roof Special 1 (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 14 2019 MiTek Industries, Inc. Fri Nov 812:19:40 2019 5x6 = Scale = 1:70.2 jk 3.00 F12 Sx8 = 20 II 1.5x8 STP= 3x8 fix8 = M&fF0 12.6-0 1&60 24-40 30-5-e 30r7-5 37-0-0 UG PPO I PPO 5-10-0 6- - P-8 P , 6-0-11 Plate Oftsets(XY)- [2:0-1-20-0-71 [3:0-3-0,03-01 [7:0-2-4,0-3-0] rll:0-5-4,0-2-81 f13:0-4-0,0-3-4T LOADING (pso SPACING- 2-0-0 CS]. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ved(LL) 0.65 13-14 >682 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.80 Vert(CT) -0.77 13-14 >577 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(CT) 0.41 9 n1a rda BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 207 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepP' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=335(LC 11) Max Uplift 9=-776(LC 12), 2=-674(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD. Rigid ceiling directly applied. WEBS 1 Row at midpt 4-12, 7-9 FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-4483/2820,3-4=3885/2548,4-5=-1894/1364,5-6=-1894/1383,6-7=-2082/1378 BOT CHORD 2-14=-2725/4155, 13-14=-2743/4172, 12-13=-2322/3564, 11-12- 1174/1872, 10-11=-1427/2207, 9-10- 1423/2213 WEBS 3-13=-606/451,4-13=-1194/2036,4-12=-2422/1660,5-12=-834/1317,6-12=-359/288, 7-11=-468/332, 7-10=0/268, 7-9=-2434/1556 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=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, Interior(1) 2-8-0 to 18-0-0, Extedor(2)18-6-0 to 22-6-0, Interior(1) 22-6-0 to 36-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) except (jt=1b) 9=776, 2=874. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39360 61Tak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 ,&WARNING - Vedlydeatgnpammeteraend READNOTES ON THIS AND INCLUDEDWR REFERANCEPAOEMX7473rev. 10I11201SBEFORE USE. Design valid for use only with MTekll connectors. This design Is based any upon parameters shown, and Is for on Individual building component, not a Muss system. Before use, the binding devgner must verify the appFcablliry of design parameters and properly Incorporate this design Into Me overall bulloNg tleslgn. BrocNgindicaled is o prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me fabrication storage, delivery, erection and bracing of trusses and Muss systems. seeANS9rPlr Cualmy Criteria. D50de end BCSI!raiding Component 69N Parke East Blvd. Satisfy Informallonavailable from Truss Plate Institute. 218 N. We Street, Suite 312. Alexondita VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 14/471NDIAN RIVER EST T18615510 2155111 B12 Roof Special 1 1 Joh Reference o 0onal Builders FirstSource (Plant UIIy, PL), Plant Lily, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 8 12:19:41 2019 Us = 3x8 3.00 12 5x8 = 2x4 11 Scale = 1:70.2 1.5a STP= 6xB = LOADING (psf) SPACING- 2-0-0 CS'_ DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.66 13-14 >673 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.81 Ved(CT) -0.7713-14 >578 180 BCLL 0.0 ' Rep Stress [nor YES We0.96 Hoa(CT) 0.40 9 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS Weight: 2191b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied, except and verticals. 7-8: 2x6 SP No.2 BOT CHORD Rigid calling directly applied. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-12 2-13: 2x4 SP M 31 2 Rows at 1/3 pis 7-9 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 9=1362/0-84), 2=143710-8-0 Max Hom 2=324(LC 12) Max Uplift 9=-782(LC 12). 2=-868(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2J=-4484/2860, 3-4=-388412591, 4-5=-1895/1368, 56=-1692/1382, 6-7= 2046/1387, 8-9=-233/289. BOT CHORD 2-14=-2819/4155, 13-14=-2838/4173, 12-13=-2420/3563, 11-12=-1209/1861, 10-11 =-I 35912082, 9-1 0=-1 356/2086 WEBS 3-13=607/448,4-13=-1241/2035,4-12=-241911704,5-12_=-822/1306, 6-12=-322/256, 7-11=-425/276,7-10=0/291,7-9=-2287/1496 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=4.2psg BCDL=6.Opsf; h=25ft;;B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -"-0 to 2-8-0, Intedor(1)2-8-0 to 18-6-0, EMedor(2) 18-6-0 to 22-6-0, Intenor(1):226-0 to 36-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 Vida will fit between the bottom chord and any other members. 6) All beatings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using.ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QGIb) 9=782; 2=868. 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 Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cert 6834 sheetrock be applied directly to the bottom chord. 6904 Parka East Blvd. Tampa FL 33610. Date: November 8,2019 Job Truss - Truss Type Ory Ply LOT 1M471NDIAN RIVER EST T18615511 2155111 B13 Roof Special 1 1 Job Reference (optic all Builders Flrstbourae (Plant uny, PLj, Plant cdy, FL-33567, 8.240 s Jul 142019 Mil Industries, Inc. Fri Nov 8 12:19:42 2019 Page 1 ID:GZkZSXBELONJdXs77 WskQzGxTm-XS5YUYJoTfo0yr94JruadH3J7GoaHY17 W?GEdyLF9? &0 12-&12 18-fi-0 14-4-0 28-5.8 1 13 31-B-12 37-3-0 �1-0-0 &6-0 &0-4 5-10-0 2-1.8 4IT7- n Scale=1:71.2 Sx6 3.00 rl2 5x8 = 3x4 = 1.5x8 STP = 3x8 tc US = &&0 12-&0 1&8.0 24-40 2s-5.8 30-7-5 37-&0 l G."s-o-0 a-n-n finan l pa.a l A.1na I a4-11 Plate Offsets CX Y)-- f2:0-1-2 0-0-71 r3:0-3-0 0-3-01 rl2:0-5-4 0-2-81.[14:0-0-0 0-3-4] LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.65 14-15 >679 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.82 Veil -0.7514-15 >592 ISO BCLL 0.0 ' Rep Stress their YES We 0.96 Horz(CT) 0.38 10 n/a ri/a BCDL 10.0 Code FBC2017[rP12014. Matrix -AS Weight: 2221b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 *Except* 2-14: 2x4 SP M 31, 10-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 8-10 REACTIONS. (Ib/size) 10=1362/0-8-0, 2=1437/0-8-0 Max Horz 2=391(LC 12) Max Uplift 10=-791(LC 12), 2- 859(LC 12) FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4484/2902, 3-4=-3883/2637, 4-5=-1896/1369, 5-0=-1892/1382, 6-7=-1997/1368, 7-8=-1925/1260 BOT CHORD 2-15=-2926/4201, 14-15=-2946/4219, 13-14=-2533/3605, 12-13=-1257/1859, 11-12_ 1276/1942, 10-11=-818/1132 WEBS 3-14=-602/443,4-14=-1295/2058,4-13=-2442/1757, 5-13=-823/1306, 6-13=-316/231, 7-12=-478/163,7-11=622/590,8-10=-1592/1179,8-11=-637/1144 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=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, Interior(l) 2-8-0 to 18-6-0, Extedor(2) 18-6-0to 22-6-0, Interior(1) 22-6-0 to 36-104 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pal bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 10=791,2=859. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE Na39380 MT& USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING -Verhydeslan Pmamehrmand READ NOMS ON 7NISAND INCLUDED MUEKREFERANCEPAGEMII rev. ra2fIQUr56EFORE USE. Design volid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an lndlvldual bundbg component not o Muss system. Before use, the building all must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndi ldual lnrss web and/or chord members only. Additional temporary and permanent bracing Is always re9 lred for stability and to prevent collapse with possible personal injury and property damage.. For general guldonce regarding the fol storage, delivery, erection and bracing of Musses and truss systems seeANSUIPII QualQlhy/ Criteria. DS149 and 1101 Bull Component Safety Infoenalbnavollabie from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexondda. VA 22314. �' Is MiTek' 69M Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Oty 471NDIAN RIVER EST Ply]J,0bTRsferenco T78615512 2155111 B14 Roof Special 1 o tiara) Builders FirslSource (Plant City, FL), Plant City, FL-33567, Sxfi = 3xB 3.o0 12 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 812:19:43 2019 Scale=1:70.2 5x8 = 2x4 11 1.5x8 STP= &B= 72-fi-0 18-EO 24 2 2 8 30-7-5 30 -0 37-0,0 6-6-0 fi-0.0 6-0-0 5-10.0 0. -8 8-1-13 0. -11 &4-0 Plate Offsets(X,Y)-- [2:0-2-9,0-1-8] [3:03-00-3-01 [11:0-5-40-2-81.f13:04-00-041 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.66 13-14 >670 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ver(CT) -0.75 13-14 >593 180 SCLL 0.0 ' Rep Stress Incr YES W B 0.96 Hoa(CT) 0.39 9 n/a r/a BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 221 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=1362/0-8-0, 2=1437/0-8-0 Max Holz 2=453(LC 12) Max Uplift 9=-802(LC 12). 2=-849(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at ril 4-12, 7-9 FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4530/2937, 3-4= 3884/2675, 4-5=-1894/1367, 5-6=-1888/1379, 6-7=-1804/1259 BOT CHORD 2-14=-3022(4262, 13-14=-3042/4281, 12-13=-2633/3678, 11-12=-1289/1856, 10-11=-801/1164, 9-10=-801/1164 WEBS 3-13=-592/441,4-13=-1341/2094,4-12=-2479/1803,5-12=-815/1313, 6-12- 314/185, 6-11=-988/837, 7-9=-1644/1129,7-11=-651/921, 7-10=01315 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=4.2psY BCDL=6.Opsf; h=25tt; B=45ft; L=40ft; eave=5ff Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interpol) 2-8-0 to 18-6-0, Extedor(2) 18-6-0 to 22-6-0. Interior(1) 22-6-0 to 36-104 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ila uplift at joint(s) except 61=11b) 9=802, 2=849. 9) This truss design requires that a minimum of 7116'stmctural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Alban) PE No.39380 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 8,2019 Q WARNWG-Verifydeslgeperemerbaend READNOTES ON TN/SAND INCLUDED MREKREFERANCEPAGE110F14"Mv. idDY1pI5SEFORE USE Design valid for use only with Mlrea connectors. MN design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use. the building designer must verify the cppllcobility, of deign parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated Is to prevent buckling of indMtlual hum web and/or chord members only. Addltlpnal temporary and permanent bidding MiTek' e always required for stability antl to prevent collapse with passable personal Injury antl property damage. For general guidance regarding Me fabrication storcge, delivery. erection and bracing of trusses and truss systems seeANSVfPII Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Nformatbmvollable from Trum Rate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss - Cry Ply LOT 14/47 INDIAN RIVER EST T18615513 215_9111 B15 �Sp.-W 7 7 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 142019 MiTek Industries, Inc. Fri Nov 812:19:44 2019 Scale = 1:70.9 5x8 = - __ r 5 2x4 II r 3x8 3.00 FIT 5x8 = 2x4 It 1.5xe STP = fixB = 6-6-0 12-6-0 18-6-0 22-5-8 24-4-0 30-7-5 30r8-0 36.8.0 6-s-o s-o-o s-o-o an-B 11-lee s-aa o-o-n Plate Offsets (X.Y)— f2:0-1-2,0-0-71,[3:0-3-0,0-3-01,112:0-5-4,0-2-81,114i0-4-0,0.3-01 LOADING (psf) SPACING- 2-M CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.65 14-15 >673 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.73 14-15 >603 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.38 10 rVa Na BCDL 10.0 Code FBC2017/TP12014 Matri%-AS Weight: 2361b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-14: 2x4 SP M 31 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verlicals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-13, 8-10, 8-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 10=1350/03-8, 2=1425/0-8-0 Max Hors 2=515(LC 12) Max Uplift 10=307(LC 12), 2=-830(LC 12) Max Grav 10=1387(LC 17), 2=1426(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4543/2934, 3-4= 3882/2676, 4-5=-1861/1337, 5-6=-1806/1365, 6-7=-1518/1088, 7-8=-1523/1093 BOT CHORD 2-15= 3084/4258, 14-15=-3103/4277, 13-14=-2698/3675, 12-13=-1283/1765, 11-12=-672/980, 10-11= 672/980 WEBS 3-14— 591/435,4-14=-1372/2092,4-13=-2476/1840,5-13=-844/1322,6-13=-283/186, 7-12=-267/285,8-10=-1553/1062,8-12=-645/683,8-11=0/335, 6-12=-738/601 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=10111; eave=5ft; Cat. 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 18-6-0, Exterfor(2) 18-6-0 to 22-5-8, Intedor(1) 22-5-8 to 36-6-4 zone;C-C for members and tomes &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=807, 2=830. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albani PE No.39380 lil USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 ANARN/NG- Vedlydeslgnparemerercand READ NOTES ON MIS MD INCLUDED MITEKREFERANCE PAGE MB-74TJmv. 1dU3Q015 BEFORE USE Design valid for use only with MRekO connectors. This design Is based only upon parameters shown, and b for an Individual building component, not ��- a tnxs system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design, Brcoimg indicated a to prevent buckling of indMtlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is alwoys required for stability, and to prevent collapse with possible personal injury and property damage, For general guidance regarding Me fabrication, storage. delivery, erection and bracing of busses and truss systems seeANSVrPII Quality Crit DS549 and BCS1 Building Component 69oa PaM1s East Bird. ScfeM Informallonavolloble from Truss Plate Mail 218 N. We Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty�J.la LOT 14/471NDIAN RIVER EST T18615514 2155111 B16 Roof Special 1 Reference o florist Sodom Firstsource (plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MTek Industries, Inc. Fri Nov 8 12:19:46 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-ODK3Bfbpsi9EtZ8wJ9wkyTSIGkeD W 8GLQBzTMOyLFBx ease -tb0 1-0-0H 12-517- o224d a)-5 11S12 4a4 36a-0 358-0 1 eon Seale=1:68.2 Sxs = 6xB = 3x4 = 5x8 = 2x4 II amp 5 6 n m 724 8 26 9 3.OD F12 e� = 2x4 II 1.5x8 STP= 3xS 6x8 = 2a 5-0 6n-0 12$ 17-0-0 10b-0 2 24-40 3 7-5 -30.9-0 368-0 s-oo 40-o I16 I100�6os aloe 1 Wit soa Plate Offsets (X Y)-- [2:0-1-2,0-0-7], I3:0-3-0,0-3-0] [5:0-1-12 0-0-O][8:0-4-00-3-0] 112:0-5.4 0-2-][16:0-4-0 0-3-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.64 1516 >686 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.71 15-16 >619 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.79 Horz(CT) 0.37 10 n/a rda BCDL 10.0 Code FBC2017/TPI2014 Mail Weight: 254111, FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 56: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2-15: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Raw at midpt 9-10, 4-14, 7-12, 8-10, 8-12 REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-8-0 Max Horz 2=577(LC 12) Max Uplift 10=-820(LC 12). 2=-816(LC 12) Max Gray 10=1422(LC 17), 2=1458(LC 17) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4632/3027,3-4=-3972/2759,4-5=-2140/1530,5-6=-1710/1281, 6-7=-1709/1278, 7-8=-1377/1003 BOT CHORD 2-16=-3231/4296, 15-16=-3253/4316, 14-15=-2829/3698, 13-14= 1507/1980, 12-13=-1026/1411,11-12=-610/886, 10-11=-610/886 WEBS 3-15=605/451,4-15=-1449/2102,4-14=-2345/1802,7-12=-896/825, 8-10=-1524/1048, 8-12=-651/840, 8-11=0/354,7-13=-580/700, 5-14=-882/1290, 6-13=-246/274, 5-13=-517/462 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; Lr40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 17-0-0. Extedor(2) 17-0-0 to 21-0-0, Interior(1) 21-0-0 to 36-6-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearings are assumed to. be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to. grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=1b) 10=820, 2=816. 9) This truss design requiresthat 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. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 Q WARNING- Vwirydealgnpemmetersand BEAD NOTES ON 7NISAND INCLUDED MREKNEFENANCEPAGEMI4l4Tl rev. 100JU2015FEFONEUSE Design volid for use only with MtreMconnectom. lhb design is based only upon parameters shown. and Is tar an Individual building component not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stablljty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricofim storage, delivery, erection and bracing of trusses and truss systems. seeANM71P11 Quality Crfti DSB-89 and SCSI Building Component 69M Parke East Blvd. Safety Infoenadonavoilable from Truss Rate Institute, 218 N. Lee Sheet Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type OtY pry LOT 14/47 INDIAN RIVER EST T78615515 2155111 B17 Half Hip 1 1 Job Reference (optionap Builders RrstSource (Plant City, FL), Plant City, FL- 33557, 6.240s Jul 142019 MI lek Industries, Inc. Fn NOV U 12:19:472019 Fagot ID:Q4ZhpjyBbM7gtOk637fmDgzGuaB-uPuR04cRdOH5Uj17tsRzVg7wg8_BFaTl Goil ugyLF8w 1-40 fi-6-0 12-&0 15-0-0 20-17-10 24.4-0 3o' 0 36.8-0 1-40 6-lFo U0 2-6-0 5-11-10 3-0-6 6-2-0 6-2-0 d 0 3x12 MT20H5 5x6 = 6.00 12 3x4 = 621 2.4 II 22 723 Scale=1:67.0 Sire = 2x4 II 24 3.00 12 5x8 = 2x4 11 6.8 LOADING (pi SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ` Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SP No.2'Excepi 2-14: 2x4 SP M 31, 12-14: 2x4 SP No.1 WEBS 2x4 SPNo.3 REACTIONS. (lb/size) 10=1350/0-3-8, 2=1425/0-8-0 Max Hors 2=529(LC 12) Max Uplift 10=-810(LC 12), 2=-827(LC 12) Max Grav 10=139117), 2=1443(LC 17) CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TC 0.88 Vert(LL) 0.61 14-15 >723 240 MT20 244/190 BC 0.74 Vert(CT) -0.69 14-15 >638 180 MT20HS 187/143 WB 0.86 Horz(CT) 0.34 10 n/a n/a Matdx-AS Weight: 228 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 9-10, 6-12, 8-12, a-10 FORCES. (Ile) - Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=-4571/3217, 3-4=-3877/2906, 4-5=-2627/2013,.5-6=-2349/1845, 6-7=-1482/1096, 7-8=-1485/1101 BOT CHORD 2-15=-3381/4227, 14-15=-3406/4242, 13-14=-2949/3473, 12-13=-1464/1881, 11-12=-691/975, 10-11=691/975 WEBS 3-14=-642/469,4-14=-1539/1968, 5-13=-679/995, 6-13=-5891737, 6-12=-8041766, 8-12= 649/858,8-11=0/330,8-10=-1546/1095,4-13=-2011/1771. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Intenor(1) 2-8-0 to 15-0-0, Extedor(2) 15-0-0 to 20-7-14, Interior(7) 20-7-14 to 36-64 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1:60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with anyother live loads. 6) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joints) except (jt=lb) 10=810,2=827. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 Ii iTek USA, Inc. FL Cart 0634 6904 Parke East Blvd. Tampa FL 33810. Date: November 8,2019 A WARNING -Ved/ydeat9n Paremetersand READNO7ES ON TNISANDMCLUDEDMREKBEFEBANCEPAGEMIF74n.x. 10VD32DI5BEFORE USE Design valid for use only with Miley connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a hum system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design info the overall building design. Bracing indicated is to buckling Individual truss web and/or chord members only. AddBlonal temporary and permanent bracing MiTek' prevent of Is alwoys required for stability and to preventcollapse with pomble personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and hum systems. seeANSUfPII Quality CrBnW. DS049 and SCSI Building Component 6904 Parke East Blvd. Solely InfoanaNOMvollobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexantlrlo. VA 22314. Tampa, FL 33610 Job Tries Truss Type Oly Ply LOT 14/471NDIAN RIVER EST T18615516 2155111 B16 Half Hip 7 1 Jab Referenr» o floral Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 14 2019 MiTek Industries, Inc. Fn Nov 812:19:48 2019 6x12 MT20H5 i 6.00 12 3x4 = Scale=1:65.7 2x4 11 4x6 = 3.00 12 5x6 = 5xB = 3x6 tj 3x12 M17201!S LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL. 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014, LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 *Except' 2-13: 2x4 SP M 31 WEBS 2x4 SP No.3 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TC 0.96 Vert(LL) 0.60 13-14 >725 240 MT20 244/190 BC 0.63 Ven(CT) -0.6813-14 >642 180 MT20HS 187/143 WB 0.88 Horz(CT) 0.34 9 n1a n/a Matrix -AS Weight: 212 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-9, 6-10, 8-10 REACTIONS. (Ib/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Harz 2=467(LC 12) Max Uplift 9=-798(LC 12), 2=-839(LC 12) Max Grav 9=1359(LC 17), 2=1426(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. - TOP CHO_ RD 2-3=-4492/3298, 3-4=-3813/2867, 4-5=-3160/2573, 5-6=-2432/1831, 6-7=-10731776, 7-8=-1073/776, 8-9=-1294/1019 BOTCHORD 2-14=3395/4140, 13-14=-3422/4161, 12-13— 1898/2521, 11-12=-1295/1767, 10-11=-1250/1700 WEBS 3-13=-673/616,4-13=-856/1352, 5-13=-858/901, 5-12=-7231752, 6-12=-785/987, 6-11=-314/373,6-10=-915/692,7-10=-358/419,8-10=-1129/1565 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f ; B=45ft; L=40ft; eave=5ft; Cat. 11; E)rp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interar(1) 2-8-0 to 13-0-0, Exter or(2) 43-0-0 to 18-8-0, Interior(1) 18-8-0 to 36-6-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s)2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=lb) 9=798, 2=839. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Albani PE No.39380 MiTek USA, Ina FL Cent6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 8,2019 ,&WARNMO-Verilyd.4ignparemefersand READ NOTES ON THIS AND WCLUDEDMREKREFERANCEPAGEMU74Tare' 1daaQ0159EFORE USE Design valid for use only with M6elAa connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate thls design into the overall building design. Bracing Indicated is to prevent buckling of lndNlOuai huts web antl/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stablllty and to prevent collopse Win possible personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPll Quality CdbM; DS349 and BCSI Su1dbD Component 6904 Pare, East BNtl. Sooty Wormationwcilabie from Truss Plate Institute, 218 N. We Sheet Suite 312 Alexandria, VA 22314. Temp., FL 33610 Job Truss Truss Type Oty ply=14/47ER ESTT18615517 2155ill B19 Half Hip 1 l) Builders rMabource trlam ury, VL), rlam clry, rL- ddbof, 8.24u s JUL 14 2p1a run OK mousmes, me. rn Nov is 1z:l wbu eu1B rage 1 m d Scale: 3116'=1. 5x6 = 3x4 _ 5x6 = axis = 2x4 11 4 21 2.25 6 7 23 8 3.6 = 2x4 II &a = 4x6 = 3x4 = 3x6 = 30 = 6x8 = LOADING (psQ SPACING- 2-M TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FEC2017ITP12014 CS]. TC 0.66 BC 0.86 WB 0.64 Matnx-AS DEFL. Vert(LL) Vert(CT) HOrz(CT) in (foe) Vde6 L/d 0.2512-14 >999 240 -0.50 12-14 >877 180 0.12. 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 2021Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-14.7-9 REACTIONS. (lb/size) 9=1350/0-3-8, 2=1425/0-8-0 Max Harz 2=405(LC 12) Max Uplift 9=-785(LC 12), 2=-851(LC 12) Max Grill 9=1365(LC 17). 2=1462(LC 17) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-2657/1768; 34=-2239/1537, 4-5=-1989/1483, 5-6=-2271/1557, 6-7=-1716/1141 BOTCHORD 2-15=-1897/2399, 14-15=-1897/2399, 12-14=-1673/2287,10-12=-1473/2089, 9-10=-933/1288 WEBS 3-14=48B/480, 4-14=307/700, 5-14=-536/329, 5-12=-85/252, 6-12=-153/332, 6-10=-695/607, 7-10=451/931, 7-9=1689/1245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 11-0-0, Exterior(2) 11-0-0 to 16-7-14, Interior(1) 16-7-14 to 36-64 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011a uplift at joint(s) except at=lb) 9=785, 2=851. 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. Thomas A Albani PE No.39380 MTek USA, Ina FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING- V dfy design paremefee,.d READ NOTES ON THISANOINCWOEO MI7EKREFERANCEPAGEMIA74T3 rev. l&tsa&015BEFOREUSE Deslgn valid for use only with Mgek®conneators. this design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use. Me building designer must verify Me appllcobllity of design parameters and properly Incorporate thBtledgn Into the overall building design. Bracing indicated is to prevent bucMing of Individual truss web and/or chord members any. Additional temporary and permanent brocing a always required for stability and to prevent collapse with posvbie personal Injury and propeny damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses antl truss systems meANSVIP1t pgpp�s. Criteria. O5649 and aC51 BUIEMp Component Safety Infotlnalbmvollable from Teas Rate Ins itute. 218 N. Lee Sheet Suite 312. Alexandria VA 22314. M!Tek' 6904 Palle East Blvd. Tampa, FL 33610 Truss Thus Type OtY ply LOT 14/47 INDIAN RIVED EST T18615518 F255111 C1 Jack -Open 6 1 Job Reference (optionall Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240a Jul 142019 MiTek Industries, Inc. Fri Nov 8 12:19:512019 Page 1 fjXs77WskOzGxTm.mBByENfyhEnWzKl u6iWvMW9j21VcBbgdBPgElbyLFBs Scale a 1:7.6 Plate Offsets (X,Y)-- [2:OA-4,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(CT) 0.00 4 Na We BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=-3/Mechanical, 2=15a/0-8-0, 4=-15/Mechanical Max Harz 2=91(LC 12) Max Uplift 3=-3(LC 1). 2=-226(LC 12), 4=-15(LC 1) Max Gmv 3=23(LC 12), 2=158(LC 1). 4=51(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 9=45ft; L=40h; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Gt=lb) 2=226. Thomas A. Alban! PE No.39380 N1Tek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Bate: November 8,2019 Q WARNING - Vedfyd.a 9,, ..,,fereend READNOTES ON MIS AND WCLUDEDMREKREFERANCEPAGEMI74TJrev.IW "015BEFORE USE. Design valid for use only with MBek® connectors. IItls design Is based only upon parameters shown. and Is for an hdlvldual builtling component not ��- a truss system. Before use, the building designer must ve0fy the appllca alllN of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddlBanal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of fusses antl truss systems, seeANSVIPI] Quality Criteria, DS"9 and 5CSl Building Component 6904 Parke East Blvd. Safety mformaltionavailable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty ply DIAN RIVER EST LO�Roferenw F T78615519 2 555111 C Jerk -Open 4 1 Job(ootiona0 Builders MISIbOurce trim ury, I-L), ream uty, rL- aaaor, 8.2405 JW 142U19 MI I eK mammas, Inc. Fin Nov 8 12:19:53 2019 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) WellUd TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-0, 4=-15/Mechanical Max Horz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4=-23(LC 17) Max Grav 3=17(LC 12), 2=158(LC 1).4=37(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.8 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; E)p 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) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) 3, 4 except (jt=1b) 2=246. Thomas A Albani PE No.39380 hliTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 ,&WARN/NG-WxUvdasr90Paremetersand READNOIES ON THISAND INCLUDED M?EKREFERANCEPAGEMIP74T3rev. 10031015 BEFORE USE Design valid for use only with Mffekg connectors. rhis design a based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the buliGing designer must verify the applicability of design parameters and properly Incorporate ihh design Into Me overall building design. Brocing Indicated is to prevent buckling of individual truss web and/or chord members only, Adtll6Onal temporary and permanent bracing MiTek' 8 always mauled for stability and to prevent collapse with possible personal injury and property damage. For general Guidance regarding the fObdcctlon, storage, delivery, erection and bracing of trusses and truss systems seeANSVtPl1 QualNyCMr.M, DSB29 and BCSI Building Component 6904 Parka East Blvd. Safety InformatloMV011able from Truss Plate institute, 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Jab Trues Truss Type Cry Ply LOT 14147 INDIAN RIVER EST T18615520 2155111 C3 Jack -Open 6 1 Job Reference (optionaq Builders RrstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 8 12:19:54 2019 Page 1 ID:GZkZSXBELDNJdj)(s77WskOzGxTm-Bmp5sPigz995golTng3cH9nDoyXxOyZ3tNvuewyLF8p Scale = 1:12.7 2-11-4 Plate Offsets (XY)-- [2:0-0-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Ven(CT) -0.01 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOM(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure] wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanicel Max Hors 2=152(LC 12) Max Uplift 3=-62(LC 12), 2=-183(LC 12) Max Grav 3=70(LC 17). 2=195(LC 1), 4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf;.h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ot=lb) 2=183. Thomas A. Alban! PE No.39380 MTek USA, Ina FL Carl 6634 6904 Parka East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING- Vedty Ceslgnp.tenenONEAD NOTES ON THIS AND MCLUDEDMREKFEFERIANCE PAGE M6741Jree 1OUS201S BEFORE USE Design volld for use only with MOek® connectors. This design Is based only upon parameters shown. and Is for on IndNlduol bustling component, not ��- a toss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucking of lntlNidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalwaysrequiredforstabilityandtopreventcollapsewlmpossiblepersonaiinjuryandpropertycamage. For general guidance regordbg the fabricaion. storage, delivery, erection and bracing of trusses and truss systems saeANSVIPII Quality Cmeda. OSS-09 and 501 Su3dED Component Sa ety Infornalbrnvailoble from Truss Rate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type OtY Ply LOT 14/471NDIA�IRI.IVER EST T18615521 2155111 C3P Jack -Open 4 1 Job Reference o Builders FirstSoUnsO (Plant City, FL), Plant City, FL-33557, 8.240 s Jul 142019 MiTek Industries, Inc. Fri Nov 812:19:54 2019 Page 1 ID:GZkZSX13ELDNJdjXs77WskQzGxTm-BmpSsPigz995gorrng3cH9nDoyVpOyZ3tNwewyLF8p W-t-4-0 2-11-4 t-4 O 2-11-4 ,. Scale = 1:12.7 Plate Offsets (X,Y)— f2:0-0-8,Edgel LOADING (psi) SPACING- 2-" C51. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) 0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=60/Mechanical, 2=195/0-3-0, 4=30/Mechanical Max Horz 2=152(LC 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Giant 3=62(LC 17), 2=195(LC 1). 4=49(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst h=25ft; B=45ft; L=401t; eave=oft; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This buss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=245. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 QWARNPIG-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MX74" rev. la=a S BEFORE USE. Design valid for use only with Milled], connectors. This design Is based only upon parameters shown, and Is for an individual bWlding component, not a hum system. Before use, the building designer must verify the cppllcobllity of design parameters and property Incorporate this design Into Me overall building design. Bracing indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage. delivery, erection and bracing of trusses and hum systems, weANSVIPII Quality CM/rla, DSI-99 and 9016WMg Component Safety Infoanafbnavailable from Truss Plate Institute. 218 N. We Sheet, Suite 312. Alexandria, VA 22314. MiTek' 69N Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Ory Ply LOT 14147 INDIAN RIVER EST T78615522 2155111 CS Jack -Open 6 1 Job Reference (optional) Bwldem FrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 sJul 142019 MiTek Industnes, Inc. Fri Nov 8 12:19:56 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGvTm 78nH4j5VnOp46vNF54MatYsm7Xsr3MLhO?jpyLF8n -1-4.0 4-11-4 1.4.0 4.11-4 Scale = 1:17.6 3x4 = LOADING (psl SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a r/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18 lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechaniml, 2=262/0-8-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-128(LC 12). 2=-196(LC 12) Max Gmv 3=133(LC 17). 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown., NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 1001b uplift at joint(s) except 01=lb) 3=128, 2=196. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Thomas A Alban) PE No.39380 MTek USA, Inc. FL Carl 8634 6904 Parke East Blvd. Tampa FL 33610 Data: November 8,2019 A WARNING -Vedrydesl9n GerameMra end READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE GAGE MI,74M M. faMYlasS BEFORE USE Cesign volitl for use ONy wilt MRek®connecfors. fils tledgn Is based only upon pomme}ea mown, and Is for On InOlduol bulId component, not a truss system. Before us0, the builtling tleslgnet must verity the cppllcoblllty a. o'Do parameters antl properly Incorporate hJs tle519^ Into me overall bUic!gdesign. Bracingindicafed a to prevent buckling of indMtlual buss web and/orchard members only. Addinonoltemporary and permanent bracing Is always required for ifabllity and }0 prevent collapse wim possible personal INury and property damage. For general guidance renold ng Ins Iobrico6on. storage. as .., erectlon and bracing of trusses and itiss Systems seeAN61/IPII Gualih C... OSed9 and 6CSI 6Wdb0 Cemrronrnl Sob1y NferasolbRwoOabla fram Truss Flote IMntute. 216 N. Lee Sheet Suite 312. Alexontlrio. VA 22 14. MiTek' 6904 Parke East ftd. Tamps, R 33610 Job Truss Truss Type C=JLoob DIAN RIVER EST T76615523 2155111 C5P Jack -Open 4 (optional) Builders FIrstSOurCe (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 8 scale = 1:17.6 Plate Offsets (X Y)- 12:0-0-0 0-041 LOADING (psQ SPACING- 2-0.0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Veri(LL) 0.13 4-7 >434 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ven(CT) 0.12 4-7 >495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 We ala BCDL 10.0 Code FBC2017/TPI2014. Matrix -AS Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanica1, 2=262/0-3-0, 4=57/Mechanical Max Horz 2=214(LC 12) Max Uplift 3=-145(LC 12), 2=-300(LC 12), 4=-81(LC 12) Max Gmv 3=120(LC 17). 2=262(LC 1).4=86(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Stmctural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=401t; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 zone; porch left elmosed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=145, 2=300. 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. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East BNd, Tampa FL 33610 Date: November 8,2019 Q WARNMG-VerKydeslan Peremeleroend READ NOTES ON MMANDWCLUDEDMWEKREFERANCEPAGEMO74YJre, 1e1732a15eEFOREUSE aaaa Design veld for use Only vnM MReM Connectors. 7t16 tlegn Is bassd only upon parameters shown. antl Is for an inc ividucl bWdiing component, not W1* a truss rystem. Betore use, the bultlNg tlesigner mustverity the applicablliry of tlesign Parameters antl piopan' Incomoiale In@ tlasign Into Ma overall bullOing design. Bracing Indicated lsroprevant buckling of lntlividuol buss web and/or cnord members only. Atltlitlonal temporary andpermanenlbraclng MiTek' Is always requIred for stob0lN and 10 prevent c011.pse w possible person0i Injury antl propeM tlamage. For general gultlarse regartling the fabnca9on. storage, tlelNey. erection antl bracing of busses antl true systems. seeAN5U1Pi1 Gualey CM�M, D56-09 Oad aC31lutan. Cemponmf 69" Pake East eb4. sally mfompfbmvolloble from Tru54 Plate IrutlNte. 21B N. L.ea Sheet, 5uhe 312, A pm dno, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 14/47 INDIAN RIVER EST T18615524 2155111 D03 COMMON 7 1 Job Reference (optional) Builders First5ource (Plam City, FL), Plant City, FL - 33567, a Jul 14 2019 MiTek Industries, Inc. Fit Nov 812:19:59 2019 i1 Scale = 1:36.5 5xB = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 12 13-84 20-0-0 6.3-12 7-4-8 (- 6-3-12 m �d Plate Offsets (X Y)-- [2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.36 8-10 >672 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.28 8-10 >851 180 BCLL 0.0 ' Rep Stress Incr YES We 0.45 HDrz(CT) -0.04 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-AS Weight: 951b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=923/0-8-0, 6=923/0-8-0 Max Hom 2=-233(LC 10) Max Uplift 2=-593(LC 12). 6=-593(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3- 1626/1979, 3-4=-1431/1770, 4-5=-1431/1770, 5-6=-1626/1979 BOT CHORD 2-10=-1621/1517, 8-10=-814/900. 6-8=-1642/1427 WEBS 4-8=-594/598, 5-8=-335/602,4-10=-594/598, 3-10=-334/603 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD. Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=458; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1.4-0 to 2-8-0. Extedor(2) 2-8-0 to 10-0-0, Corri 10-0-0 to 14-0-0, Extefior(2) 14-0-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 2=593, 6=593. 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 sheetmck be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Incmase=1.25 Uniform Loads (tall) Vert: 14=-54, 4-7=-54, 10-11=-20, 8-10=-50, 8-14=-20 Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610. Date: November 8,2019 Q WARNING-Vedfydaegaparemeternanp RE ONOTES ON THISANOWCLUOEOMfFEKREFEHANOEPAGEM674M rev. 1021141015BEFOHE USE Design valid for use only Win MRekID connectors. IrKs design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building designer must ve0fy the applicability of design parameters and properly Incorporate INs design Into fire overall building design. Bracing Indicated is to prevent buclang of Individual truss web and/or chord members only. Addlnonal temporary antl permanent bracing MiTek' Is always required for stab0lty, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fob6catlon. storage, delivery. erection and bracing of tresses antl buss systems, seeANSVrpll Qua®v CdMrks, DSB49 and 501 building Component 6904 Parke East Blvd. Safely mlomralbrpvoliable from Truss Plate Institute. 218 N. We Street Suite 312, Alexandra, VA 22314. Tampa, FL 33610 Jab Truss Thus Type Oty ply LOT 14/471NDIAN RIVER EST T18615525 2155111 D04 Common Supported Gable 1 1 Job Reference (Optional) Builders RrstSoume (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 14 2019 MITek Industries, Inc. Fri Nov 8 12:20:00 2019 a Scale = 1:36.3 46 = uxr — 18 17 16 15 14 13 12 "^` — 5x6 = LOADING (PSI SPACING-2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.2-9 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.12 Hom(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 100 lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-". (lb) - Max Ho¢ 2=-233(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 17.13 except 2=-199(LC 12), 16=-121(LC 12), 18=G82(LC 12). 14=-121(LC 12),12=-182(LC 12). 10=-199(LC 12) Max Grav All reactions 250 Ib or less_ at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=315(LC 17), 12=315(LC 18) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-90/278, 5-6=-115/382, 6-7=-115/390, 7-8=-77/286 WEBS 5-16=-146/359, 3-18=-228/411, 7-14=-144/359, 9-12=-227/411 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=6.Opsf; h=25ft; B=45ft; L=40h; eave=2ft; Cat. II; ExpC; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0to 10-0-0, Comer(3) 1D-0-0to 14-0-0, Exterior(2) 14-0-0 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 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. 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. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 13 except Qt=Ib) 2=199. 16=121, 18=182, 14--121, 12=182, 10=199. Ia Thomas A. Albani PE No.39380 Mirek USA, Inc. FL Cart 66H 6904 Parke East Slid. Tampa FL 33610 Date: November 8,2019 Q WARNING- Varlyaesfgn peremefereand READ NOTES ON TNISAND/NCLUDEDMIIEKREFERANCEPAGEMIP74YJ rev. faN4aaf5BEFOREUSE Design valid for use only with Maek® connectors. MI5 design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, tha building designer must verify Me oppllcab0lty of design parameters and properly Incorporate this design Into Me overall building tleslgn. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANA/1PI1 Qua lBv Criteria. DS549 and BCSI Eu dhig Component 6904 Parks East Blvd.Safety mformalbsrwoiloble from Two Plate Institute. 218 N. Lee Street. Suite 312. Alexontldo. VA 22914. Tampa, FL 33610 Job Truss Truss Type City Ply=Referenm ER EST ' T78615526 2155111 E7 Jack -Open -Truss 28 � Builders First9ource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mil Industries, Inc. Fri Nov 8 12:20:01 2019 Page 1 ID:GZkZSXBELDNJdjXS77WskGzGxTm.U6kkKonDKJ26AtopiohF3daKdNuX615Uz5mOOyLFBi -1-4-0 7-0-0 1-4-0 7-0.0 1.5x3 STP —wv 7-0-0 scale=1:23.7 Plate Offsets (X Y)-- f2:0-4-12 0-1-121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.79 Vert(LL) 0.21 4-6 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.19 4.6 >439 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 301b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=147/Mechanlml, 2=336/0-8-0, 4=102IMechanical Max Horz 2=280(LC 12) Max Uplift 3=-189(LO 12). 2=-367(LC 12), 4=-144(LC 12) Max Gray 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psh BCDL=6.OpsY h=25ft; B=45ft; L=40ft; eave—oft Cat. II; Exile C; Encl., GCpi=0.18; MWFRS (directional) and C-C Conrl -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf onthe .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) All bearings are assumed to be.SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=189, 2=367, 4=144. 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. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Puke East Blvd. Tampa FL 33610 Date: November 8,2019 Q WARNING-1A.Hrydealpn penpnefrrsandREAD NOTES ON TNISAND WCLUDED MmEKREFERANCE PAGEMIP74M rev. faN12015 BEFORE USE. Dedgn valid for use only with MOeksb connectors. ThB design Is based only upon parameters shown, and Is for an Individual building component, not ��- a hum system. Before use, me building deslgner must verify me applicabllity of design parameters and property Incorporate mis tleslgn Into me overall binding design. Brocing Indicated is to prevent buckling of individual hums web and/or chord members only. Additional temporary and permanent bracing MiTek' a always requited for stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding the fabriccflon, storage, delivery, erection and bracing of trusses and truss systems seeANSVIPI1 Cua®v Cil D3049 and SCSI building Component 69M Parke East Blvd. Safely Info mtatbinvailable from Truss Plate Inamute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Thus Thus Type Oty Ply LOT 14/471NOIAN RIVER EST T18615527 2155111 E7P JACK -OPEN TRUSS 4 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240'a Jul 14 2019 MTek Industnes, Inc. Fri Nov 81220:01 2019 Page 1 ID:Bmoe0Y4kHbUgaVse9geNcaGcxk-U6kkKonDKJ26AtopiohF3daKtlNu%615Uz5mO0yLF81 -4 -0 44-10 ~ 7-0-0 -0 1.44T1O 2-7-6 r Scale =1:22.6 7.0-0 LOADING (psp SPACING- 2-0-0 CS'. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL.1.25 TC 0.79 Ven(LL) 0.21 4-6 >388 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) 0.19 4.6 >439 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matnz-AS Weight: 301le FT=20% LUMBER- 'BRACING. TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=147/Mechanical, 2=33610.3-8, 4=102/Mechanical Max Horz 2=280(LC 12) Max Uplift 3=-189(LC 12), 2=-367(LC 12), 4=-144(LC 12) Max Grav 3=163(LC 17), 2=336(LC 1), 4=138(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Extedor(2) 2-"to 6-11-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas, where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 3=189,2=367,4=144. 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. Thomas A Alban! PE No.39380 MTek USA, Inc. FL Cart 6834 6904 Parke East SNd.Tampa FL 33610 Date: November 8,2019 Q WARN1NG.Vd1ydsslgnpenmer4rsen4RE0VO NOTES ON TNISANOINCLUOEOMIrEKREFERANCEPAGEM67473mv. 10=015 BEFORE USE Deegn valld for use oNy with ME connectors, ih6 deslgn a based.* upon Poramet--shown, and Is for an Individual bulltling component, not w�- o truss system. Before use, iha bulltlNg tleSgner must vetlty the appllcabllity o/ deLgn parameters and properly Incorporate rub design Info Me overall bulltling design. Bracing lndicafedlsfopravenlbuc" of lIdNlduai buss web and/or chord members only. Adtlitlonal femporaryantl permanenibmd"g MiTek' Is always required far stability and to prevent collapse w"possible personal INury and proper,, damage. For general guidance regarding me fobticotlon, storage, delNery, erecaon and bracing of inases and buss systems. seeAN9Um11 CuaI CrMem, 05841I and lC519Wdbp Compomnl Truss 21 a Lee Street Suite 312 Alexantlna. VA 22314. 6960 Palle East BNtl. Tempe, FL 33610 4abN fnfarmOfbnwollable ham Plate In9ltufe. N. Job Truss Truss Type Oly Ply LOT 14/471NDIAN RIVER EST T78615528 2155111 F01 COMMON 3 1 Job Relerence o tional Builders FirstSource (Plant City, FL), Plam City, FL- 33567, s Jul 142019 MiTek Industries, Inc. Fri Nov 8 12:20:03 2019 4.6 = 6.00 12 3x4 = axis _ Scale=1:60.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(L-) 0.13 14-17 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BIC 0.54 Vert(CT) -0.12 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.01 8 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 1841Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13, 4-14 REACTIONS. fib/size) 2=1753/0-3-8, 13=1639/0-8-0, 8=639/0-8-0 Max Horz 2=-374(LC 10) Max Uplift 2=-1048(LC 12), 13=-1327(LC 12). 8=-390(LC 12) Max Gmv 2=1821(LC 21), 13=1639(LC 1). 8=748(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 IN) or less except when shown. TOP CHORD 2.3=-432/665, 3-4=-274/602, 4-5=-292/578, 5-6=-384/197, 6-7- 982/382, 7-8=-1131/431 BOT CHORD 2-14=-524/365, 13-14=-367/429, 12-13=-218/542, 10-12=0/427, 8-10=-239/972 WEBS 5.12=-403/817,6-12=-605/553, 6-10=-269/549, 7-10=342/367, 5-13=-1099/824, 4.13=-525/879,4-14=-1023/484, 3-14=325/422 NOTES- 1) Unbalanced met live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-10-0. Exterior(2) 16-10-0 to 20-10-0, Interior(1) 20-10-0 to 35-0-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any other members, with BCDL=1o.Opsf. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 2=1048, 13=1327, 8=390. 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. 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1436 He down and 621 lb up at .03-4 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(5) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-S4, 15-18=-20 j� Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 O WARNING- Ve1lly0ee/9n PArameIws.dREAO NOTES ON TNISANDNCLUDEDMREKNEFENANCEPAGEM67M.e 10031!015BEFONE USE Design valid for use only with M9ekO connectors. This design Is based only upon parameters shown. and Is for an Indlvldual building component, not ��- a hum system. Before use. the building designer must verity Me applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only, Additional temporary and permanent bracing MiTek- Isalwaysrequlredforstabilityandtopreventcoilopse,wMpossiblepersonallnjuryandpropertydamage. For general guidance regarding Me fabrication. storage. delivery, erection and bracing of trusses and hum systems. seeANSIRPD Quality Criteria. OS349 and IICS1 Balding Component 69N Parke East Blvd. Safety Informalbrrovailoble from Tnm Rate Institute, 218 N. Lee Sheet, Sune 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type Oty ply LOT 14/47 1NDIAN RIVER EST Tms T78615528 2155111 COMMON 3 1 Job Reference (optional_ Builders FirstSource, (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fit Nov 8 12:20:03 2019 Page 2 ID:GZkZSXBELDNJdjXs77WskOxGKTm-OUSVITpUswIgPAKCpDkj82fm9aUB?t5OyHatSvyLFBg LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 2— 1396(B) ,&WARNING-Verifydeefgeperamet..dREADNDTES ON THIS AND INCLUDED inn EKREFEBANCEPAGEM11-74larev. InAl ✓ans BEFORE USE. Design valid for use only with MBeIsN connectors. ThB design b based only upon parameters shown. and Is for on IndNidual pullding component, not a truss system. Before use, the bulding designer must verify the applicability of design Parameters and properly Incorporate fhB design Into the overall building design. Bracing Indicated is to prevent buckling of lndMdual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse Wth possible personal Injury and property damage. For general guidance regarding the fobricollon, storage, dellvery, erection and bracing of trusses and runs systems. seeANSVIPII Quality CrMda, DSB49 and SCSI lulding Component Safety Informa6unava0able ram Truss Plate InsBfute, 216 N. Lee Shoat Suite 312, Alexandria, VA 22314. �'- MiTek' 69" Parke East Blvd. Tampa, FL 33610 Job Truss Type pry Ply LOT W47 INDIAN RIVER EST T18815529 ::]Truss 2155111 F02 GABLE 1 1 Job Reference (optional) Builders RrstSuurce (Plant Gty, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 812:20:04 2019 Scale=1:65.2 3x4 II 4x6 = 6.00 12 la 3z4 = 3x4 = 1.5x6 STP = 3z4 = 3.4 = 3x4 = 3x4 = 3xd = 64 = 6-01-13 13-11-4 14 2 19-8-02 26-84 33-8-0 6-11-13 611d 0. -13 5-&12 N., I 6-11-13 Plate Offsets (XY)-- f2:0-04,0-0-01, I4:0-3-0,0-3-01, f5:0-1-12.0-1-81, I6:0-3-0,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vde9 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Veri(LL) 0.13 15-40 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ved(CT) -0.12 10-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.01 8 n/a We BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 258 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=357/0-3-8, 13=1639/0-8-0, 8=639/0-8-0 Max Horz 2=374(LC 11) Max Uplift 2=-513(LC 12), 13=-1327(LC 12), 8=-390(LC 12) Max Gmv 2=424(LC 21), 13=1639(LC 1), 8=748(LC 18) FORCES. (Ib) -Max Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-433/665, 3-4=-274/602, 4-5=-292/578, 5-6=-384/197, 6-7=-983/382, 7-8=-11321431 BOT CHORD 2-15=-524/365, 13-15=-367/429, 12-13=-218/542, 10-12=0/427, 8-10=-239/972 WEBS 5-12=403/818, 6-12=-605/553, 6-10=269/549, 7-10=-342/367, 5-13= 1098/824, 4-13- 525/879,4-15=-1023/484, 3-15=-326/422 Structural wood sheathing directly applied. Rigid ceiling directly applied. 1 Row at midpt 5-13, 4-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ff; B=45ft; L=4011; eave=off; Cat. II; Exp C; Encl., GCpi=0.18; MINERS (directional) and C-C Extedor(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 16-10-0, Exterior(2) 16-10-0 to 20-10-0. Interior(1) 20-10-0to 35-M zone; parch left exposed;C-C for members and farces & MINERS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10,0losf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom 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. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (1t=lb) 2=513, 13=1327, 8=390. 10) 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. Thomas A. All l PE No.39390 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: November 8,2019 Q WARNING-Verllydestgnparemefemand READ NOTES ON TRISANDINCLUDED MREKREFERANCEPAGEMA-7473ree. mosx,p1SBEFORE USE Design valid for use only with Mriekst connectors. This design a based only upon parameters shown, and a for on IndMidual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated d to prevent buckling of Individual true web and/or chord members only, Additlonol temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal mury and property damage. For general guidance regarding the fabricalom storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII cupmy Criteria, DS549 and BCSI Building Component Safety informatloncvarcble from Truss Plate Institute, 218 N. Lee Sheet. Sulfa 312. Mexontlrlo, VA 22314, MiTek' 69M Parke East 81A. Tampa, FL 33610 Job Truss Truss Type Oty ply LOT 14147 INDIAN RIVER EST T78615530 2155111 H7 Diagonal Hip Girder 3 1 Job Reference (optional) Builders FmulJOUM0 (Flam U ity, FL), I'lant Unty, FL- 33b57, 8.240 s Jul 14 2019 MiTek Industries, Inc. Fri Nov 812:20:05 2019 3x4 = Scale-1:22.0 LOADING (psf) SPACING- 2-" CS1. DEFL. In (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(L-) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.38 Horz(CT) -0.01 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 43 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=146/Mechanical,2=402/0-11-5,6=297/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-172(LC 8), 2=-465(LC 8), 6=-298(LC 8) FORCES. (Ib) - Matt Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-684/673 BOT CHORD 2-7=-762/653, 6-7=-762/653 WEBS 3-7=-122/263, 3-6=-693/808 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; B=45ft; L=40ft; save=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chard In all areas where arectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) except Ut=lb) 4=172, 2=465, 6=298. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 371b down and 52 lb up at 1.5-12, 37 lb down and 52 lb up at 1.5.12, 6lb down and 82 Ito up at 4-3-11, 6 lb down and 82 lb up at 4-3-11, and 451to down and 129 lb up at 7-1.10, and 45 lb down and 129 lb up at 7-1-10 on top chord, and 37Ito up at 1-5-12, 37lb up at 1.5.12, 6 lb down and 56 Ib up at 4-3-11, 6 lb down and 56 lb up at 4-3-11, and 34 lb down and 80 Ib up at 7-1-10, and 341b down and 80 lb up at 7.1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-64, 5-8=-20 Concentrated Loads (lb) Thomas A.Albani PE No.39369 Vert: 11=105(F=52, B=52) 12=-4(F=-2, B=-2) 13=-90(F=-45, B=-45) 14=35(F=17, B=17)15=-12(F=-6, B=-6) 16=-47(F=-24, h1Tek USA, Inc. FL Cert 6634 B=-24) 6904 Parke East Blvd. Tampa FL 37619 Dato: November 8,2019 4 Job Truss Type 0(y LOT 14/47 INDIAN RIVER EST TMS T18615531 2155111 Diagonal Hip Girder ]Ply 2 1 Job Reference (optional) Builders FirstSoUrce, (Plant City, FL1, Plant City, FL- 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Fin Nov 8 12:20:06 2019 3x4 = Scale =1:22.2 Ig , 62-8 14.8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.05 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.08 6-7 >999 180 BCLL 0.0 ' Rep Stress lncr NO W B 0.44 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or5-11-12 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD. Rigid ceiling directly applied or8-2-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=59810-4-15, 5=398/Mechanical Max Horz 2=278(LC 8) Max Uplift 4=-130(LC 8), 2=-414(LC 8), 5=-192(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-939/373 BOT CHORD 2-7=506/861, 6-7=-506/861 WEBS 3-7=-3/318, 3-6= 935/549 NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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. b) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except Qt=lb) 4=130, 2=414, 5=192. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5lb down and 3lb up at 1-4-11, and 56lb down and 32 Ito up at 4-2-10, and 100 lb down and 56 Its up at 7-0-9 on top chord, and 14lb down and 8 Ito up at 1-4-11, and 441b down and 25 lb up at 4-2-10, and 74 lb down and 4216 up at 7-0-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=.54, 5-8— 20 Concentrated Loads (lb) Vert: 11=-5(F) 12=-56(F) 13=-100(F) 14=-14(F) 15=44(F) 16=-74(F) Thomas A Albanf PE No.39380 MTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33616 Data: November 8,2019 O WARNING-VedrideslgnpMemet.n.dflEDNOTESONTHISANDWCLUDEDMREKAEFEAANO£PAGEM&74T3mv. 1041112015BEIVREUSE Deslgn valid for use only with MBek® connectors. this tleslgn IS based only upon parameters Shown, and IS for an Individual building component, not ��- a trim system. Before use, the buading designer must verlty the appllcablllly, of design parameters and properly Incorporate this tleslgn Into the overall bUlding design. Bracing Indicated b to prevent buckling of individual huss web and/or chord members only, Additional temporary and permanent bracing MiTek- e always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocing of trusses and truss systems. weANSUIPiI GuaNv CReM: DS349 card BC516Wdhp Component fi904 Parke East Blvd. Safety Infomlotionavallable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexantlrb. VA 22 14. Tampa, FL 3361 a Job Truss Truss Type Oily ply LOT 14/47INDIAN RIVER EST T16615532 2155111 LOS Hip Truss 1 1 Job Reference o fional Builders i-mincoume triant uny, r.I, rlam ury, 1-1--J0001, B.Z4U S JIII 14 ZV1U MI I ex InaVSlneS, InC, -n NOV a IZ:ZU:U/ 2U19 Scale =1:37.1 US = 4 US = 5 4xg = 3x4 = 4xB = 3x4 = 4xB = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.99 Vert(CL) 0.47 9-17 >511 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ve'(CT) 0.39 9-17 >617 180 BCLL 0.0 ' Rep Stress Incr YES We 0.31 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 95 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied. WEBS 2x4SP No.3 REACTIONS. (Ib/size) 2=812/0-4-0, 7=812/0-4-0 Max Horz 2=213(LC 10) Max Uplift 2=-960(LC 12), 7=-960(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2628, 3-4=-981/2183, 4-5=-828/2048, 5-6=-981/2183, 6-7=-1271/2628 BOT CHORD 2-11=-2257/1121, 9-11=-1604/828, 7-9=-2264/1121 WEBS 3-11=-058l747, 4-11=770/285, 5-9= 769/285, 6-9=-3581748 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsh h=25tt; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exledor(2) 2-8-0 to 21-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 Ito uplift at joints) except (jt=lb) 2=960, 7=960. 7) This truss design requires that a minimum of 7/16' stmctuml wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Thomas A. Albanl PE No.39380 NTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Date: November 8,2019 O WARNING -Vedry d..191 p4mmetem end BEAU NOTES GN TNISANU MCLUUEV MIIEKBEFERANCEPAGE MIL7413 mv. ide3[pISBEFGBE USE Dedgn valid for use only with Mlfek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' a truss system. Before use, the building designer must verity me oppllcobaity, of design parameters and properly Incorporate this design Into me overall buading design Bracing Indicated 6 to prevent buckling of Individual Truss web and/or chord members only, Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems. seeANSU1P11 Cuaft Cleared. D8549 and SCSI Building Component 69M Park East Blvd. Safety Infoenaflonovallable from Truss Plate Institute. 218 N. Lee Street. Suite 312 Nexondrlo, VA 22314, Tampa, FL 33610 Job Truss Truss Type Of Ply LOT 14147 INDIAN RIVER EST T18615533 2155111 L06 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (HIM Ulry, rL), Plant Clty, FL-33567. 8240 s Jul 142019 MiTak Industries, Inc. Fri Nov 8 12:20:08 2019 Page 1 ID:GZkZSXBELDNJdjXs77WskOzGxTm-mSgNoBscgTw6Wyg9cmJur5MUgb5LgDO76Zle86yLFBb -1-4-0 3.2-12 7-0-0 13.0-0 1fi-94 20-0.0 214.0 1.4-0 3-2-12 I 3-94 I 6.0-0 I 3.94 3-242 14-0 n Scale = 1:36.9 46 = 5x8 = 4 18 19 5 3x6 = 3x8 = 4x6 = SO = 3x6 = 3 7-0.0 13.0-0 I 16-9-4 i 20-0.0 n 3-2-12 in f.0.0 3.94 E." Plate Offsets (X,Y)-- (2:0-0-0,0-0.21,14:0-3-8,0-2-01, (5:0-5-8,0-241, [7:0-0-0,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.37 9-11 >653 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.29 9.11 >838 180 BCLL 0.0 ' Rep Stress [nor NO WE 0.30 Horz(CT) -0.10 7 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 98 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 4-5: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1551/04-0,7=1566/04-0 Max Horz 2- 172(LC 23) Max Uplift 2=-1626(LC 8), 7=-1642(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 34-3 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3= 2929/2909, 34=2764/2791, 4-5=-2483/2591, 5-6=-2796/2826, 6-7=-2961/2945 BOT CHORD 2-11=-2471/2580, 9-11=2340/2510, 7.9--2503/2609 WEBS 3-11=-302/381,4-11=-605f7B1,5-9=-665f772, 6-9=-304/381 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf•, h=25ft; B=45f ; L=40h; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (1t=lb) 2=1626,7=1642. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 151 lb down and 214 Ito up at 7.0.0, 154lb down and 205 lb up at 9-0-12, and 154 Ito down and 2051b up at 10-114. and 221 Ib down and 379 lb up at 13-0-0 on top chord, and 452 Ile down and 281 Ito up at 7-0-0, 981b down and 121 Ito up at 9-0-12, and 981b down and 121 lb up at 10-11-4. and 4521b down and 281 Ito up at 12-114 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-64, 4-5- 54, 5-8- S4, 12-15=-20 Concentrated Loads (lb) Vert: 4=-93(B) 5=-144(B) 11=452(B) 9=452(B) 16= 93(B) 19=-93(B) 20=-82(B) 21=-82(B) Thomas A Albans PE No.38380 hlTek USA, Inc. FL Carl 6634 63114 Perko East Blvd. Tampa FL 33610 Data: November 8,2019 QWARAING- Verity design pamorden, and READ NOTES ON MIS MD WCLUDED MITEK REFERANCEPAGE MX7473 env. 704134?016 BEFORE USE -7 DeSgn volltl for use only with Mmek® connectors. tins tleslgn Is based any upon parameters shown, and Is for an Individual bulltling component, not a muss system. Before use, the bulltling designer must verify the applicability of design parameters and propedy Incorporate this design Into We overall bulltling tleslgn. Bracing indicated is o prevent bucWing of Individual muss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal injury antl property damage. For general guldance regarding the fobdcotlon, storage, delivery, erectlon and bracing of trusses and muss systems, seeANSU1Pr Quo Oy Criteria, 0SB-89 and BCSI leading Component 6904 Parke East Blvd. Sol Infoena8onavolloble mom Truss Rate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 r Symbols PLATE LOCATION AND ORIENTATION -11 13/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-In-sixteenths. Apply plates To both sides of truss and fully embed teeth. Ikr L7� For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In Milrek 20/2l1 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text in the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings <��no (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/fPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 dimensions shown in sixteenths scale) (Drawings not to scale) 0 C O x U a O r- JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system e.g. dlogonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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. Comber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chards must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, If no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install end load vertically unless Indicated otherwise. 1B. 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/1PI 1 Quality Criteria.