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Home My WebLink AboutTruss_ l r 249 Maitland Avenue, Suite 3000 P F D S Altamonte Springs, Florida01 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@Fdseng.com Website: www.fdseng.com ENGINEERING ASSOCIATES October 31, 2019 Building Department Ref: Adams Homes Lot: Lot 38 B11L1 Subdivision: Waterston Address: 8600 Merano Ave., Ft. Pierce Model: 1820 C LHG 3 Car Garage KA # 19-6717 Truss Company: Builders FirstSource Date of drawings: 9/26/19 Job No.: 2099226 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, ItI IU10/31 /2019 p,BLO r6 �!.%� .`�`J��'�.�C•E Ng�99� �� Carl A. BroRm't''E. No 87864 S Todd M. Born, P.E. FL. # 56120 FL. # 82126 �� Luis Pablo3�es,PS TE OF �� MahmoudMadkoKA FL.#87864%G,�6 •, / FL. #48966 FS O F t "f3q'gi�ie�Y�yy+tli a Service Mindset and an Eye for Detail" 9-0e-00 13-1"0 P 13-00.00 G ( 12-10-00 G F R W TOi'-0' 1TA UC -71 4 168qtUL EXPOSED TO WIND 11849 UL 3112 VLT W2 VLT 10-0' CLG 1m-0'CLG AM 3112 VLT 10'-0'CLG 84 10'4'CLG 3112 VLT Act W12VLT 10'4•CLG B2# 8'-0' CLG VA BY LEY FRAMING THERS 10'-0' CLG 10-4- CLG ) W12vLT 7-OMO` q4 d O $ 77- 8'-0• CLG GmA 20-00-00 BOIG u POSED TO WIND BRG.B'-0'AFFN/KNEEIVA1LTO 10'-0- 606E 710e-D0 124io-00 4-04-00 I 13-M-DO zi Do 11 u 10-00-OD 09-06-00 CONNECTORS SCHEDULE ROOF TRUSS O ID 11 MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JUS24 8951835 4901510 JLI 10 A HTU26/ THD26 3600 / 3470 1555 12330 J A 0 B HTU28 / THD28 4680 / 5040 2140 / 2330 u9 0 C HTU26-2 / THD26.2 3600 / 3355 2175 / 2340 J w 0 D HTU28-2 / THD28.2 4680 / 5006 3485 / 2595 I m 0 E HGUS26-2 /THDH26-2 5320 / 5245 2155 / 2340 JW 0 F HGUS28-2 / THDH28-2 7460 / 8025 3235 / 3330 IT 0 G HGUS26-3 / THDH26-3 5230 / 5245 2155 / 2340 J W 0 H HGUS28-3 / THDH28-3 7460 / 7835 3235 / 4370 IN 0 J THJA26 / HJC26 411 9100 / 8990 4095 / 4370 J u 3X8NOP EVIEWED [3 REVIMANDRENIM / ❑REVIEWED WITH NDTATIDNS Q �pT RENEWED (SEE Emm,noj Corrections or aorifirriefK RitlM On agtapms d submittals or shop drawings during Ibb review do rrot relieve OOn- tractor from compliance veftfi tequiremerde Of the draw- ings and specifications. This their is only for review of general coiifonnance with the design concept Of the prolef' and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantifies and.dimen-. sions selecting fabrication ptoostsses and-taahniques of consiruction, coordinating his work with that Of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESION SOLUTIONS, INC. Date BY SLnbiiittalBo. ProjEptie ProjeciErig. P eject Name; i sawn au0xam,wauo®eccwonoxsvwmroammvu swa aurc Tauun rawrce a rsin er auum sax ,a®rases... srmuvcc Kr ...c IMPORTANT iammEwa°camownc a,soema This Drawing Must Be Approves Ana r+emsawuemx reseleau' a ctwl.m Recurred Befour Ch Win xaw ertx rsswreoros4ia.enr eomoi cuorowsleao a. ass. Pr tebdcn BoOmDimen For Your Protection Check All raKetsMwwrenxwnm�ssU.T Loam Dimanalona Ana C0naM0na prior To ApBELO INDICATES SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCU,- 40 PSF BEEN ACCEPTED. TCDOT PSF TCL: 10 PSF BCOU L: 1e PSF BCOL: 5 PSF By Date_ TOTAL: 37 PSF TOTAL 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSC6 l SUMMARY SHEETS, ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (le. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS WARNING Backcharges Will Not Be Accepted R°nardless of Fault Wittiest Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The Genersl Contractor la Responsible For All Connections OMer Than Trues to Truss, Gable Shear Well, And Connections Tempersry and Pert ' Bracing. And Gel ling And ltmx. Roof Diaph:,t Can ROOF PRCH: 6112 CEILING PITCH: W12 TOPCHORDSQE 2X4 BOTTOM CHORD S¢E: 2 X 4 OVERHANG LENGTH: 16" END CITT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE MC2017 BEARING HEIGHT SCHEDULE BUILDER, - Adams Homes PROJECT: Single Family MODEL: 1820 A 3C FL ADDRESS: B60e MERANO AVE LOT BLOCK- 3811 SUBDIVISION: CITY: FORT PIERCE DRAWN BY: KTEUBER JOB S: 1 2099226 DATE: I 09125/2019 SCALE: INTS PLAN DATE: 2019 REVISIONS: 1. L 3. 4. L'Iftuldwasi . FwstSoume 4400 Airport Road Plant City. FL M563 Ph.(013) 3054300 Fax (813) 305-1301 'ISO -_.} rstlou,J±:Jc}J:"raou: w 9 zg;O vu4 �¢.s�scYa,}, co. • cn_:, 1o{an �g :n:. 1. y ry ri:sl oy 9}} oluat elf .-C to lUlf1U(7 8Uo 16Pi;' : na8 G (�, JIUi �GQ .^.OL9(3:1Ja £ti} di141JStbra SL'f; OWJ£C` N ..'-_I! '4CCRl.,-,,U:2 Aitr, COL'7BC(Cf. �c Z)t..' ..,_ .. J:: i-{9j CCL6:`.jFL;;u 7F.l:h :r5 �J:17L::i;;j1C'l Cl'i it =C� :B{U:L'19tIC6, A.I,�J (jiv g6318U ,mucct; o: pc. gJCi. •J'1 Ei!SC, iiCzQ1O!'^. 1SJi2 CfIOCK :c^ OJji1 lrit-6:'daJ: Ci .W tU OS A(6 0 am- ol PP ,r:.IL3f-%!Uda gnuU- N}e ILSAIMv. qc Uc{ wj!l;AZ CtP,- (�`Gll(:; f!OU2 Oi COHJLj;QU•,i WgCo ai! 6dn.bjLjZ;Lg appLL.;.43M . i,r. 1�111e0h'JiHtSGiH:±OfA2 C1 itO1KEr`lEs�,er, Lumber design values are in accordance with ANSI/I'PI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2099226 - LOT 38/1 WATERSTONE FP MiTek USA, Inc. Site Information: 7S6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2099226 Model: 182�m/�a3car3610-4115 Lot/Block: 38/1 Subdivision: Waterstone-St Lucie County Address: 8600 Merano Ave.,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 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 29 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# T18534575 T18534576 T18534577 T18534578 T18534579 T18534580 T18534581 T18534582 T18534583 T18534584 T18534585 T18534586. T18534587 T18534588 T18534589 T18534590 T18534591 T18534592 T18534593 T18534594 T18534595 T18534596 Truss Name Date A01 A01AG A01BG A01 CG A02 A03 A04 A05 A07 A08 B01 G B06G C1 C1V C3V C5 C5V D01G D02A E7 No. Seal# Truss Name Date 23 T18534597 E7V 10/31/19 24 T18534598 E7VP 10/31/19 25 T18534599 G01 10/31/19 26 T18534600 G02 10/31/19 27 T18534601 G03 1.0/31/19 28 T18534602 H7 10/31/19 29 T18534603 1-17V 10/31/19 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 ANSIRPI 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 verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPl 1, Chapter 2. FILE copy Thomas A. Albad VAO.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Albani, Thomas 1 of 1 Job Tnus Truss Type ' Cy Ply LOT 36/1 WATERSTONE FP T18534575 2099226 �� A01 SPECIAL 13 ]Job i Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul l42019 MiTek Industries, Inc. Thu Oct 31 11:00:15 2019 6.00 12 Sx6 = Scale=1:72.4 4x10 MT20HS % 3.00 F12 4x70 MT20HS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ved(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber I 1.25 BC 0.78 Ven(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 6.0 ' Rep Stress Incr YES WE 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Cade FBC2017/TPI2014 Matrix-MSH Weight: 197 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. 2-14,8-10: 2x4 SP M 31 WEBS 1 Row at midpt 6-11.4-12 WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Hom 2=-4331LC 8) Max Uplift 2=-797(LC 10). 8=-797(LC 10) FORCES. fib) - Max. Comp./Max. Ten. -All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-5016/2708, 3-4=-4724/2545, 4-5=-2447/1526, 5£=-2447/1526, 6-7=-4632/2545, 7-8=-4908/2708 BOT CHORD 2-14=-2261/4844, 12-14= 1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=-450/970,6-11=-1297/858,6-10=-708/1631,7-10=-271/284, 5-12=-450/1024, 4-12=-1385/858, 4-14=-708/1789, 3-14= 257/284 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15f ; B=45ft; L=40fl; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1.4-0 to 2-7-10, Interior(l) 2-7-10 to 15-10-6, Extedor(2) 15-10-6 to 23-9-10, Intedor(1) 23-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 areaswhere 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, 8 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 at=lb) 2=797.8=797. 1gI¢ Thomas A. Albani PE No.38380 MTek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 Job Truss Thus Type (Ay Ply LOT 38/1 WATERSTONE FP T18534576 �� 2099226 A01AG SPECIAL 3 1 t• Job Reference (optionall Builders FrstSourcw (Plant Guy, FL), Plant City, FL-33567, N' . A A 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:17 2019 Scale=1:74.7 Safi = 6.01) 12 4x6 II 5 6 13 12 1. .• ,,,., 4x6 = Ste = 3x6 = 3.00 F12 6xB = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. .DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.32 10-12 >729 240 Mi20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.53 10-12 >440 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) -0.08 12 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directlyapplied or3-8-6 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 5-6-10 oc bracing. Except: 6-12: 2x4 SP No.3 1 Row at midpt 6-14 WEBS 2x4 SP No.3 4-2-0 oc bracing: 12-14 WEBS 1 Row atmicipt 7-12 REACTIONS. flatsize) 2=787/0-M, 12=1547/0-4-0, 9=678/Mechanical Max Horz 2=425(LC 9) Max Uplift 2=-511(LC 10), 12=-586(LC 10), 9=-396(LC 10) Max Gmv 2=805(LC 19), 12=1613(LC 15), 9=829(LC 16) FORCES. (lb) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2147/1340, 3-4=-1793/1141, 4-5=-615/646, 5-0=-423/582, 6-7— 196/395, 7-8=-11761779, 8-9=-1351/818 BOT CHORD 2-16=-1087/2226, 15-1(=-477/1139, 12-14=-118M455, 6-14=-1061/454, 10-12=-222/556, 9-10=-592/1148 WEBS 3-16=-070/335,4-16=-409/1049,4-15=-935/646,7-12=-808/530, 7-10=-2941744, 8-10=-406/396, 5-15=-468/964 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 15-10-6, Exteror(2) 15-10-6 to 23-9-10, Intedor(1) 23-9-10 to 35-8-6, Extedor(2) 35-8-6 to 39-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-" tall by 2-M wide will fit between the bottom chord and any.other members, with BCDL= I0.Opsf. • 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing atjoint(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 joint(s) except Ut=lb) 2=511, 12=586, 9=396. Thomas A Albani PE Nc.39380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 . Q WARNWG- Vedry0eslgopartmefersand READNO7a ON TNLSANBWCLUGEDMX8EFENANCEPAGEMIN47arev. IaNY2015BEFOREUSE. Design valid for use only with Meek® connectors. This design Is based only upon porameters shown, and Is for an Individual building component not ��- a Most system. Before use, me building designer must verify the appllcobllmy of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is 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 Me of Massae5129 and SCSI Building Component creation and ute. fSafety N. Nd. Tampa. FLParkEnt 33610 blolmoafblgvollable from Truss Plate Instit, 21Lee Street Sure 7 AJ o a VGA 22 14�� Job Truss Truss Type (zly Ply LOT 38/1 WATERBTONE FP T18534577 2099226 C. A01 BG SPECIAL 2 1 a' Job Reference o tional) _ Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 11:00:18 2019 Soo 72 3xS � 3.00 F12 5x8 \\ 10 1.5xB STP = 5x9 - 6zB = ..n 111. ta."n en.n-n 1.11 39-8-0 Scale=1:73.5 k5T•18 845-0 140 6-70-0 0- -0 9-47 10-3-9 Plate Oftsets(XY)- [2:0-1-10.Edgel,f4:0-4-0,0-MI [5:0-2-120-2-121 [6:0-3-00-Ml [9:0-4-00-3-41 [10:0-3-8,03-01 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.74 Ver(LL) -0.31 9-10 >761 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.51 9-10 >463 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.43 Horz(CT) 0.08 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 197 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc puriins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: 5-10: 2x4 SP No.3 1 Row at midpt 5-11 WEBS 2x4 SP No.3 4-10-0 oc bracing: 10-11 WEBS 1 Row at midpt 4-11, 6-10 REACTIONS. All bearings 0-8-0 except Qt=length) 8=Mechanical, 12=04-0. (Ib) - Max Horz 2=425(LC 9) Max Uplift All uplift 100 lb or less at joint(s) except 2=-547(LC 10), 10=-574(LC 10), 8=424(LC 10) Max Grav All reactions 250 lb or less at joint(s) except 2=736(LC 19), 10=1468(LC 15), 8=840(LC 16), 12=251(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1815/1488, 34=-1442/1292, 4-S=-267/437, 5-6=-204/462, 6-7=-1136/810, 7-8=-1357/892 BOT CHORD 2-13=-1222/1922, 12-13=-592/908, 11-12=-592/908, 10-11=-1019/404, 5-11=496/88, 9-10=-299/598, 8-9=-657/1154 WEBS 3-13=-399/332, 4-11 =-1 037/802, 6-10=-878/571, 6-9=-236/691, 7-9=408/390, 4-13=-440/91I NOTE5- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160rnph.(3-second gust) Vasd=124mph; TCDL=4.2psh BCOL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0to 2-7-10, Intedor(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-8-6, Extedor(2) 35-e-6 to39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grit DOL=1.60 3) This truss has been designed for a 10.0lad bottom chord live load nonconcurrent 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 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members, with BCDL=10.0pst. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 6) Refer to girder(s) for truss to truss connections. 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 647 lb uplift at joint 2, 574 Ib uplift at joint 10 and 424 lb uplift at joint 8. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING-Vedrydedgnpe®mefers And READNOTES ON 1717SANDINCLUDEDNREKREFERANCEPAGEMM174YJre1 1003MOf56EFORE USE. Deslgn valid for use only with MBelr®connector. This design Is basetl only upon parameter shown, and Is for on Individual buliding component. not ��- a buss system. Before use. the bui ding designer must verify Me opplicabiilty of design parameters and properly Incorporate this design Into Me overall bulldingoeslgn. Bracing Indicated to prevent buckling of lndivIdual huss web and/or chord member only. Addiflonal temporary and permanent bracing MOW Is always reaulrod for stability and to prevent collapse with possble personal Injury and properly damage. For general guidance regarding he fabrication, storage, delNery. erection and bracing of trusses and fuss systems. seeANSVIPIT Quality CIBedo, D51419 and SCB7 Balding Component 690E Parke East Blvd. Safety Informalbmvallable from Two; Plate Institute, 218 N. Lee Streat Suite 312 Alexandria. VA 22314. Tampa, FL 33610' Job Truss Truss Type Oty Ply LOT 38/1 WATERSTONE FP s T18534578 2099226 A01CG GABLE 1 1 1 Job Reference (national) alfllaem ri a bource team lolly, I-L), rlam city, rL- aJbbr, x 1 tl-4q 5-10.0 13-2-D d' 0 8.240 s Jul 142019 MiTek Industries. Inc. Thu Oct 3111:00:192019 5.6 II 16 15 14 13 10 az as a 3xB = 3x4 = 1.5x8 STP = 5x8 = 3x6 = 3x6 = 5-10-0 73-2-D 19-70-0 .20 0-0 29- 7 39-e-0 i 5-111.0 7-4-0 6-8-0 O- -0 9.4-7 Scale = 1:76.6 Plate Offsets (X,Y)- [3:0-3-00-3-0] [6:0-3-00-3-01 [9:0-4-00-3-41 127:0-1-12 0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.31 9-10 >763 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.50 9-10 >474 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.06 10 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc puffins. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 2-13: 2x4 SP No.2 P, 4-13.5-10: 2x4 SP No.3 1 Row at midpt 5-11 WEBS 2x4 SP No.3 6-0-0 oc bracing: 10-11 OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 4-11, 6-10 REACTIONS. Ali bearings 13-2-0 except (jt=length) 10=0-8-0, 8=Mechanical. (Ib) - Max Horz 2=425(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) 16 except 2=-231(LC 10). 10=-198(LC 10). 15=-343(LC 10), 13=-316(LC 10). 8=-052(LC 10) Max Gmv All reactions 2501b or less atjoint(s) 2; 14,16, 2 except 10=1002(LC 1), 15=288(LC 1), 13=695(LC 15), 8=858(LC 16) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=325/299, 3-4=-361/361, 4-5=-274/527, 5-6= 251/530, 6-7=-1175/874-, 7-8=-1396/955 BOT CHORD 12-13=-595/368, 4-12=-527/407, 10-11=-434/2, 5-11=380/84, 9-10=-360/635, 8-9=-713/1189 WEBS 3-15=-320/387, 6-10=379/574, 6-9=-228/686, 7-9=-407/387 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsh h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(l) 2.7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 to 35-8-6, Exterior(2) 35-8-6 to 39-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUrPI 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 10.0 psi 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-M wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 8) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment maybe used if it does not corrode the plates. If ACID, 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 verity suitability of this product for its intended use. 9) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 10) Refer to girder(s) for truss to truss connections. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AWARNWG-V.Hfydes/g0panmefem4 dREADNOMSONMSANDINCLUDEDMR KBEs ANCEPAGEM67413rev.I&M2015BEFORE USE Design void for use only wtlh Mnek® connectors. This design Is based only upon Parameters shown and B for an Indhddual building component, not a muss system. Before use, Me building designer must verity the appllcablllty, of design parameters and properly hcorporale this design Into the 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 properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of musses and muss systems, seeANSInPI7 Cp CISedi DS349 and SCSI Building Component SaM1ly mfotRla6pllwallable from Truss %ate Institute. 218 N. Lee Smeet, Suite 312. Alexandra, VA 2214. - MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Tnsss Type Oily Ply LOT 38/1 WATERSTONE FP T78534578 2099226 s A01CG GABLE 1 1 x Job Reference (optional) Mknders FIFSISoUrae (clam cny, rL), Ptam plry, 1-1--33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:20 2019 Page 2 ID:193OG W BBpX3jR187mOm7kz57ad-TDgFcn5del DVEGsxuoFwOBYyIOiZI Rau5TXW plyNvxf NOTES- , 11) Provide mechanical connection (byothers),of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 16 except Qt=lb) 2=231, 10=198, 15=343, 13=316, 8=452, 2=231. OWARNING-Verlyeeslgnparomefe..a dNEAONOMS ON MZMDINCLUDEDMrtEKNEFENANCEPAGEMIP7Mrev. la=0151REFONE USE Design void for use only with MnekO conneaton. lhls design Is boned only upon parameters shown and 6 for an Individual bullding component, not �, a huss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall bulding desgn. Bracing Indicated is to prevent buckling of lndtAdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collcpee with possIble personal Injury and property damage. For general guidance regarding the fabticotIon, storage, delivery, erection and bracing of Mesas and Muss systems seeANgUD41 Quay Weds, DS349 and SGA Nading Component Safety tnfamoMONvoiloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33810 Job Truss Truss Type city Ply LOT 38/1 WATERSTONE FP T18534579 2099226 ` A02 SPECIAL 1 1 c Job Reference motional) oTiaers rmataourae 1rizrn soy, ry, riant tnry, rL-JJbb I, r1-4-q 63.0 11-71-02 5x6 = 6.00 12 5x6 = 5 6 5x8 9 24 4 al 2x4 3 1.6x8STP= 23 16 m 2 15 14 13 6 1 6xl2 MT20HS= axis = 3x4 = 3x4 = 5x6 3.00 12 e.L4U saun4 ZUIa run ex mousmes. Inc. Inevm Jl II:UU:Z1 lu to rage I 25 5xB J 7 2x4 8 12 11 3x4 = 6xl2 M720HS= LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (fee) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.61 11-12 >787 240 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.75 HOIz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matnx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 1-4,7-10: 2x4 SP No.t BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9= 797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5.6=-1932/1427, 6-7=2726/1736, 7.8=-4621/2604,8-9=-4905/2771 BOT CHORD 2-16=-231114717, 15-16— 1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11.12=-1510/3090,9-11=-2318/4431 WEBS 3-16= 282/293, 4-16=-739/1735, 4-15=-1216!/89, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321, 6-12=-571/1066,7-12— 1138f789,7-11=-740/1605, 8-11=-296/294 Scale = 1:74.1 1.Sx8 STP= 26 - �910`�s 5x8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2181b FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or4-8-14 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40fb eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C EMerior(2) -1-4-0 to 2-7-10, Interior(i) 2-7-10 to 15-0-6, Extedor(2) 15-0-6 to 24-7-10, Intedor(1) 24-7-10 to 37-M, Extenor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. • 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nenconcurrent with any other live loads. 6) ' This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 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) Bearing at joints) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except at=lb) 2=797, 9=797. Thomas A. Albani PE No.38380 MiTek USA, Inc, FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date; October 31,2019 Q WARNING -Vatly Eeargaparametemantl READNOTES ON MIS AND INCLUDEDNREKREFERANCE PAGE 1111474 mv. faadQ015 BEFORE USE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 0 huss system. 8efOm use, me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. BrGdng Indicated is to prevent bucding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possbie personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, WeAfISVIPII QUi8ts. Criteria. DS"9 and ECSI Eulding Component Sa1Ny mfemtalbrgvollable from Truss Flute Institute. 218 N. Lee Street. Suite 312 Alexandra, VA 22314. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 3811 WATERSTONE FP T18534580 • 2099226 A03 SPECIAL 1 1 � Job Reference (optional) I Builders FirstSource (Plam City, FL), Plant City, FL - 33567. 8.240 a Jul 142019 MiTek Industries, Inc. Thu Oct 31 11:00:23 2019 Page 1 ID:193OGW BBpX3jR187wOm7kz57ad-tnW OFoUVxyb45kbWZwoddmAO4eozEfW KnRIAOdyNvxc 49 151-0-811122 17-0.0 228-00 8.5 3350 830 5[11--460 5812 I 369.-38-00 '<17-400 I 0 Scale=1:74.6 6.OD rl2 5x6 = Sx8 = 4x10 MT20HS 5 3.00 12 5x8 8-8-022-8.0 31.0-0 39.8-0 8-8-0 &4.0 5.9-D a-4.0 &a-n Plate Offsets (X,Y)-- [2:0-0-14,Edgel,f4:0-3-0,0-3-01 [5:0-3-0 0-2-0][6:0-6-0 0-2-e1 [7:0-3-0 0-3-01 [9:0-2-7 Edget LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 244/190 TCDL 7.0. Lumber DOL 1.25 BC 0.73 Vert(CT) .0.9811-12 >485 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/iP12014 Matrx-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-4,1 SP No.1 BOT CHORD 2X4 SP M 31 'Except' 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2X4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS IRow at midi 4-14,6-14 REACTIONS. (Ib/size) 2=1540/0-e-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 5E=-2198/1600, 6-7=-2509/1689, 7-8=-0623/2731, B-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14- 968/2197, 11-12=-1508/3060, 9-11=-2454/4450 WEBS 3-15=-307/324, 4-15=-783/1792, 4-14- 1241!/91, 5-14=-015/824, 6-14=-251/253, 617-12=-1168f791,7-11=-783/1646, 8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL-5.0psf; h=15h; 9=45ft; L=40h; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) -1.4-0 to 2.7.10, Inteffor(1) 2.7-10 to 13-0-6, Extedor(2) 13-0-6 to 26-7-10, Intedor(1) 26.7.10 to 37.0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water pending. • 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pall bottom chord live load ronconcument 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=10.Op5f. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSI iPI 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 1001Is uplift at joints) except Qt=lb) 2=797, 9=797. Thomas A. Albani PE No.39300 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING - Vedrydeelynpmmefenend REAONO7ES ON 7NISANOWCLUDMUREKREFERANCEPAGEMX74m... lm DISBEFOREUSE. Design valid for use only with Mires® connectors. This design Is baseO only upon parameters shown and Is for an Individual building component, not �,- a muss system. explore use, me building designer must verify the applicability of design parameters and properly Incorporate Ns design Into the overall building design. Bracing Indicated is to prevent buckling of Indhtltlual muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobillty and to prevent collapse witn possible personal injury and property damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of musses and muss systems seeANSVIPII Quality CdMde, D8849 and eCSI Building Component 6904 Parka East BNd. Sabty mfamra8ertpvolloble mom inns Plofe InstlMa. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 38/1 WATERSTONE FP T18534581 2099226 x ` A04 SPECIAL 1 1 Job Reference (optional) uynoo,o,. Gurus,p,i V. F-1 vnp r,.-uwo.. 6.240JaW 420i9 MIT 6nNLL1me5, mc. raa 003 i i r ov;2420i 9 roue, ID:1930GWBBpx3jRl87z Om7ka57ad-1_4mSBV7hFj4tAi7dJs/Ljbx26AzD0005Vky3yNvxb (1-4-pp 19-10.0 F24--7 I33-87-15 39pp10p 1-4.0I S. 5.5-7 .'0.0 4-10.0 55-7 t-4-0Scale =1:73.4 6.00 FIT 5x6 _ 35x6 = x4 = 5 25 6 26 7 SxB \\ Sx8 5 3.00 12 28 1.5x8 STIR = 1011 j4 I�IN rid 5.8 C 5.8 /I LOADING (PSI 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 FBC2017/rP12014 CSI. TO 0.79 BC 0.80 We 0.47 Matdx-MSH DEFL. in (loc) Wall L/d Vall (LL) 0.57 13 >841 240 Vert(CT) -0.9813-15 >484 1B0 HoR(CT) 0.56 10 Na Na PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.1 BOT CHORD. Rigid ceiling directly applied or3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15, 8-13 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Hors 2= 335(LC 8) Max Uplift 2=-797(LC 10), 10= 797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5.6=-2498/1782, 6-7= 2498/1782, 7-8= 2838/1878,8-9=-4672/2875, 9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15— 1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13_ 513/980,8-13=-1538/1009, 8-12=-598/1238, 6-15=339/196, 6-13=339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45f; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpl=0.18; MA/FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 11-0.6, Extedor(2) 11-0-6 to 18-11-10, Interior(l) 18-11.10 to 20-86, Extedor(2) 20-86 to 28-7.10, Interior(l) 28-7-10 to 37-0.6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. • 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 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 100 lb uplift at joint(s) except Qt=lb) 2=797, 10=797. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cad 0634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 OWARNING-Verity design peramelarsaed READ NOTES ON THISAND WCLUDED EDIEKREFEBANCEPAGEMs74TJn¢ ida342615BEFOREUSE Dedgn valid for use only with MBek® connectors. this design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, Me building all must verity the applicability of all parameters and properly Incorporate this design into the overall building design. Brocing Indicated Is to prevent buckling of Individual 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 Me fabrication storage. delNery, erection and bracing of fassses and truss systems. seeANSU1Pl1 Qua8tsr CrBoM, 05349 and BCSI Building Component Safely infommllarnvafloble, from Truss Plate Inslitute. 218 N. We Street Suite 312. Nexondda. VA 22314. ��- MOW 69N Parke East Blvd. Tempo. FL W610 Job Truss Truss Type Dry Ply FP T78534582 2099226 A05 SPECIAL 1 1) �LOTW/1',WATERSTONE Brilders FirstSouice (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:26 2019 Page 1 ID:1930GW BBpX3jRI87WOM7kz57ad-IMBXtgWODtzeyB15F2MKFPovW=VR2InTP_gOyyNvxz fi' -.-0.8.00 1 340-00 39-8-0 11-0-.0 440 I &fi10.6666.8-0 �4 Scale = 1:73.4 5xB = 6.00 12 3x4 = 5x8 = 28 1.5x8 STP = 5x8 a 3.00 F12 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 13CLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.94 W B 0.80 Matrix-MSH DEFL. Ved(LL) Vert(CT) Horz(CT) in (loc) -Vdell Ud 0.62 10-11 >762 240 -0.9611-13 >498 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except- TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 31 -Except- 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=.294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2>3---4919/3081, 34=4613/2900, 4-5=-3036/2066, 5-6=3036/2066, 6-7=-4613/2900, 7-8=4919/3081 BOT CHORD 2-14=-2601/4556, 13-14— 1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405,4-14>1034/1926,4-13=-156/535, 5-13=-399/285, 5-11=-399/285, 6.11=-156/535,6-10=-1034/1815,7-10=378/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; hot 5ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exteror(2) 9-0.6 to 16-11-10, Intedor(1) 16-11-10 to 22-8-6, Exterior(2) 22-8-6 to 30-7.10, Interior(1) 30-7-10 to 37-0-6. Extedor(2) 37-0-6 to 41-0-0 zone;C-C for membors and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. • 4) All plates are MT20 plates unless otherwise Indicated: 5) This truss has been designed for a 10.0 psf bottom 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. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 6 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 100lb uplift at joint(s) except Qt=lb) Thomas A Alban) PE No.39380 2=787' 8=787' MiTek USA, Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 QWARNING-VexltydeslSnparemetem,nd READNOTES ON THISAND INCLUDED N1EKREFER4lNOEPAGEMI-7,rI3ev. iatecaa5 BEFORE USE Design valid for use only with MBek® connectors. This design E based only upon parameters shown, and b for an individual bullding component, not a huss system. Before use, the building designer must verify the appllcaclity of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent buckling of Individual Uuss web and/or chord members only. AddI110nai temporary and permanent bracing b always nodded for slabllny, and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication, storage, doWery, erection and bracing of }oases and truss systems seeANSIAP1t puppy CrBedo, D3549 and BCSi Budding Component Safety Infermallonaaallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aloxandri¢ VA E2314 MiTek' 6904 Palle East Blvd. Tampa, FL 33610 b Truss Truss Type Ply 1 ATERSTONE FP LO:R,f,,Wn [2099226 T18534583 A06 7OtY SPECIAL 1 1 Jabce foot anal) bywers Mrstbource;rlam)dry, r11, rlam Olty, rL-33b5/, 6.24U a Jul 142019 MITek Industries, Inc. Thu Oct 31 2x4 II 5x6 = 5x6 = 24 25 6 6 26 27 7 Scale = 1:72.0 5x6 = 4 6.00 12 29 1.5x8 STP = 5x8 3.00 rl2 Sx8 LOADING (psf) 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 FBC2017/rP12014 CSI. TIC 0.93 BC 0.68 WS 0.56 Matrix-MSH DEFL. Vert Ven(CT) Horz(CT) In (Icc) I/defl L/d 0.73 12-14 >656 240 -1.0314-15 >464 ISO 0.58 9 rVa n/a PLATES MT20 MT20HS Weight:.209 lb GRIP 244/190 1871143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6,6-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. BOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Holz 2=.253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=-4608/2864, 4-5=-4142/2720, 5.6=-4142/2720, 6-7=-4145/2722, 7-8=-4608/2863, 8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15- 178013279, 12.14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4.14=-550/1116, 5-14=-321/319, 6-12=-381/321. 7-12=-550/1117, 7-11 =-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=45ft; L=40ft; save=SfF Cat. ' 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exmror(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 7-0-6, Extedor(2) 7.0-6 to 14-11-10, Intedor(1) 14-11-10 to 24-8-6, Extedor(2) 24-8-6 to 32.7.10, Interior(l) 32-7-10 to 37-0-6, Extedor(2) 37-M to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 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. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 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 100 lb uplift at joints) except (jt=lb) Thomas A. Alban) PE No.39380 2=797, 9=787. MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING -Vodrydes/S4Peremeleraehdfl"D NOTES ON TNLSANDWCLUDED WmKREFEaANCEPAGEM1)-74TJre4 1Qa% 015 BEFORE USE Design valid for use oNy with Mnek®connectors. This design Is based only upon parameters shown, and a for an Individual building component, not a ism system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and pemwnent bracing Is always required for sbbllry 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, seeAN5VIP11 QUITCriteria. D3549.and SCSI Building Component Safety Informatlomvolloble from Truss Flame Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22 14. �'- M!Tek' a, FL 33610 690a Pens Ees1 Blvd: Tampa, Job Truss Type Gty Ply LOT 38/1 WATERSTONE FP 20992.26 1 LAM07W SPECIAL 1 1 T18534584 k Job Reference (optional) B`ilders MrstSource (Plant City, FL), Plant City, FL-33567. 8.240 s Jul 14 2019 MiTek Industries. Inc. Thu Oct 31 11:00:28 2019 6.00 Fl2 1.5x8 STP = 25 d 7� 5x6 = 3x4 9 3x4 = 27 2829 5 17 16 18 5x6 - 3x4 = 2x4 II Scale = 1:72.0 5x8 = 5x6 = 6 3031 32 7 3x4 833 N 34 10 1.5x8 STP= qq 15 14 13 12 910 3x6 = 5x6 = 5x6 = 1$l 11 a 3x4 = 20 11 US 9 3A0 12 3xe C 4-6-5 B-B-0 12-8.0 12- -14 19-10.0 26-o-6 31-0.0 35-1-11 39-6-0 4-6-5 4-/-11 4-0.0 0. -74 7-7.2 fi-2-0 5-0-0 4-t-17 4.6.5 Plate Offsets MY)- 12:0-0-10.Edge] [4:03-0.0-2-01 [6:0-4-0 0-3-01 [7:0-3-0 0-2-01 [9:0-0-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz CT) 0.03 9 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16-0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 1001b or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=686(LC 10). 13=-715(LC 10) Max Gmv All reactions 250 lb or less at joints) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=-318/669, 5-6=-511015, 6-7=-340/707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=-280/979, 17-18=-284/986, 16-17=-23/293, 15-16=-328/159, 13-15=-426/281, 12-13=0/332,11-12=351/945,9-11=-346I937 WEBS 3-17=-599/493, 4-17=-50/419, 4-16_ 986/605, 5-16=-792/733, 5-15- 520/206, 6-15=-489/297, 7.12=-70/391, 8-12=-588/485, 6-13=-773/717, 7-13=-997/675 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpI=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12.11.10 to 26-86, Exterior(2) 26-8-6 to 34-7-10, Interior(1) 34.7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C.0 for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumant with any other live loads. • 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at jolnt(s) 2, 9 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 288lb uplift at joint 2, 302 Ito uplift at joint 9, 686 lb uplift at joint 16 and 715 lb uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13. 15, 16. 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Thomas A. Alban! PE No.39380 Mick USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: LOAD CASE(S) Standard Except: October 31.2019 Job s Truss Type Oty Ply LOT 38/1 WA7ERSTONE FP ' T18534584 2099226 s TAMO7 SPECIAL i 1 , Job Reference (ootgnall By1ders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:28 2019 Page 2 ID:1930GW BBpX3jR187zeOm7kz5?ad.EIJHIW YelUDMCVTUMTOoKgtHifZgv?X3MTx5gyNvxX LOAD CASE(S) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 14=-54, 4-7=54, 7-10= 54, 17-19=-20, 12-17= 20, 12-22= 20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=116, 2-25=70, 25-26=47, 4-26=70, 4-28=64, 28-31=53, 731=64, 7-33=70, 33-34=47, 9-34=70, 9-10=116. 17-19=10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-125, 2-25= 78, 25-26=-56, 4-26=-78, M31-78, 33-34=56, 9-34=78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=3, 24=-41, 4-7=-36, 7-9=-41, 9-10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (pIQ Veil: 1-2=42,2-4=13,4-29=45,29-32=26,7-32=16,7-9=31,9-10=21,17.19=-10,16-17=-10,13-16=20(F=30), 12-13=-10, 12.22=.10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21, 24=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=10, 16-17=10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2= 29, 24=-39, 7-9=22, 9-10=50 8) Dead +0.6 MW FRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 24= 36, 4-7=16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12.13=-20, 12-22= 20 Horz: 1-2=12, 24=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(pIQ Vert: 1-2=15, 24=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1.2=-29, 2-4=-19, 7-9= 22, 9-10=12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=14, 24=45, 4-1=45, 1-9=45, 9-10=74, 17-19=10, 16-17=10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-82, 24=-54, 7-9=54, 9-11 11) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pit) Vert: 1-2=45, 24=16. 4-7=16, 7-9=16, 9-10=45, 17-19=10, 16-17=10, 13-16=20(F=30), 12-13=40, 12-22=-10 Horz: 1-2=-53, 24=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=5, 24_ 16, 4-7=16, 7-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 24=2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; Lumber lncrease=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 24=-16, 4-7--16, 7-9=-16, 9-10=-5, 17-19=20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=9, 24=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-53, 2-4=-61, 4-7=45, 7-9=30; 9-10=22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22= 20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=-22, 24=-30, 4-7=45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 24=-14, 7-9=-17, 9-10=-9 17) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) list Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-37, 24=45, 4-7= 45, 7-9=45, 9-10= 37, 17-19= 20, 16-17=-20, 13-16=61(F=81), 12-13= 20, 12-22=-20 Horz: 1.2=-7, 24=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2=-37, 24=45, 4.7=45, 7.9= 45, 9-10=-37, 17.19=-20, 16.17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2= 7, 2-4=1, 7-9=11 9-10=7 QWARNNG-Ver/tytleslgeperamet...d REAONOrES ON 7NISANONCLUOEOMREKREFERANCEPAGEM6r4TJrev. rdtla2aISBEFORE USE Deign void for use only with Mmek®connectors,fhb deign Is based only upon parameters shown, and b for on Individual building component, not ��- a truss system. Before use, the bulltling designer must verity the applicability of design porameters antl properly Incorporata this deign Into the overall bulling design. Bracing Indicated is to prevent buckling of lnddduai truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stablIlly and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me M!Tek* fabrication, storage. delivery, erection and bracing of trusses and buss systems. seeANSWII Cu" CReM. DSe49 mtd UCSI Bull Compononf 69N Parke East BNtl. Safety Infomrallonavoliable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 3361a Job Truss Truss Type Clty Ply LOT 38/1 WATERSTONE FP T18534585 2099226 A08 SPECIAL 1 1 1 Job Reference (optional) bywers rirslbource triam Ully. I-L), rlam uty, 1'1-- 33bby, 624USJU1142U19 MlreK Industries, Inc. Thu O013111:UU:JU 2Ule Scale > 1:72.0 5x6 = 3.8 = 3z6 = 2x4 II 5.6 = 5x12 = 8.00 F12 _ 3 24 25 4 2827 28 5 29 30 6 31 7 32 833 34 35 85z8 m 1.Sx8 STP = N V 12 1 2 S36 37 3B 39 40 15 14 41 42 43 44 45 46 Sx120 �1� 6xB = 3x6 =, 6.8 = d 3x8 = 3x6 % 3.00 72 3x8 3 7-1-8 12-&1 12 -0 19-10-0 28-2-0 2fi -5 32-fi-8 39-8-0 7-1-8 5-1-9 0. -15 7.4.0 6-4.0 0- •5 6-3.3 7-1-8 Plate Offsets (X,Y)— [2:0-0-10,Edge], [3:0-3-0,0-2-0], [4:0-3-8,0-1.8], [7:0-M,0-3-0], [8:0-3-8,0-2-8], [9:0-3-0,0-2-0], [10:0-0-10,Edge], [12:0-8-0,0-0-8], [13:0-0-8,0-3-0], 116:03-8.0-3-01, [17:0-5-4,0-0-81 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.83 Ven(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.2714-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 rJa n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 177 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD 'Structural wood sheathing directly applied or 3-10-9 oc puffins. 7-9: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP Ne.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-124S/434, 3-4=-10381444, 4-5=-573/923, 5-6=856/1302, 6-7=856/13021 7-8=-866/1022, 8-9— 13607708, 9-10=-1598f729 BOT CHORD 2-17=-263/1089, 16-17=-9231751, 14-16— 529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=•507/1412 WEBS 3-17=-102/288, 4-16>1311/939, 5-16— 1398/1438,5-14=-602/680, 6-14=-421/437, 7-14=-775/753,7-13=-1427/1490,8-13=-1441/1137,9-12=-14/366,4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Cpst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. . 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using 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 356 lb uplift at joint 2, 429 lb uplift at Thomas A Albani PE No.39380 joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 1USA, Inc. FL Cori 8834 9) Load case(s) 4, 5, 6, 7, 8, 9, 10. 11, 13, 14, 15, 16 has(have been modified. Building designer must review loads to verify that they 4 Parka East Blvd. Tampa FL 33610 690690Dole: are correct for the Intended use of this truss. October 31,2019 Q WARNING-Veritydes/9n parsmefersend READ NOTES ON nUSAND INCLUDED111IrEKREFERANCEPAGEM6]4T3 rev. 10=2015BEFORE USE Design valid for use only with MreM connectors. 111ls design is based only upon parameters shown, and a for on hdfvlduol building component, not a truss system. Before use, the building designer must ver Me appllcabllHy, of design parameters and properly Incorporate MI5 design Into the overall building design. Bracing Indlcated Is to prevent buckling of IntlMiduol oussweb and/or chord members only. Acatlonal temporary and permanent bracing Is always required for stability, and to prevent collapse wIM possible personal injury and properly damage. For general guldonce regarding Me fobricaflon, storage, delivery, erection and bracing of trusses and truss systems S ANSU1Plf Ouo1B5, Clip Poll and SCSI luddksp Campomnf Sably Informatbrgvoilable from Truss Plate Institute. 218 N. We Street, Suite 312 Alexandra VA 22314. Mffek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Toss Type OtY Ply LOT 38/1 WATERSTONE FP T78534585 2099226 s A0e SPECIAL 1 1 Job Reference foot' 11 Builders FustSoume (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 142019 MiTek Industries, Inc. Thu Oct 31 11:00:30 2019 Page 2 NOTES- ID:193OGWBBpX3jR187ze0m7kz57ad-A8R1jBZuH5T4RodsUuOG0FzdUS93NgOMD1y29jyNv V 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1751b down and 159 Ib up at 7-0-0, 111 Ib down and 197 lb up at 9-0-12, 111 Its down and 197 He up at 11-0-12, 111 Ib down and 1971b up at 13-0-12, 111 Ib down and 19716 up at 15-0-12, 111 Ib down and 197 lb up at 17-0-12, 111 He down and 197 Ib up at 19-0-12. 111 Ib down and 197 Its up at 20-7-4, 111 Ib down and 197 lb up at 22-7-4, 111 Ib down and 197 Ib up at 24-74, 111 Ib down and 197 Its up at 26-7-4, 111 Ib down and 197 lb up at 28-7-4, and Ill Ib down and 197 He up at 30-7-4, and 175 Ib down and 356 Its up at 32.8-0 on top chord, and 353 He down and 128 Ib up at 7-1-8, 92 Ib down at 9-0-12, 92 Ib down at 11-0-12, 92 lb down at 13-0-12, 92 Ib down at 15-0-12, 92 Its down at 17-0-12, 9216 down at 19-0-12, 92 Ib down at 20-7-4, 92 Ib down at 22-74, 92 lb down at 24-74, 92 Ib down at 26.7-4, 92 Ib down at 28-7-4, and 92 Ib down at 30-7-4, and 353 Ib down and 128 Ib up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Deatl+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads pi Vert: 1-3=-54, 3-9_ 54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3=-175(B) 7=-111(B) 9- 175(B) 17=-330(B) 15= 46(B) 12=-330(B) 24=-111(B)25=-11l(B)26=-111(B) 28=-111(B)29=-11l(B)30=-111(B) 31=-11l(B) 32- 11l(B) 33=-111(B) 34=-11l(B) 35=-111(B) 36=46(B) 37=-46(B) 38=46(B) 39=46(B) 40=-46(B) 41=-46(B) 42=-46(B) 43=-46(B) 44=-46(B) 45=-46(B) 46=46(B) 4) Dead +0.6 MW FRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=42,2-3=13,3-27=45.27-34=26.9-34=16, 9.10=31, 10-11=21, 17-18=-10,16-17=-10,13-16=49(F=59),12-13=10, 12-21=-10 Horz: 1.2=-50 2-3=-22, 9-10110-11=29 Concentrated Loads (Ib) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B)15=23(B)12=108(B)24=136(B)25=136(B) 26=136(B)28=156(B)29=156(B)30=156(B) 31=156(B) 32=156(B) 33=156(B)34=156(B)35=165(B) 36= 23(B) 37=-23(B)38=-23(B) 39=23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumberincrease=1.60, Plate Increase=1.60 Uniforn Loads (plf) Vert: 1-2=21, 2.3=31, 3-25=16,8-25=26, 8-9=45, 9-10=13, 10-11=42,17-18i 16-17= 10,13-16=49(F=59),l2-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3=39, 9.10=22, 10-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 91 17=108(8) 15= 23(B)12=108(B)24=165(B)25=156(B)26=156(B)28=156(B) 29=156(B) 30=156(B)31=156(B)32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B)41=-23(B)42=-23(B)43=-23(B) 44=-23(B)45=-23(B)46=-23(8) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3= 36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1.2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=19128=197(B) 29=197(B) 30=197(B) 31=19132=197(B) 33=197(B) 34=197(B) 35=197(8) 36=-13(3) 37=13(B) 38=-13(B) 39=-13(B) 40=-13(8) 41=-13(B) 42= 13(B).43=-13(i 44--13(B) 45=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-2=15, 23=5, 3-9=-16, 9-10=-36, 10-11=26, 17-18= 20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (Ib) Vert: 3=54(8)7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 24=191 25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B)31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(B) 36- 13(B)37=-13(B)38=-13(B) 39=-13(B) 401 41=-13(B) 42= 13(B)43=-13(B)44=-13(B) 45=-13(B) 46=-13(B) 8) Dead+0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74,2.3=45,3-9=45,9-10=45,10-11=74,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(8)15=-23(B) 12=108(B)24=136(B) 25=136(B) 26=1361B)28=136(B)29=136(B) 30=136(B)31=136(B) 32=136(B) 33=136(B)34=136(B) 35=136(B)36=23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=.23(B) 45=-23(B) 46=-23(B) 9) Dead+0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pli) Vert: 1-2=45, 23=16, 3.9=16, 9-10=16. 10-11=45, 17.18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=10 Harz: 1-2=-53, 2-3=-25, 9-10=25. 10-11=53 Concentrated Loads (I e) Vert: 3=116(B)7=165(8)9=271(B) 17=108(B)15=23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B) 31=165(B)32=165(8)33=165(B) 34=165(8)35=165(8) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B)40=23(B) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B)45= 23(B)46=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumberincrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=-5, 2.3=-16, 3.9=-16, 9110-11=.5, 17-18= 20, 16.17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=9, 2-3=2, 9-10=-2, 10-11=9 • Concentrated Loads (Ib) Vert: 3=72(B)7=197(B) 91 17=128(B) 15=-13(B)12=128(B) 24=197(8)25=197(B) 26=197(B) 28=197(B)29=197(B) 30=197(8)31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B)38=-13(B) 39=-13(B) 40=13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 23=-16, 3-9- 16, 9-10- 16, 10-11=5, 17-18= 20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hart: 1-2=-9, 23=2, 9-10=-2, 10-11=9 Q WARNING. Vedtydeslgnpmemetemend READ NOTEBOM M SANDWCLUDEDMREKREFERANCEPAGEM&74J9 rev. FGAMADISBEFOREUSE. Design valid for use only with M6ek® connectors. this design Is based only upon parometers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design poramaters and praperiy Incorporate this design Into me overall bulldIngdesign. arocing Indicated is to prevent buctsing of individual truss web endior 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 buss systems, WeANSVIPIi QuoI1IB1yy Weds, DS5419 and SCSI Building Component Safety bdormationavcilobte from Truss note Institute, 218 N. Lee Sheet Suite 312: Alexantldo, VA 22314. MiTek' 69N PaAs East Blvd. Tampa, FL 3361 D Job Truss Truss Type Oty Ply LOT 38/1 WATERSTONE FP T18534585 2099226 A08 SPECIAL 1 1 1 Job Reference (optional) 13�ilders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:30 2019 Page 3 ID:193OGWBBpX3jR187wOm7kz57ad-ABRijBZuH5T4RodsUuOGOFzdUS93NgOMO1y29jyNw V LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B)25=197(B) 26=197(B)28=197(B) 29=197(B)30=197(B) 31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B)38=-13(B) 39=-13(B) 40=-13(B)41=-13(B)42=-13(B) 43=13(B)44=-13(B) 45=-13(B)46= 13(B) 13) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Mi Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-53, 2-3=-61, 3-9=45, 9110-11=-22, 17-18=-20, 16-17=-20, 13-16=24(F--"), 12-13=-20, 12-21= 20 Holz: 1-2=9, 2.3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B) 7=145(B) 9=232(B) 17=76(B) 15>13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36_ 13(B)37- 13(B)38=-13(B)39- 13(B)40=-13(B) 41=-13(B)42=-13(B)43- 13(B)44=-13(B)45- 13(B) 46=-13(B) 14) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plp Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=20, 16.17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-22, 2.3=-14, 9-10=-17, 10.11=-9 Concentrated Loads (lb) Vert: 3=-19(13)7=145(8)9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B) 31=145(B) 32=145(8) 33=145(B) 34=145(B) 35=145(8) 36=-13(B) 37=13(B) 38>13(B) 39- 13(B) 40=-13(B) 41=-13(B) 42=13(B) 43=-13(8) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plo Vert: 1-2=37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18=20, 16-17= 20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37=-13(B) 38=-13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42= 13(B) 43=-13(B) 44=13(B) 45- 13(B) 46=-13(B) 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (DO Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18= 20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1.2=-7, 2-3=1, 91 10-11=7 Concentrated Loads (Ila) Vert: 3=-5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B)26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B)32=145(B) 33=145(B)34=145(B) 35=145(B)36=-13(B)37=-13(B) 381 39=-13(B) 40=-13(B) 41- 13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) AWARNING-Veritydes/gnpars.efemandREADNOTESONWISAND/NCLUDEDWENHEFERANCEPAGEM67473mv.tha4Y9r5BEFOREUSE Design void for use only with Mnek® connectors. ihls design Is based only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verity line applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of IndMtlual truss web and/or chord members any. 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 line fabrication, storage, delivery, erection and bracing of muses and truss systems. seeANSVr91I Qup0y CUNri D31149 and BCS1 Building Component Safety Urfomlalionavollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexantltla, VA 22314. 6904 Palle East Blvd. Tempe, FL 33610 Job Truss Truss Type city Ply LOT 3B/1 WATERSTONE FP T18534586 2099226 1 B01G SPECIAL 1 1 , Jab Reference foot ona11 BNilders MirelSource (Plard City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:31 2019 Page 1 ID:1930GW BBpX3jR187MOM7kz5?ad.eK70wXaW 2Pbx3yC21 bxVySVnzsT76GJWdhhbi9yNvxU 1-4-0 ---.0 6-27109 B. 1314100 70 2-0 w d1 US = 1.5x8 STP= 6xa = 7-10.0 8- 0 17-6-s 27-8-0 7-10-0 0- 02 9-6-5 10.1-11 Scale = 1:59.4 Plate Offsets (X Y)-- [5:0-4-0 0-3-01 [7:0-4-0 0-34] [8:0-3-e 0-3-01 - LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(L-) 0.38 10-13 >250 240 MT20 2441190 TCDL 7.0 Lumber COL 1.25 BC 0.95 VerICT) -0.47 7-8 >499 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(CT) -0.03 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 132 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 REACTIONS. (lb/size) 2=354/04-0, 8=1051/0-8-0, 6=720/Mechanical Max Horz 2=306(LC 9) Max Uplift 2=433(LC 10), 8=-580(LC 10), 6=364(LC 10) Max Grav 2=360(LC 19), 8=1051(LC 1), 6=847(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-423/231, 34=-329/393, 4-5=1215/797, 5-6=-1333/752 BOT CHORD 8-10=469/754, 3-10=412/473, 7-8=0/320, 6-7=-521/1125 WEBS 4-8=-569/248, 4-7=-520/983, 5-7- 630/539 Structural wood sheathing directly applied or4-1-13 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 6-7. 6-" oc bracing: 8-10 1 Row at midpt 4-8 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=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Intedor(1) 15-9.10 to 23-8.6, Exterior(2) 23-8-6 to 27-8-0zone; cantilever left exposed; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load 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= 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 2, 580 lb uplift at Joint 8 and 364 Ib uplift at joint 6. Thomas A Albahl PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNNG-V44lyEes/gnparameMrsaed READNOTES ON MSANDDICLUDEDMREKREF ANCEPAGEM*74MJm 100312015REFORE USE Design valid for use only with MReIsr) connectors. This design u based only upon parameters shown, and B for an hdlvldual bulding component, not �■-, ■■ a huss system. Before use, the bullding designer must verify me applicability of design Parameters and property Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent bucsing of NtlNdual truss web antl/or chord members only. Additional temporary and permanent brocing 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 husses and puss systems, seeANSVINI Quality CMRM, OSS49 and BCS7luldbp Component 6904 Palle East 11W. Safety Infarma8amvaloble from Truss Rate Institute, 218 N. lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type - oty, Ply=Refemnce E FP T78534587 2099226 1 4L B060 GABLE 1 camera rlrsrJouree frier ury, rL), rlam ulry, rL- drsbbf, e.z90 s dui 14 Luly ran ek Industries, Inc. mu un al 1i:uu:3[ zole rage I ID:193OGW BBpX3jR187mOm7kz57ad-6WZo7tb9p1)og6nFbJSkVg2y8Gg6mBfrLR9EcyNvxT 1-4-0 8-6.0 11-10.0 19-EO 27-B-0 11-4-01 8-6.0 3-0.0 7.8-0 8-2-0 l Sze It 7 2x4 II 2x4 II 3x4 It B 6.00 12 6 2x4 II 5 9 2x4 11 32 2x4 4 23 10 2x4 11 3 31 xB II 22 w 2 . 302 MT HS 11 24 d1 B-O-B 8 21 20 0 4 11 3x4= 2x4116xl2 MT20HS= 2x4 II 02 17 16 15 14 13 l.5xS 67P= 2x4 11 2xa 11 2x4 11 2x4 11 7x10 = e-0-0 8.OB 17-6.5 27.8-0 a.S.19 111.11 33 Scale-1:57.2 Plate Offsets (X,Y)-- 12:Edoe,0-0-41 (11:0-3-0,0-341 [12:0-2-10,0-13) LOADING (psf) SPACING- 2-0-0 CSL DEFL. In floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.82 Vert(LL) 0.36 21 >275 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Vert(CT) -0.461330 >507 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.42 Horz(CT) -0.02 18 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 184 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=309/03-8, 18=1120/0-8-0, 12=690/Mechanical Max Horz 2=303(LC 9) Max Uplift 2=427(LC 10), 18=607(LC 10). 12=355(LC 10) Max Grav 2=316(LC 19), 18=1120(LC 1), 12=776(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-8 cc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. JOINTS 1 Brace at Jt(s): 22, 23, 24 FORCES. (lb) - Max. CompJMax, Ten. -All forces 250'(lb) or less except when shown. TOP CHORD 2-3=-266/260, 5-6=-222/406, 6-7=-201/382, 7-8=-945/841, 8-9=-976l791, 9-10=-9371731,10-11=-1031/739,11.12=-1150/719 BOT CHORD 18-19= 529/854, 5-19=-396/581, 12-13=482/958 WEBS 18-22=-643/196, 7-22=-722/239, 7-23=-569/871,23-24=-569/869, 13-24=-547/860, 11-13=509/450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCOL=5.OpsY h=15ft; B=45ft; L=40ft; eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13, Exterior(2) 7-8-13 to 15-10-0, Intedor(1) 15-10-0 to 23-8-6, Extedor(2) 233-6 to 27-8-0 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 • 3) 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 MT20 plates unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 cc. . 6) This truss has been designed for a 10.0 pet bottom chord live load nonconcumem with any other live loads. 7) • This tress has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for tress to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 Its uplift at joint 2, 60716 uplift at joint 18 and 355 lb uplift at joint 12. Thomas A Albani PE No.39380 MiTek USA, Inc, FL Cart 6634 6904 Peter East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNMG- Vedtyde$Jp.,, mm4Mmend REAONOnFS ON MMANOWCLUOEOMREKREFERANCEPAGEM67473rev. 1QAaQOISBEFORE USE. Design valid for use onlywiBt MBek® connectors. This design Is based only upon parameters shown, and B form individual bulldIng component, not ��• a truss system. Before use, the balding designer must verity me applicability of design parameters and propedy Incorporate Mb design Into the overall building design Brach, Indicated b 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 Inlay and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of hums and truss systems. weANSVrR1 Qu 022 Create. DSB419 and BCSI Building Component Safety Infermationpvallabie from Press pate Institute. 218 N. Lee Shoot. setts 312. Arexandro. VA 22314. 6904 Parke East BNd. Tampa, FL 33610' Job Truss Truss Type Oly Ply LOT 38/1 WATERSTONE FP T10534508 209922s C1 JACK 4 1 Job Reference (optional) 13111ilders FimtSource (Plant City, FL), Plant City, FL-33567. 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 11:00:33 2019 Page 1 I D:3xt7Yd6RbYnXOI6Sf6ghjjz4cnz-bj6ALD=GrIIGMR90_zl taGXgNBaPzp47Aim2yNvxS 4-4-0 0-174 1-4.0 0-111 1 Scale =1:7.6 f1-114 r3.1 v4 Plate Offsets (X,Y)-- f2:0-14.0-0-21 LOADING (psg SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Lrd PLATES _GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Hoa(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017rFP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10). 4=-15(LC 1) Max Gray 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterio42) 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 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 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to glyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3lb uplift at joint 3,195 lb uplift at joint 2 and 151b uplift at joint 4. Thomas A Albanl PE No.36380 MiTek USA, Inc. FL Cott 6834 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 Q WARNING-VedfydesignP ramofemand RFADNOTES ON THIS AND INCLUDEDNREKREFERANCEPAGENM174TJrey. 100312015BEFOREUSE Design volid for use only with Mire'x® connectors. Ihls tle9gn 0 based only upon parameters shown and Is for on Indvidual building component, not O truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall building tle9gn. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Acalflonal temporary and permanent bracing MITek- balways required for stability and to prevent collapse Writ possible personal Injury and propedy damage, For general guidance regarding the fabrication. storage, delivery, eiecficn and bracing of busses and fruss systems seeANSVTR1 Quctmils, Cmerta, DS549 and SCSI Building Component Safety Inficanptbrxrvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 2214. 6904 Parke Eest Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 3811 WATERSTONE FP - T18534589 2099226 C1V SPECIAL 4 1 ` Job Reference (opt onaQ Btilders FirstSource (Plant City, FL), Plant City, FL- 33567, 6.240 s Jul 14'2019 MiTek Industnes, Inc. Thu Oct 31 11:00:33 2019 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Scale =1:7.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10). 4=-14(LC 1) Max Grav 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eeve=5lb Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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-" 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) Beadng at joint(s) 2 considers parallel to grain value using ANSI?PI 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 4lb uplift at joint 3, 181 Ib uplift at joint 2 and 14 Ib uplift at joint 4. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Truss Truss Type City Ply LOT 38/1 WATERSTONE FP T18534590 2099226 � C3 JACK 4 1 Job Reference (optional ewloom rnstsource (Flan Ulty, ry, Plant city, rL- 33567, 3.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:34 2019 Page 1 ID:3xt7Yd6RDYnX016St6ghjjz4cnz-3vgYYZcPLKzW wOxdjkVCa57RH4idJSDyJewGlUyNvxR Scale = 1:12.7 Plate Offsets (X Y)-- f2:0-4-0 0-0-41 LOADING (pso SPACING- 2-" CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-B-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15). 2=197(LC 15). 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purims. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=S.Opst h=15ft; B=45ft; L=40ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) 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 521b uplift at joint 3 and 157 lb uplift at joint 2. Thomas A. Alban! PE No.39380 k)Tek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Truss Truss Type Oty Ply LOT 38/1 WATERSTONE FP T78534597 2099226 Cat/SPECIAL 4 1 1 Job Reference (oct'ona0 B lilders RrstSource (Plain City, FL), Plant City, FL - 33567, 8.240 s Jul 14'2019 MiTek Industries, Inc. Thu Oct 31 11:00:35 2019 Page 1 ID:1930GW BBpX3jR187ze0m7kz57ad-XSEwmvd16e5NXaWgGROR61gc1T22JT5XItprwyNvxO -1-4-0 2-11-4 td-0 2-11-4 Scale=1:12.7 Plate Offsets (X,Y)— [2:0-0-15 Edge] LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Verl -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0.8-0, 4=29/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-1"oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 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 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) Beading at joint(s) 2 considers parallel to grain value using ANSI/rPI 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 57 lb uplift at joint 3 and 1491b uplift at joint 2. Thomas A. Albani PE No.39380 MiTek USA, Inc, FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- Verilydedgaperametensand REAONOMS ON TN/SANONCLUDEOUr KREFERANCEPAGEM674M.re. 1,11D'Y2015BEFOREUSE Design valid for use only Win Mifek® connectors. this d eslgn Is based only upon parameters shown, and Is for on individual building component, not a tRm system. Before use, Me building deagner must ved Me applicability of design parameters and property Incorporate Ns design Into fine overall bullding design. Bracing lndlcafed is to prevent buckling of lndMdual Inds web and/or Chord members only. Additional temporary and permanent bracing Is alwaysrequlred for stability and to prevent collapse with possible personal lnfury and properly damage. For general guldonce regarding Me fabrication, storage, delivery, erecllon and bracing of tresses and truss systems seeANSVIPII Guop�r CrSeM. O3349 antl SCSI Building Component Sa ely Infoena6enavolloble from Tess Rote Institute. 218 N. Lee Sheet Suite 312 Alexandria, VA 22314. ��- MiTek' 69W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply=Refemnce E FP T18534592 2099226 C5 JACK 4 , Busilders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:36 2019 Page 1 ID:3xt7Yd6RbYnX016Sf6ghjjz4cnz-7IGJzFeflxEE9j4Og9XgfW Ck2tKFnmjFmyPMNNyNvxP -1-40 4-11-4 t-4-0 4-11-4 Scale =1:17.6 3x4 = 4-11-4 Plate Offsets (X,Y)-- [2:0-14 0-0-2) - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 nfa We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=112/Mechanical, 2=262I0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2= 167(LC 10) Max Grav 3=134(LC 15), 2=267(LC 15), 4=87(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=4.2pst BCDL=S.Opsf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 togirder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1071b uplift at joint 3 and 1671b uplift at joint 2. Thomas A. Albanl PE No.39380 MRek USA, Inc. FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING-Verlfydau9.pa.Ie.and READNOiES ON MMANDWCLODEOUNKBEFEBANCEPAGEM&74M.re. taT31O1SBEFOBE USE Design yard for use only with Maell) connector. This design Is based only upon parameters shown, and Is for an IndMdual bulltlhg component, not ��- a two system. Before use, the building designer must verify the applicabllity of design Parameters and properly Incorporate this design into the overall buidrlg design. Bracing Indicated b to prevent buckling of Inc Mducl truss web and/or chord members only. Adtll6onal temporary and permanent bracing MOW b always required for stability and to prevent collapse WM possible personal Mary and property damage. For general guidance regarding Me storage, delNery. erection and bracing of trusses and truss systems, WeANSVIPII QuaBQlyy Criteria, DSS-09 and SCSI Building Component Safelyb/ormpibmvallable from Tnsss Institute. 218 6904 Parke Eazl Blvd.fobricatlo4 Tempe, FL 33610 Plate N. Lee Sheet, Sulfe 312. Alexantltl4 VA 22314. Job Thus Truss Type Oty Ply FP T78534593 2099226 C5V SPECIAL 4 1 =38/1WATERSTONE B liilders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:37 2019 Page 1 ID:1930GWBBpX3jRl87z Om7kz5?ad-TUMhBbfHeFM5ntfCOs2vCjIUHHfsWDy0?cewvpyNvxO Scale = 1:17.6 Plate Offsets (X,Y)— (2:0-0-15,Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.06 4-7 >999 180 SCLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bmcing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live 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 togirder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSV PI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1121b uplift at joint 3 and 161 Ito uplift at joint 2. Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,WARNING- Verlydslgripammetersand RaDNOTES ON THSANDWCLUDMUffEKRUERANCEPAGEW747Jree 10=W15aEFOREUSIE Design valid for use only with MsekG connectors. This design Is based only upon parameters shown. and h for on Individual building component, not a bass system. safaris use, the building designer must verify the applicability of design parameters and properly Incorporate this design into me overall buIlOIng tlesign. BrocIng Indicated Is to prevent buckling of lndMdual truss web and/or chord members orty. Additional temporary and permanent bracing e aiwaysrequlred for stablllty and to prevent collapse with possble personal injury and properly damage. For general guidance regarding fire fabrication, storage. delivery. erection and bracing of trwaas and toss systems weANS91P11 Quo pry Criteria, DS549 and BCC Building Component Inlormalbllwoiloble nam Tn¢s flote InstlMe, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek' 69M Parke East Blvd.SObly Tampa, FL 33610 Job Truss Truss Type Oty Ply=Refereme E FP T78534594 2099226 ` D01G COMMON 2 ` .,ur, 11-JJ. , 0.44U 3 Jw w zV l U Mn eK eWusmes, inc. mu um Jl n:uu:Ja zu le I 46 = 3 Scale = 1:35.4 Im 0 3.6 = 5x8 = 34= LOADING lost) 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 Inc" YES Code FBC2017rrP12014 CS'. TC 0.48 BC 0.93 WS 0.23 Matrix-MSH DEFL. in Van(LL) -0.16 Ven(CT) -0.35 Hom(CT) 0.03 (loc) Vdefl L/d 7-10 >999 240 7-10 >686 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 87 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N1.2 TOP CHORD Structural wood sheathing directly applied or4-8-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 1=738/Mechanical, 5=814/0-8-0 Max Hoe 1=-224(LC 8) Max Uplift 1=.348(LC 10). 5=-454(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 1-2=-1223/929, 2-3=.935/718, 3-4=.934/714, 4-5=-1217/897 BOTCHORD 17=-648/1133. 5-7=-601/1061 WEBS 3-7=-358/592, 4-7=-408/386,2-7= 417/441 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL--S.Opst h=15tt; B=45f; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 6-0-6, Exteror(2) 6-0-6 to 13-11-10, Intedor(1) 13-11-10 to 17-4-6, Extedor(2) 17-4-6 to 21-4-0zone;C-C for members and forces & MWFRS for reactions shown; Lumber D0L--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 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 to uplift at joint 1 and 454 lb uplift at joint 5. Thomas A. Albani PE No.39380 NTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 Job Truss Thus Type Oty Ply LOT 38/1 WATERSTONE FP T18534595 2099226 D02A GABLE 1 1 � Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MTek Industries, Inc. Thu Oct 31 11:00:39 2019 x1 J Scale = 1:36.6 4x6 = "^ la 17 lu 15 14 1J 12- 2x4 II 2x4 II 2x4 11 5x6 — 2x4 II 2x4 II 2x4 II 20.0.0 20.0-0 Plate Offsets (X,Y)- f15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.28 Vert(LL) 0.00 10 n/r 180 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 Nr 120 BCLL 0.0 ' Rep Stress Incr YES wB 0.10 Horz(CT) 0.01 10 n/a rda BCDL 10.0 Code FBC2017TFP12014 Matrix-SH Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-M oc bmcing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (Ib) - Max Hoa 2=-232(LC 8) Max Uplift All uplift 100 lb or less at joints) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10). 14=-102(LC 10), 12=-154(LC 10), 10=-170(LC 10) Max Grav All reactions 250lb or less atjoint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC - 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6— 96/395, 6-7=-96/395 WEBS 5-16=-149/319, 3-18=-232/352, 7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40tt; eave=21F Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-4-0 to 2-7-10, Exterior(2) 2-7-10 to 6-0-0, Comer(3) 6-0-0 to 14-0-0, Extedor(2) 14-" to 17-0-6, Comer(3) 17-4-6 to 21-4-0zone;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 ANSIITPI 1. • 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf 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. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 200/6 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 ACID, CBA,or CA-B treated lumber is used, improved corrosion protection is required, and GI85 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except at=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10==170. Thomas A Albani PE No.39380 MTek USA, Inc. FL Carl 6634 $904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Thus Thus Type my Ply LOT 38/1 WATERSTONE FP T18534596 2099226 � E7 JACK 4 1 � Job Reference fa tional) B ;ilders FrstSource (Plant City, FL), Plant City, FL - 33567, 8,240 s Jul 142019 MTek Industries, Inc. Thu Oct 31 11:00:392019 7.0-0 7-0.0 Scale=1:22.6 Plate Offsets (X Y)— [2:0-2-10 0-1-81 - LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (too) I/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=166/Mechanical, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Gmv 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (Ile) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;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 pst 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) 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 Ib uplift at joint(s) except at=lb) 3=162, 2=184. Thomas A Albani PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 Q WARNING - Vedlydeslgn paremetersend READ NOTES ON TNISAND INCLUDEDAIMEKREFERANCEPAGEMO.7473 rev. 14/103420156EFOREUSE Design valid for use only with MBeM connectors. TNs design Is based only upon parameters shown. and Is for an Individual building component, not a Muas system. Before use, Me building designer must verify Me applicability of design parameters and propedy incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is aiwoys requiredfor stability and to prevent collapse with possible personal Injury and property damage. For general guidonceregording Me fabrication. storage, delivery. erection and bracing of trusses and Muss, seeAN41/IPII ppa�a. CrIli DSSd9 and !CSI Building Component Safety Informatblrwalloble from Truss Rate Inst 216 N. Lee 6Maet. Suite 312 Alexondda, VA 22314. MTek' 69M Parke East Blvd. Tempe, FL 33610 Job Truss Truss Type cry Ply LOT 38/1 WATERSTONE FP T78534597 2099226 E7V SPECIAL 7 1 , Job Reference (optional Burleers FlrslSource (Plant OBy, FL), Plant City, FL - 33567, 2 3x4 8.240 aJul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:40 2019 Page 1 ID:193OG W BBpx31 RIB7ze0m7kz5?ad-132ppchAwAkfeLOn3_ccpMNJjUaOjZuhaNaW SyNwcL Scale=1:22.6 Plate Offsets O ,Y)— 12:0-2-11 0-0-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.21 4-7 >405 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 'BC 0.77 Ven(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hoa(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight:.25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=167/Mechanical, 2=336/0-8-0, 4=82I1VIechanical Max Hom 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Gran, 3=200(LC 15), 2=341(LC 15), 4=124(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=4.2pst BCDL=5.Opst h=15ft; B=45ft; L=4011; eave=511; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 crashing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=166, 2=179. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Ced 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING -Vedlydesyn pandmelarsenCREAD NOTES ON TNISAND WCLUDEDMREKREFERANCEFAGEM674M rev. 10,1732e15 BEFORE USE Design valid for use only with MOekO connectors. This design Ls based only upon parameters shown, and Is for an Individual burping component, not a truss system. Before use, the building designer must verify the oppllcalouly of design parameters and properly Incorporate this design Into me overall building design. Brocing lndIcated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Ls always reaulred for stability and to prevent collapse with possible person Injury and property damage. For general guidance regarding the fabrication storage, delivery, erectlon and bracing of busses and truss systems, weANSVIP11 QUattly Criteria. D5549 and BCl1 Building Component Safety Informotbnovolloblo from Truss Plate Institute. 218 N. Lee Sheet, Suite 312 Alexondrlo, VA 22314. ��- MiTek- 6904 Perks East Blvd. Tampa, FL 33610 Job Two Truss Type Oty Ply LOT3811 WATERSTONEFP T76534598 2099226 x E7VP SPECIAL 7 1 Job Reference (optional) Bgd8M I'mrSource (Plant city, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Thu Oct 31 11:00:41 2019 Page 1 1D:3xt?Yd6RbYnXO16Sf6ghBz4cnz-MFbBOylohUsWGVz ci7rMZwTuwrSOy_wE672ayNvxK I�h Scale = 1:22.6 Plate Offsets (X,Y)— r2:0-6-7,"-51 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Veri(LL) 0.24 4-7 >347 240 MT20 244/190 ' TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na File BCDL 10.0 Code FBC2017ITP12014 Matdx-MP Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Holz 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(11LC 10). 4=153(LC 10) Max Grew 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (I s) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ff; L=40ff; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; patch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except (jt=1b) 3=150, 2=307, 4=153. Thomas A. Alban! PE No.38380 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 OWANNOIG- Vadfydeslenparamefenand NEADNOTES ON THIS AND INCLUDEDMDEKNEFENANCEPAGEMX7MMv. 10=2015 BEFORE USE Deslgn valid for use only with Mnek9connectors.1hu design a based arty upon poiameters shown and Is for on IntlMdual building component, not ��- a hum system. Before use, the building deagner must verity me applicability of design parameters and properly Incorporate this dadgn Into the oyerall buflaIng design. &ochg Indicated is to prevent buckling of lndNidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent colopse with poseble personal Injury and property damage. For general guidance regarding me fobrtoaeon, storage, delivery, erection and bracing of humor and truss systems, seeANSVIPII QuaCill DVI49 and =I BWdhp Component 6904 Parke East Blvd. Sally Infonnahonarvallablo from Truss Plate Institute, 218 N. Lee Sheet, Suite 312 Alexandria VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 38/1 WATERSTONE FP T16534599 2099226 GOT Hip Girder 1 1 _ ` Jab Reference (optional) B �flders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Thu Oct 31 11:00:42 2019 a 4x6 = 3x4 = 4x6 = 4 5 6 4xe = 4x6 = 3x8 = 3x8 = 46 = Scale = 1:36.9 LOADING (ps' 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 NO Code FBC2017/TPI2014 CSI. TC 0.54 BC 0.90 WB 0.21 Matrix-MSH. DEFL. Ven(LL) Vert(CT) Horz(CT) in (roc) Well Lid 0.16 10-12 >999 240 -0.21 10-18 >999 180 0.08 8 Na n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ih/size) 2=1551/0-8-0, 8=1551/0-8-0 Max Harz 2=171(LC 7) Max Uplift 2=-909(LC 8), 8=-909(LC 8) Max Gray, 2=1851(LC 13). 8=1851(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3449/1701, 3-4=-3213/1615, 4-5=4875/1496, 5-6=-2875/1496, 6-7=-3213/1615, 7-8=3450/1701 BOT CHORD 2-12=-1391/3184, 10-12= 1392/3066, 8-10=-1391/3057 WEBS 3-12=-290/155, 4-12— 101/564, 5-12=-327/271, 5-10=327/271, 6-10=-101/563, 7-10=-291/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; hot5tt; B=45f ; L=40ft; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 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 SVP 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 Qt=lb) 2=909, 8=909. 8) Girder carries hip end with 7-0-0 and setback. ,9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 605lb down and 376 It, up at 13-0-0, and 605 lb down and 376 lb up at 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-6=112(F=-58), 6-9=-54, 13-16=-42(F=-22) Concentrated Loads (Ib) Vert: 4=-347(F) 6=-347(F) Thomas A. Albani PE No.39380 MTek USA, Inc, FL Cart 8634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNWG-Vedfydes/gnp0remetersead REAONOMS ON 7MSANDWCLUDEOUREKREFERANCEPAGENX74 m9 101MA2015BEFORE USE Design valid for use only witn Mnek® connectors. Mls design Is based only upon Parameters shown. and a for on individual building component, not �■- ■` a hum system. Before use, roe building ceslgner must verify the oppllcablilty of design parameters and properly IncorporateM this design Into e overall building design. Bracing Indicated is to prevent buckling of Indvidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always recurred for stablllty and to preventcollopse with possible personal Injury and property damage. For general guidance regarding ice fabrlcolion, storage, delivery, erection and bracing of trusses and hum systems. seeMSVrP11 Quietly Criteria, D9e419 antl 001 Ndding Component 69N Parke East Blvd. Safety Informatbnavailable from Truss Plate Institute. 218 N. We sheet. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 38/1 WATERSTONE FP T78534fi00 2099226 G02 Hip 1 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:43 2019 Page 1 ID:3xt7Yd6RbYnXOI6Sf6ghjiz4cnz-le)yRe)2D56EVo7Mk79JR_7wniecvtwHNYbE7TyNvxl 4-fi-9 9.0-0 11-0-0 15.177 zo-ao 4-a9 4.5-7 2-0-04-5.6 4-6-9 Scale = 1:36.4 4x6 = 06 = 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 11•a0 2a0.0 9.0-0 2410 9.0-0 Plate Offsets (X Y)-- [1:0-6-0 0-0-21 f6:0-2-12 0-1-B] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) -0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.29 9-12 >817 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Hou(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-9-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (falsize) 1=740/0-8-0, 6=740/0-8-0 Max Horz 1=-185(LC e) Max Uplift 1=-352(LC 10), 6=-352(LC 10) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1294/1116, 2-3=-994/831, 3-4=-838/822, 4-5=-994/831, 5-6=-1294/1116 BOT CHORD 1-9= 906/1197, 7-9=-469/838, 6-7=-906/1147 WEBS 2.9=A37/489, 3-9=-160/287, 4-7=-160/287, 5-7=-438/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15fC B=45ft; L=40ff; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exledor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP Not crushing capacity of 565 psi. . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 1=352, 6=352. Thomas A Alban! PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AWARNING -Verilydesf5nperumefexeendREAD NOTES ONTNISANDWCLUDEDMITENREFERANCEPAGEMtr717snv,1NDa1015BEFOREUSE. Design valid for use only wlfh Weds connectors. This design is basecl only upon parameters shown, and Is for on Inc Mdual building component not a here system. Before use, Me building designer must verity the appllcobllity, of design parameters and propedy Incorporate this design into Me overall building design. Bracing Indicated Is to prevent buclding of individual frus web and/or chord members only. Additicnol temporary and pevoonent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, tlelbery, erection and bracing of trusses and buss systems. seeAN3171Pi1 CuoII1y Crltlla. DSl41S and BCSI Budding Component Safety Infonnatlonovallable from Truss Plate Irutitute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. MiTek' 69N Pedse East Blvd. Tampa, FL 33610 Jab Truss Truss Type 17ry Pty LOT 3a/1 WATERSTONE FP T18534601 2099226 ' G03 Hip Girder 1 ^ G Jab Reference o [tonal Binders FirStSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:44 2019 Page 1 x 10.1D:3xt7Yd6RbYnX016Sf6ghjlz4cnz-mgHKf-kg_PE57yiYIggY CY42603e8hOcCLnfvyNvxH dB-13 9-9-0 1014a 1533 2ped b8-13 5-0.3 + 5U3 4A-13 0.3O Scale =1:38.3 US II 4x/2 11 1.5xB STP -_ 4x12 11 t0.3U LOADING (psi) SPACING- 2-" CSI. DEFL. in (too) Udell Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.57 Vert(LL) 0.19 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.26 6-7 >911 180 BCLL 0.0 Rep Stress Incr NO WR 0.96 Hoa(CT) 0.07 5 nm n(a BCDL 10.0 Code FBC2017/7PI2014 Matdx-MSH LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=4713/0-8-0, 5=4795/0-8-0 Max Hom 1=-202(LC 6) Max Uplift 1= 2244(LC 8). 5=-2282(LC 8) Max Gmv 1=5042(LC 13), 5=5131(LC 14) Sx8 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 218 lb FT=20% BRACING - TOP CHORD Structuml wood sheathing directly applied or 3-7-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-9545/4275, 23=-0504/2973, 3-4=-6506/2973, 4-5=-10067/4504 BOTCHORD 1-9=-3758/8664,7-9=-3758/8664,6-7=-3962/8979, 5-6=-3962/8979 WEBS 2-9=-937/2337,2-7=-3055/1412,4-7=-3567/1635,4-6= 1130/2778,3-7=-2367/5406 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 do. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf1 h=15ft; B=45ft; L=40tt; eave=5ft; Cat. it; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 . 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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 lb uplift at joint(s) except 01=11b) 1=2244, 5=2282. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb down and 352 lb up at 1-4-0, 8051b down and 352 Ito up at 3-4-0, 882 Ib down and 385 lb up at 5-4-0, 949 lb down and 415 lb up at 7-4-0,.946 lb down and 413 lb up at 9-4-0, 946 No down and 413lb up at 11-4-0, 946 Ito down and 4131b up at 134-0, 719 lb down and 314 lb up at 154-0, and 847 lb down and 3701b up at 16-0-0, and 904 lb down and 395 lb up at 18-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard �a Thomas A. Albani PE No.39360 h1Tek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING -Verity design paremefemand READ NOTES ON WISAND INCLUDED IMEKREFERANCEPAGENII.70Meex. laa'VL015eEFOREUSE. ��- Design valid for use orlywith MOek® connectors. Thistleslgn Is bused only upon parameters shown, and is loran ho Nlduol building component not a truss system. Before use. Me building designer must verify the appllcabillN of design parameters and properly Incorporate this tleslgn Into the overall bulldingdesign, Bracing Indicated a to prevent bucking of IndNidual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- e always requlred for stability and to prevent collapse Wh Possible personal injury and property damage. For general guldonce regarding Me fabrication, storage, calvary, erection and bracing of hisses and hiss systems. s%AN51/RIl Qupl8llWy C4feda, 03849 and 501 Butdbp Component 6904 Puke East Blvd. Safety Wemmlbfwoiloble from Truss Plate InstIMe. 218 N. We Sheat Suite 312, Alexandra, VA 22314. Tampa. FL W610 Job Truss Truss Type Oty Ply LOT 3811 WATERSTONE FP T18534601 2099226 ` G03 Hip Girder 1 e� L Job Reference (optional) B Idem FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Thu Oct 31 11:00:44 2019 Page 2 ID:3xt7Yd6RbYnXOI6Sf6ghjjz4cnz-mgHKt_kg_PE57yiYIggY_CY42603eehOcCLnfvyN"H LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 13=-54, 3-5=54, 1-5=-20 Concentrated Loads (III) Vert: 6=-660(F) 14=-739(F) 15=-739(F) 16=-809(F) 17=-871(F) 18=-868(F) 19=368(F) 20=868(F) 21=-777(F) 22=-829(F) Q WARNING-Vedrydedgn Pemmetereand HEAD NOTES ON MSANDWCLUDEDWEKBEFESANCEPAGENX74 .e16T12ot55EFONE USE Design volld for use only with MVeIQ connectors. This design 6 based only upon parameters shown, and Is for on IndpAdual building component, not a thus system. Before use, the building designer must verify the applicabllity of design parameters and properly Incorporate ihls design Into the overall building tlesign. Brocing Indicated is to prevent budding of individual must web ondfor chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent. collapse With posvble personal Injury and properly damage. For general guidance regarding the fabrication. storage. delNery, erection and bracing of trusses and buss systems seeANSVTPjI Quality Criteria, DS349 and SCSI Building Component 6904 Palle East Blvd. Safely Mformalbnavoiloble from Truss Plate Imtlmi 218 N. Lee Street Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type City Ply LOTTERSTONE FP T18534602 2099226 H7 MONOTRUSS 2 1 ' o ional B4udem RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Thu Oct 31 11:00:45 2019 Page 1 x, ID:3x17Yd6RbYnXOI6Sf6ghjjz4cnz-EOdsKllliMyk6GISYBnWP4DLVIxNksars4LBLyNWG -1-10-10 4-6.7 9-10.1 1 1-1P10 1 4-6.7 1 5-3-10 Scale =1:22.0 4-6-7 4-fi-7 5-3-10 I Plate Offsets (X Y)— 12:0-2-4 0-0-0) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6.7 >788 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 431b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=159/Mechanical, 2=-043/0-e-0, 5=280/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=.166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Gmv 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-734/233 BOT CHORD 2-7=-330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5h; Cat. II; Exp C; Encl., GCpl=0.18; MWFPS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 1001b uplift at joint(s) 5 except Qt=lb) 4=166, 2=226. . 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 561le down and 62 Ib up at 1-5-12. 56 lb down and 621b up at 1.5-12, 5Ib down and 681b up at 4.3-11, 5 He down and 68lb up at 4-3-11, and 501b down and 1381b up at 7-1-10, and 50 Ib down and 1381b up at 7-1-10 on top chord, and 22 lb up at 1-5-12. 22 I6 up at 1-5-12, 11 Ib down and 7lb up at 4-3-11, 11 Ib down and 7Ib up at 4-3-11, and 51 Ib down at 7.1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. x 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 (pit) Vert: 1-4=-54, 5-8= 20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7— 11(F=-5, B=-5) 11=46(F=23, 8=23) 12=-99(F=-50, 8=-50) 13=22(F=11, B=11) 14=-51(F=-25, B=-25) Thomas A. Albanl PE No.39380 MITER USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNNG- Vedtydesoisparanlaaand READ NOTES ON TH6BANONCLUDED MREKREFERANCEPAGEMILUM re¢ 14N.Yla1SBEFORE USE ��- Design valid for use only with MOek® connectors, This desgn Is based only upon parameters shown, and Is for on Individual bullding component, not a truss system. Before use. Me bulldhg designer must verity Me appllcoblllty of design parameters and properly Incorporate Mts design Into Me overall building design. Bracing Indicated d to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabJity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabdcatton, storage, delivery, erection and bracing of busses and truss systems, seeMSUTP11 CuoOy CiVede, DSB49 end BCSI Building Component 69N Parke East BNtl. Sobly Infermettorxrvolloble from Truss Rote Institute. 218 N. Lee Street Suite 312. Alexondda. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Py LOT 38/1 WATERSTONE FP T1 B534603 2098228 s HN SPECIAL lictly 2 1 � Job Relerence fopl'anall Bu(IOens hinn5oUrce (Plant Gay, FL), Plans Gity, FL- 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Thu Oct 31 11:00:46 2019 30 Scale = 1:22.1 Plate Offsets(X,Y)— (2:0-1-3,Edne1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress nor NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=141/Mechanical, 2=439/0-8-0, 5=298/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5— 163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) - Max. Comp./Max, Ten. - All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7— 699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vesd=124mph; TCDL=4.2psh BCDLL.Opsh h=158; B=45ft; L=40ft; eave=58; Cat. II; Exp C; Encl., GCpI=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 4=170, 2=248, 5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12. 67 lb down and 52 Ib up at 1-5-12. 80 Its up at 4-3-11, 80 Ib up at 4-3-11, and 501b down and 174 Its up at 7-1-10, and 50 Ib down and 174 Its up at 7-1-10 on top chard, and 23 lb up at 1-5-12, 23 Ib up at 1-5-12, 11 lb down and 7 Its up at 4-3-11, 11 Its down and 7 to up at 4-3-11, and 51 Ib down at 7-1-10, and 51 Ib down 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 (Ij or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ph) Veil: 1-4=-54, 5-8=-20 Thomas A Alban! PE No.38380 III USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31.2019 Q WARNING. VedfydeslgnpmametemmdREAD NOMSONTNISANOWCLUD£O MREKREFERANCEPAGEM674M rev. 10411,3120159EFORE USE. Design valid for use only with M6ek0connectors. Mis deslgn Is based only upon parametersshown, and Is for an Individual bulltling 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 bustling design. Bracing Indicated is to prevent bucMing of Individual truss web and/or chord members only. Additional temporary and permanent bracing A always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems seeANSINPIf Cupmy Qdfeda, DSB49 and SCSI Su9ding Component Safety NfomsaSapnh .ble from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexontlrla. VA 22314. ��- M!Tek' fi9o4PalleEeslBNtl. Tampa. FL W610 Jpb Truss Truss Type Oty Ply LOT 38/1 WATERSTONE FP T78534603 9226 209s H7V SPECIAL 2 1 � Job Reference (optionan Bu Iden; RMISource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Wok Industries, Inc. Thu Oct 31 11:00:46 2019 Page 2 ` ID:193OGWBBp%31Rl87zeOm7kz51ad-IDP43gmxWOUpMGmQF]03ddP2vgv6Cs)3WqukoyNvxF LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, 13=18) 13=-99(F=50, B=-50) 14=23(F=11. B=11) 15=-11(F=-5, B=-5) 16---51(F=-25, B=-25) O WARNING-Vedyydesr9nparsmelersend REAON07E9 ON TN1 MDWCLUOEOMNEKHEFENANCEGAGEM674n.rs.. 111,032915BEFORE USE Design valid for use only with Wed& connectors. This design a based only upon parameters shown. and Is for an IndMduol building component, not �■ I 0 hose system. Before use, Me bWltling wgher must verily the cpplicablllry, of design parameters and properly Incorporate Mls design Into the overall building all Braehg lntlicatetl is to prevent bucMing of intlNltlucl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for smblldy and to prevent collapse Win possible personal hlury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and buss systems. seeANSM11 Qua Cdfedd. Dst1419 and BCM Bull Component safety, infarmatbnovcllobie from Truss Plate Institute. 218 Sheet 6904 Parke East Blvd. Tempe, FL 33610 N. Lee Suite 312. Alexandra VA 22314. Symbols PLATE LOCATION AND ORIENTATION 13 /" Center plate on joint unless x, y 4 offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates To both sides of truss and fully embed teeth. r x 2 orientation, locate For;es Numbering System 6-4-8-8 l dimensions shown In ff-in-sixteenths I I (Drawings not To scale) 1 2 3 TOP CHORDS Cl-2 c2-3 c w U 0NWEBS JA 0 �y1 3O 0- U a A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing. Individual lateral braces themselves may require bracing, or aftemative Tort 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, ~ c�a �7 10 BOTTOM CHORDS plates 0-4ia' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/IPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably y protected from Plate location available in M7ek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIM 1. software Or Upon r9gUBSt. eq NUMBERSAETrERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. unless expressly noted, this design Is not applicable for lumber. ICC-ES Reports: use with fire retardant, preservative treated, or green The first dimension is the plate 10, Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension Is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that ^� 7 Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without pr or approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. _ yp 78. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front back words Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. use. Reviewing pictures alone Isand otiufncl sufficient. BCSI: Building Component Safety Information, Welk 20. Design assumes manufacture in accordance with • Guide to Good Practice for Handling, ANSI/rPI 1 Quality Criteria. ; Installing & Bracing of Metal Plate Connected Wood Trusses, Milek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015