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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 F D S Altamonte Springs, Florida 01 00 P: (321)Maitland 91 n F: (321)97272 0484 E: info@fdseng.cam Website: www.fdseng.com ENGINEERING ASSOCIATEB November 4, 2019 Building Department RECEIVED Ref: Adams Homes Lot: Lot 14 Blk.1 DEC 17 ' 9 Subdivision: Waterston Address: 5404 Lugo St. ST. Lucie County, Pcrmittinn _ Model: 1635 B LHG KA # 19-7724 Truss Company: Builders FirstSource Date of drawings: 10/31/19 Job No.: 2146373 Wind Speed: 160 Exposure: C Truss Engineer: Velez, Joaquin 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, ,`p``Qp8LO1TOz4z� C�a;�\C �`CENSF99�S�� 11/4/2019 No 87864 t Carl A. Brown, P.E. * * Todd M. Born, �., ATE OF <L: Luis Pablo Torres, P.E. o- Z O R t 0 - --- -- —FL.#87864 -- — ' s��i "Doing Business with a Service Mindset and C C C r adP REVIEWED 0 REM. AND RESLW ❑ REVIEWED WITH NOTATIONS [3 NOT REVIEWED /���y� M. ��y an I:)t "TION) VMraaMis or slap an equpmsnt submittals or shop drawings during tins review do not relieve con- tractor from compliance with requirements, of the draw- ings and speeiRptiorw. This check is only for review of general conformance with the design. concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and, corelating all quantifies and dimen- sions, selecting fabrication -processes and techniques of construction, coordinating tits Work with that of all other trades and perfomring his work in a safe and satisfactory manner. FLORIDA DESIGN S0LUTIONS. INC. Date VS ? er Subri ttalBo. R*dNo. R*dEng. Name- e�a@�fFiu �f u�iA� �acwa,l �a iouvnOvu CAUTIONIII DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI81 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (e. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS )IF REQUIRED) d) UPLIFT AND GRAVITY REACTONS. WARNING Backcharge5 Will Not Be Accepted Regardless of Fauk Without Prior NotKwtion By Customer W,Ddo G Noun And Imestigabon By Builders First Source. NO EXECPTIONS. TN55 W Truax Gable Connecgane.' ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X a BOTTOM CHORD SIZE: 2 Xa OVERHANG LENGTH: 16" END CUT: Plumb CAN IL- VER: — TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE PLAN DATE: 1 2019 REVISIONS: 1. 2 3. GOB Airport Road PIeM City, FL 33563 PR )813) 365-1306 Fax (813) 305-1301 :.:i vi'.liltd J;�;:iL':A .'.-''•?.1`ti; it.2it ' ('JF 8:BLL va"G4't.K �gfpT7T'JL uS.C82c:-C- 3L ; (CaGJJ :aPF6 u� l .. _ .:'f! j'„^y •_Jl'=i71:ii[�. !�� J(ISL!1, c.J S_f+ ,4• C.l p8C yCCf(L`J c�i� '.+'=!1;U;L9C�P• � i7G' :::. . 1.aJi 'vblf:Lll)U-Q A"j',( IUr Cf2:8i, rVU'Xh l (23 mN !2 UUlC (C' ihNSN .J ,jUo ui 2!.C!' •.i:3.r.',. `•. qrt-!'u<', ,{,•.? �:niK.+n aiu r.::, �:pJn9 �.T'.iSC3:.J1:t Ui Cl _4Z-`vU2'i)SO"Oli i�`ct EfaPaSiIC�"� 3t:1 ,M19=pA4i ri 4li7iP?rT2 WC-k ? i!ifJ'A /L -- Lot/Block: 14/1 Subdivision: Waterstone-St Lucie County Address: 5404 Lugo Street, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 39 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# Truss Name Date T18528369 A01 10/31, T18528387 T18528388 T18528389 T18528390 No 9 23 24 26 27 28 29 30 31 32 34 37 38 39 Seal# T18528391 T18528392 T18528393 T18528394 T18528395 T18528396 T18528397 T18528398 T18528399 T18528400 T18528401 T18528402 T18528403 T18528404 T18528405 T18528406 T18528407 Truss Name C5P C5V D01S D02 E5 E7P F01 H5 H7P H7V L03 L04 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Date 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 10/31/19 Date: C%I vs FILE Copy uIII �O N E NSF i68 CC TE OF ` 0RtCP,:�=,. �? % N %% %`� 11 rlol, Inc. Cert 6634 Eastillvd. Tampa FL 33610 October 31,2019 Velez, Joaquin 1 of 1 Job Truss Oly Ply LOT 14/1 WATERSTONE/STLUCI T78528369 2146373 A01 GABLE 1 1 Job Reference Loptional� _ Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:03 2019 Scale=1:75.0 5x6 = —rn 21 -- -' 19 1B 12 11 TO 3x6 = 3x6 = 3x8 = 3x4 11 3x4 = 3x6 = 1-19.2-8 laIVO 2fi4T5:3-t2i.-5132 6-6 -0 B8513 I I 39-0-0 Plate Offsets (X Y)- [3:0-3-003-0][7:0-3-0 0-3-01 [13:0-5-12 Edgel [16:0-6-0 03-01 135:0-1-11 0-1-01, [43:0-1-8 0-1-01 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DO[- 1.25 TC 0.70 Ven(LL) 0.10 21-46 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Ved(CT) -0.17 21-46 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(CT) 0.01 16 n/a Isla BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 2831b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2'ExcepV BOT CHORD. Rigid ceiling directly applied. Except: 18-22,6-11: 2x4 SP No.3 10-0-0 oc bracing: 11-13 WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-16 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=0-0-0, 14=D-4-0. (lb) - Max Ho¢ 2=-429(LC 8) Max Uplift All uplift 1001b or less atjoint(s) except 2=-430(LC 10), 16=-1049(LC 10), 8=-408(LC 10). 14=-3461LC 10) Max Gmv All reactions 2501b or less atjoint(s) except 2=764(LC 19), 16=2240(LC 15), 8=656(LC W), 14=1076(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1062/632, 3-4=-477/402, 4-5=-286/784, 5-6=-224/689, 6-7=-93/267, 7-8=-890/629 BOT CHORD 2-21=338/1069, 19-21=-339/1065, 15-16=-180/265, 14-15=-180/265, 13-14=-298/342, 6-13=-267/202, 8-10=354/724 WEBS 3-21=01287, 3-19=-781/483,4-19=-327/469, 16-19=-108/505, 4-16=-1007/909, 5-16=-1079/785, 16-36=-498/518, 636=-515/533, 10-13=371/761,7-13=-834/633 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=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.7-3, Interior(l) 2-73 to 16-8-13, Extedor(2) 15-8-13 to 23-7-3, Interior(1) 23-7-3 to 36-8-13, Exterior(2) 363-13 to 40-8-0 zormC-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--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 ANSUiPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-M 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 20.0psf 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) 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 4301b uplift at joint 2, 1049 Ib uplift at joint 16, 408 Ib uplift at joint 8 and 346 lb uplift at joint 14. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6034 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 o6lanclard Q WARNING-Ver/rydeslgnpsremeWMMd READNOTES ON MIS AND INCLUDED MREKRFFERANCEPAGEMIF74Mnn, 101212015BEFORE USE Design valid for use only with Mira& connectors. This design B based only upon parameters shown and Is for an Individual building component, not o truss system. Before use, the bullding designer must verify Me applicability of design parameters ontl propery Incorporate this design into me overall building tleslgn. Bracing indicated Is to prevent buckling of bdMdual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stcbYlty and to prevent collapse wim possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss system% seeAN3171P11 Cuo11M CR�rW, DS!-09 Ontl EC51lu1tlbg component 690a Perko East Blvd. Safetytrrlortnatbrpvolloble from Truss Fate Institute, 218 N. Ise Street Suite 372 Atexondtla. VA 22 7A. Tampa, FL 33610 Job Thus Truss Type Ply LOT 14/1 WATERSTONE/STLUCI T78528369 2146373 A01 GABLE 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MiTek IndwIdes, Inc. Wed Oct 30 16:47:03 2019 Page 2 ID:gTgg7TJEsU W_nC9MDPEGISz5a01-B4FKApZzgW ISjBAVHEO6NIDtRtdT1 rFb4Nscvzvy09yc LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-5=-84(F=-30), 5-7=-84(F=30), 7-9144-54=-20, 18-54=-50(F=30), 17-18=50(F= 30), 13-16=-50(F=-30), 11-12— 50(F= 30), 10-11= 50(F=-30), 10-47=20 A WARNING-Vedrydesl9npammerersend REAONOTES ON TNISANOINCLUOEOMIFEKNEFERANCEPAGEM67M.v. 14N34IDISBEFORE USE. Design valid for use only with Mriek® connectom ibis design Is based only upon parameters shown, and Is for an Indbidual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly IncorperWe the design Into the overall buiding design. Bracing Indicated is to buckling of Individual truss web and/or Chord members only. Addltlonol temporary and bracing MiTek' prevent permanent Is always required for stablllty and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, dellvery, erection and bracing of busses antl truss Systems, seeANSVMII Quality Cr99Aa. DSB49 and ICSI Building Component 69N Parke East BNd. III InfoonolbrWoilable From Truss Plate Institute, 218 N. We Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply LOT 14/1 WATERSTONE/STLUCI T18528370 2146373 A02 SPECIAL 2 1 Job Reference o Oonal Builders Hrst3ource (Flare Glly, r-L), Ylam Uity, hL-33567, 6.24U a JUI 14 Zulu MI I eK industries, Inc. vmu �0 au lo:gcuq zU la Scale=1:76.2 5x6 i 5 6.00 F12 26 27 30 i 4x6 4 6 5xfi 4 5x6 \ 3 \ 7 18 48xl2 /.SxB STP= 25 28 jo 7.Sx8 STP= m 2 = 11 10 89 1N 1 d 3x4= Iv Ex12 MMT20HS= dull 17 16 15 14 13 3x6 = 2x4 11 4x5 = 3.4 11 Sx8 3.00112 4x12 = LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Udall Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.54 10-11 >871 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.88 10-11 >538 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Hom(CT) 0.39 8 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 2251Is FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Excepi 14-18,8-10:2x4 SP No.t WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1536/0-8-0, 8=1535/0-8-0 Max Ho¢ 2=429(LC 8) Max Uplift 2=-787(LC 10), 8=-787(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3--2830/1594, 3-4= 2298/1421, 4-5=-2234/1426, 5-6=-2491/1550, 6-7=-4590/2490, 7-8=4882/2661 BOT CHORD 2-17=1213/2621, 15-17=-1214/2617, 11.12=-640/1844, 10-11=-13102870, 8-10=-2215/4407 WEBS 3-17=01264, 3-15=-626/373,4-15=-290/201, 12-15=-925/2106, 4-12=224/253, 6-10=-791/1755,7-10- 317/330,5-11=-500/1027,6-11=-1101/745,5-12=413/844 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=4.2psh BCDL=5.Opsi; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 15-8-13, Exterior(2) 15-8-13 to 23-7-3, Interior(1) 23-7-3 to 36-8-13, Extedor(2) 36-8-13 to 40-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 8 considers pamllel to grain value using ANSI/TPI 1 angle to grain formula. Building designer shouldverify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 787 lb uplift at joint 2 and 787 lb uplift at joint 8. Joaquin Velez PE No.68182 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112' gypsum MiTek USA, Inc. FL Cart 6634 sheetrock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 QWARNING- VerilyEesignpamme(emend READ NOTES ON TNISAND INCLUDED MNEKHEFERANCEPAGEM/Y7473rev. 10,1XV20158EFONEUSE Design valid for use only Win MrekB connectors. Thus design Is based only upon parameters shown. and Is for an individual building component, not a muss system. Before use. Me bueding designer must verity Me applicability of design parameters and properly Incorporate Mrs design into Me overall building design. Bracing Indicated Is to buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing Met( prevent Is always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding Me 69M Parke East 11W. fabrication, storage. delivery. erection and bracing of musses and truss systems seeANSUIPi1 Quality C4brb, D3349 and 11061 Building Component Tampa. FL 33610 $ably, hlomralbmvallable from Truss Plate Institute, 218 N. Lee Street. Sulte 312. Alexandra. VA 22314. Job Truss Truss Type Ply LOT 1411 WATERSTONE/STLUCI T18528371 2146373 A03 SPECIAL 8 1 Job Reference o [Tonal Builders FirstSource (Plant City, FL), Sx6 4 1.5x8 STP- 20 1 /2 a 5xB % 3.00 12 Plant City, FL - 33567, 13 6x12 MT20HS = 4x6 i 142019 MiTek Industries. Inc. Wed Oct 30 16:47:05 2019 ID:gTgg7TJEsU W-xC9MbPEGISz5a01 fi-10.3 6-10.3 5xfi 1 5 21 22 4x6 6 Scale =1:70.7 5xfi 7 Sx8 STP= 23 211 0 3xB = 4x6 = 6x12 MT20HS = B 9 14 5xfi 8-&0 174-10 79-&0 22-2-] 30.E-0 39-4-0 &&0 I B-5-10 F 2-fi-7 F 2-6-7 8-5.10 I e-8-0 r Plate Offsets (X Y)-- [2:0-2-6 Edge]. (3:0-3-0 0.3-01 15:0-3-8 0-2-81 (7:0-M 0-3-01 i8:0-2-6 Ednel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(L-) 0.67 10-12 >70B 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.2010-12 >394 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Horz(CT) 0.61 8 Na n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 1941b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Excepr 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP.No.1 *Except' 11-13: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural woad sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-12. 4-12 REACTIONS. (lb/size) 2=1527/0-8-0, 8=1527/0-8-0 Max Hom 2=-429(LC 8) Max Uplift 2=-791.(LC 10). 8=791(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4856/2672, 3-4=-4565/2500, 4-5=-2178/1376, 5-6=-2177/1376, 6-7=-4572/2503, 7-8=-4863/2674 BOT CHORD 2-13=-2225/4677, 12-13=-1326/2949, 10-12=1327/2837, 8-10=-2227/4394 WEBS 6-12=-1227/821,6-10=-786/1779,7-10=-315/330, 5-12= 784/1529,4-12=-1305/821, 4-13=-784/1921, 3-13= 303/331 NOTES- - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 15-8-13, Extedor(2) 15-8-13 to 23-7-3. Interior(1) 23-7-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be 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 791 Ito uplift at joint 2 and 791 lb uplift at joint 8. 9) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 Q WANNMG-Vedlydeslgnparsmefereand NEADNOIES ON WISAND INCLUDED MNEKNEFENANCEPAGEMIF7473mr, YoUS2015BEFONE USE. Design valid for use only with M6ekS connectors. This design Is based only upon porametem shown, and Is for on Individual bullding component. not �' a truss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permonent bracing MtTek' 0 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of Musses and tfuss systems, seeANSUIPiI Qua 1By Quarter. DSB49 and ITCH Building Component 6904 Parke East Blvd. Safety Infornale navoilable from Truss Rate Institute, 218 N. Lee Street, Suite 312, Alexontl4o. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ply LOT 14/1 WATERSTONEISTLUCI T18526372 2146373 A04 SPECIAL 1 1 Job Reference o 8onal Builders FmstSource (Plant City, FL), Plant City, FL- 33567, 8.24U 0 Jul 14 Zulu MI I eK Inc. W e0 UM 3U 18:4/:U8 2U19 1.5.8 S�STTPP b 6.00 12 4x6 4 4 5x6 G 3 15 6x12 MT20HS= 5xB � 3.00 12 5x6 = 5.6 = 5 6 14 13 12 3x4 = 4x6 = 3x4 = 24 46 C 7 11 Ex12 MT20HS= 5x6 8 Scale-1:73.5 1.5x8 STP= 25 O to Sx8 204-0 08-0 1940 108A 24-0.10 30.&0 39-0-0 VV 9-0-0 I 6)i a8�10 " M-10 I &)4 O-B-0 68-0 Plate Offsets (X Y)-- [2:0-2-6 Edge][3:0-3-0 0-3-01 [5:0-3-0 0-2-0], [6:0-3-0 0-2-01 [8:0-3-0 0-3-0] 19:0-2-6 Edge] LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ud PLATES GRIP TCLL 20.0 Plata Grip DOL 1.25 TC 0.93 Van(LL) 0.67 11-13 >706 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT)-1.1911-13 >395 too MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.68 Horz(CT) 0.62 9 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 202 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-3,8-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 11-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=416(LC 8) Max Uplift 2=-791(LC 10). 9=-791(LC 10) BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 4-14,7-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4867/2728, 34=4566/2538, 4-5=-2225/1439, 5-6=-1926/1390, 6-7=-2226/1439, 7-8=4569/2539, 8-9=4869/2729 BOT CHORD 2-15= 2277/4689, 14-15- 1358/2936, 13-14=-703/1926, 11-13=-1358/2836, 9-11=-2279/4401 WEBS 3-15=-312/342, 4-15= 788/1930, 4-14=-1282/810, 7-13=-1206/810, 7-11=-790/1774, 8-11=-325/342, 5-14=413/780, 6-13=-409/788 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.Opsf; h=1511; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 15-0-13, Extedor(2) 15-0-13 to 24-3-3, Interior(1) 24-33 to 36-8-13, Extedor(2) 363-13 to 40-8-0 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 psf bottom chord live load nonconcurent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTP11 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 791 Ib uplift at joint 2 and 791 Ib uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October31,2019 Q WARNING -VefAy Oeslgn parameferaend READ NOTES ON TNISANO INCLUDED MREKREFERANCE PAGEMb7473nv. 141031015eEFOREUSE Design valitl for use only wlilr MBek®connectors. IDis tleslgn k based only upon parameters shown, and Is loran IntlMduai buIIONg component, not 41- a fruss system. Before use, the bu0tling designer must vetlN the applicability of tlesign parameters and prope4y Incorporate this tledg^ Into the overall but tling design Bracing Ntlicatetl is fo prevent buckling of lndivitlual truss web and/or ctlom members oNy. AOdlMonal temporary and permanentbracing MiTek' b always requlretl far s1abIIIN antl to prevent collapse wm1 posvble personal In]ury antl p'ap. damage. For general guklance regarding me fob. ..n, storage, delNery. erection and bracing of busses and fruss systems, seeAN51/IPI7 Cuppy Cm�M. DSed9 antl BCsI Bu1dNp Cemponmf 6904 Parka East Bivtl. so .ry Intormolbnavailoble ham inns Rote Insktute. 218 N. Lee Sheet, Sun.312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply LOT 1411 WATERSTONE(STLUCI T78528373 2146373 ADS SPECIAL 1 1 Job Reference (optional) bunaers i-imbource triam Ury, I-L), riant Ury, rL- agbb/, tl.Lqu a dui 14 Gu r Y ml r ex Inausmes, mc. wee urp au io:4r:ur Gu I u Scale = 1:74.4 8.14 MT20HS 11 6.00 12 Bx14 MT20HS // 5 6 5x6 i 23 m >21;SX64 0 ;2x4-1-2x4 8 1.5xB STP= 1.Sx8 STP= 22 25 15 2 14 1 13 12 11 910 m 0 6x12 MT20HS = 3x4 = 4x6 =3x4 = 6x/2 MT20HS = 14 4,00 M11`201-!S% 3.0012 410 MT201-!S� 8-8-0 17-0-0 22-0-0 30-8.0 39- O 8-8-0 r 8-4-0 5-4-0 8-4.0 8.8.0 Plate Offsets (X Y)-I r2:0-1-14 Edgel r4:0-3-0 0-3-01 r5:0-2-7 Edger r6:0-2-7 Edger r7:0-3-0 0-3-01 [9:0-1-14 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.74 11-12 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) .1.2311-12 >385 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.62 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 193 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOTCHORD Rigid telling directly applied. BOT CHORD 2x4 SP No.1 WEBS 1 Row at Ill 4-14, 7-12 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1527/0-8-0, 9=1527/0-8-0 , Max Horz 2=-375(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) Max Grav 2=1549(LC 15), 9=1549(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5112/2853, 3-4=4822/2671, 4-5=-2473/1663, 5-0=-2167/1578, 6-7=-2473/1663, 7-8=4560/2671, 8-9=4846/2853 BOT CHORD 2-15=-2390/4889, 14-15=-1554/3333, 12-14=-947/2301, 11-12=-1554/3023, 9-11=-2390/4374 WEBS 3-15=-256/316,4-15=-754/1841,4-14=-1324f775, 5-14=-411/922, 6-12=d11/875, 7-12=-1249f775,7-11=-754/1687, 8-11=-271/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56h; 1r3911; eave=5h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 13-0-13, Extedor(2) 13-0-13 to 26-33, Interior(1) 26-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi 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.M tall by 2-" wide will fit between the bottom chord and any other members, with BCDL= I0.Opsf. 7) All bearings are assumed to be 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 beading plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at Joaquin Velez PE No.68182 joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 sheemock be applied directly to the bottom chord. Date: October 31,2019 Q WARNING. Verdydeslgn perametersand BEAD NOTES ON THISANO INCLUDED MREKREFEsIANCEPAGE1,1674]Jrev. la'aYlOrSBEFOREUSE. Design valid for use only with MBekO connectors, this design Is based only upon parameters shown, and Is for an Individual building component, not a Muss system. Before use, the bulldIng designer must verify Me opplicabOtiy of design parameters and properly Incorporote this design Into the overall bu0ding design Bracing Indicated is to prevent buckling of indNidual Muss web cnd/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse will, possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of Musses and tuns system% seeANS91P0 QuaW cMnb, DSB49 and IIRI building Cornpa ant Spbty InfarmalbOevallcbie from Trust Plate Institute. 218 N. lee Shoot, Suite 312 Alexandra, VA 22314. 69o4 Parka East BNtl. Tampa, FL 33610 Job Truss Truss Type _7 y LOT 14/1 WATERSTONE/STLUCI 71P" T18528374 2146373 A06 SPECIAL 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, ID:q r1-4-� G&0 8-8-0 10-11-151 15.0.0 1&8-0 '74-0 6-3-0 2.5-0 2-3-15 4-0-1 4.8.0 5x6 = 6.00 12 3x4 = 5 256 2( 5x6 i <24 2x4 4 3 1.5x8 STP = 16 6X12 MT20HS= 15 29 5x8 = 8.240 a Jul 14 2019 MiTek InduSmeS, Inc. Wed Uct 3015:47:09 2L jrC9MbPEGISz5a01-OEcbRsdkPMVbR3efeVXW dZTgTlcl RfHTSJ01 28-at 30-8.0 33-1-0 394-0 "4.0-1 1 2-8.15 2 5-0 6NI 5x6 = 7 27 5xB O 8 2x4 i 9 28 1.5x8 STP= 30 14 13 4x6 = 5.8 = 12 6x12 MT20HS= 5x8 5x8 � 3.00 12 8.8-0 15.0.0 244-0 30-8-0 39-a0 81 I s4-o i s-ao 1 s-a-G 1 B-B-o Scale =1:72.7 10 Plate Offsets (X Y)-- [2:0-2-6 Edoe][4:0-3-0 0-0-01 [5:0-4-00-2-8] [7:04-0 0-2-81 [8:05-0 0-3-01 110:0-2-6 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.98 Ver(LL) 0.63 12-13 >754 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ver(CT) -1.0013-15 >473 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.50 Horz(CT) 0.62 10 n/a n/a BCDL 10.0 Code FBC2017/7Pl2014 Matrix -AS Weight: 2011b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 8-13 REACTIONS. (lb/size) 2=1527/0-8-0, 10=1527/0-8-0 Max Horz 2=335(LC 8) Max Uplift 2=-791(LC 10), 10=-791(LC 10) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4862/2898, 34=4696/2850, 4-5=-2813/1852, 5-6=-2471/1772, 6-7=-2471/1772, 7-8=-2813/1B52, 8-9=4623/2850, 9-10=4783/2898 BOT CHORD 2-1 6=-2426/4620,15-16=-2230/4330, 13-15=-1297/2565, 12-13=-2230/4082, 10-12=-2426/4311 WEBS 4-16=-535/1229, 4-15=-1917/1121, 5-15=455/926, 6-15=-318/160, 6-13=-318/159, 7-13=455/927, 8-13=-1787/1121, 8-12=535/1142 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=4.2psk BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. 11; Eq1 C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 11-0-13, Exierior(2) 11-0-13 to 18-11-3, Interior(1) 18-11-3 to 204-13, Extedor(2) 204-13 to 28-3-3, Intedor(1) 28-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-M 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 pone ing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI I 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 791 Ib uplift at joint 2.and 791 lb uplift at joint 10. 10) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chard. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart66M 6904 Parka East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING- Verlry design paremefem end READ NOTES ON THIS AND INCLUDED MITEK REFERANLE PAGE M6747a rev- 10031015 BEFORE USE. Deslgnvglid for useonlywith MOek® connec'- atleslgn ubased only upon parameters shown ontl is far an lntlivltlual6ulltling component not o truss system. Before use. the builtling tlesle^er must verlry the gppllcabllM/ of design Parameters ontl properly Incorporate MB design Into the overall building tlesign. "racing incited Is to prevent buckling of InDAOUOI truss web ontl/or cnortl me'n g only. Atltllllonol temporary ontl permanent bracing �r- ■■ MiTek' Is always required Ior stability ontl to prevent collapse with possible perwnal Injury Cno property damage. For generol guidance regarding the fobticotlon storoge, delivery, erection ontl brocarng of nurses ontl buss systems,.a.'VIPII poalMr Cr6�M, O$$d9 and [IC51 Buldhp Component 3oliy m/ormatbrrwgllpble from Truss Plate Institute, 213 N. L6e Street. Suite 312 AlexonO"l VA 22 14. 6904 Parke East BNd. Tampa. FL 33610 Job Thus Type ty Ply OT 1411 WATERSTONE/STLUCI T78528375 2146373 ps SPECIAL 1 1 Liz, Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 30 102019 6.00 12 5.8 5x8 s 3.00 I2 4 23 24 30 = 5x8 = 5 25 266 3x4 = 5x9 Scale=1:72.7 LOADING (psi) SPACING- 2-" CSI. DEFL. In (loc) 'deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.66 10-11 >716 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.0011-13 >472 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.83 Horz(CT) 0.63 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 2-14,8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 8=1527/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=.791(LC 10), 8=-791(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4814/2973, 3-4=-4578/2911, 4-5=-2992/2041, 5-6=-2992/2041, 6-7=-4578/2911, 7-8=4814/2974 BOT CHORD 244=-2492/4440, 13-14=-1448/2788, 11-13=-1698/3163, 10-11=-1448/2788, B-1 D=-2492/4341 WEBS 3-14=-320/355,4-14=-1068/1956,4-13=-148/517,5-13=-380/265, 5-11=-380/265, 6-11=-148/517,6-10=-1067/1831,7-10=-327/355 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=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional) and C-C Exterior(2) -14-0to 2-7-3, Intedor(1) 2-7-0 to 9-0-13, Exterior(2) 9-0-13 to 16-11-3, Interior(1) 16-11-3 to 224-13, Extedor(2) 22-4-13 to 30-3-3, Interior(1) 30-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All. plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 to uplift at joint 2 and 791 Ib uplift at joint 8. 10) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 A WARNING-Ver/fydes/gnp mmefersand READNOTES ON MMANDWCLUDEDMrt KREFERANCEPAGEMX74Mmv. faIMMISSEFOREUSE Deslgn valitl for use Only wim Mgek®conneciors. ThB tleslgn b basetl oNy upon parameters shown, antl is }or an IntlNidual bu0ding component. not ��- a buss system. Before use. Ma buiding dedgner must venfY me opplleabllM/ of design parameters antl properly Incorparote tots tleslgn Into the overall bWtling design. Bradng intlicale ate budAing lndNidual buss web and/or chordmembers only. Ad onol temporary and permanent bradn9 iwiTek' prevent of Is always requiretl for stability and to prevent collapse with pomble personal INury antl piopeity tlamage. For general guidance regortling the tabrlaaflon, storage, dallvary. ereckon and bradng of busses and buss sysfemx saeAN8U1P11 Qua�sr CM.do, DS689 and SCSI Bu/dFp Component 69N Parke East BNtl. eatery InfortnDlbravallable from Truss Plate InstilWe, 21B N. Lee 6he61.6u1te 312, Alexandria. VA 22314, Tempe, FL 33610 Job Truss Truss Type Oty Ply LOT 14/1 WATERSTONE/STLUCI T78528376 2146373 A08 SPECIAL 1 1 Job Reference (optional) I Builders FrslSource (Plant Glty, FL), Plant Gty, FL- 33557, 3240 S JW 14 2U11) MI I OK Inc. vveou41Ju10:4/:1zzuiu 5x6 2x4 11 5x6 = 516 = ' 4 24 25 5 6 26 27 7 6.00 12 2x4 Zo 23 3 1.Sx8 STP= 22 15 p 4 13 1211 ?I1 6xl2 MT20HS= 3xB= 4x10 MT20HS= 6x72 MT20HS= 0 3.4 = 5x8 % 3.00 72 Scale = 1:71.4 28 2x4 0 ^ m 29 1.S�STP= o 0 910 14. 8 5x8 LOADING (ps1) SPACING- 2-0-0 CSI. DEFL in (too) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vellu) 0.78 14 >604 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.15 14-15 >409 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress inter YES WB 0.56 Horz(CT) 0.68 9 n/a n/a BCDL 10.0 Code FBC2017/rPI2014 Matrix -AS Weight: 190[b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15;9-11: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (IWsize) 2=1527/0-8-0, 9=1527/0-8-0 Max Holz 2=-253(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4843/3074, 3-4=-4552/2822, 4-5=-3951/2613, 5-6=-3951/2613, 6-7=-3948/2611, 7-8=-4552/2822, 8-9= 4843/3074 BOT CHORD 2-15=-2597/4414, 14-15=1747/3231, 12-14= 2158/3959, 11-12=-1747/3231, 9-11= 2597/4371 WEBS 3-15=-307/374, 4-15=-751/1516, 4-14=488/993, 5-14= 344/337, 6-12=405/339, 7-12=-485/988,7-11=-751/1465, B-11=-317/374 NOTES- - 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15tt; B=56N; L=398; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 7-0-13, Exterior(2) 7-0-13 to 14-11-3, Interior(1) 14-11-3 to 244-13, Exterior(2) 244-13 to 32-3-3, Intedor(1) 32-3-3 to 36-8-13, Extenor(2) 36-8-13 to 40-8-0 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 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 nonconcurrent with any other live loads. 6) ' This tress has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYPNo.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 beadng plate capable of withstanding 791 Ito uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structure[ wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING - Ilulydeslgh wl.edrv..d READ NOTES ON MMAND INCLUDED MREKREFERANCEPAGEMX74ZI.. leaslO1f6a£FOREUSE Design valid for use only with MOeM connectors. This design Is based only upon parameters shown, and Is for on Individual bolding component not �'- a from system. Before use, me building designer must verily the applicability of design parameters and properly Incorporate this design Into me overall building design. Brocing Indicated B to prevent buckling of Individual hum web and/or chord members only.. Additional temporary and pemlanent bracing MOW Is cWcys required for stability and to prevent collapse with possible personal lolury, and property damage. For general guidance regarding me fabrication, storage, delivery. erection and bracing of husees and tress systems, WeAN3VIP1t Quay Cmnla. DS349 and SCSI Building Component Safety krlarmalbrrwallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply LOT 14/1 WATERSTONE/STLUCI T1B528377 2146373 A09 SPECIAL 1 1 Job Reference o 'anal Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 Mr I eK Industries, Inc. Wed Uct au 16:41:13 Zulu rage 1 ID:gTgg7TJEsUW-sC9MbPEGISz5a01-u7s6HDhFTb71 wgxCHKbSnPdXLvz2NLm3NwMRKJy09yS .i 1-4-D E&0 9-0.0 15-8-15 23-7 1 30-4.0 33-1-0 I 39.4-0 )10A 6.3-0 2.9-0 6-8-05 ]-10.1 6.B-15 BUY 6.3.0 1-4 0 Scale=1:71.4 6X12101`20HS 2x4 II 5x8 = 6x12 MT20HS� n nn I o' 4 24 2526 ° ° 2728 29 ] 2x4 4 8 5x8 % 3.00 12 US &8.0 15-e-15 2-7-1 30AO 1 39-4-0 &8.0 7-0.15 71 7.0.15 e-8-0 Plate Offsets (XY)-- f20-2-6 Edael 16:0-4-0 0-3-0] 19.0-2-6 Ednel LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Ven(LL) 1.00 12-14 >470 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Ver(CT) -1.4912-14 >317 180 MT20HS 187/143 BCLL 0.0 - Rep Stress Incr YES WB 0.98 Horz(CT) 0.75 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 184 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1Row at midpt 6-14 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-212(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) FORCES. gle) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-4793/3044, 3-4=-4615/2897, 4-5=-5461/3481, 5-6=-5461/3481, 6-7=-5453/3475, 7-8=-4615/2897,8-9=-4793/3043 BOT CHORD 2-15=-2560/4319, 14-15=-2173/3968, 12-14=-3089/5476, 11-12=-2174/3970, 9-11= 2559/4319 WEBS 4-15=-623/1216,4-14=-962/1711,5-14=-403/408,6-12=-445/410,7-12=-954/1701, 7-11- 622/1189 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.Opsf; h=15ft; B=56ft; L=39h; eave=51t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 5-0-13, Exterior(2) 5-0-13 to 12-11-3, Interior(1) 12-11-3 to 264-13, Exterior(2) 26-4-13 to 34-3.3, Inte for(1) 34-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-B-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrom with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP Not 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 791 Ito uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNWG-Ver/Iyde.Ugnparame(ersand REAONOTES ON THMANOINCLUOEOMff I P F MCEPAGEMIP74".re. 1mAL2015 BEFORE USE. Design valid for use only Win Mrek® connectors. This design is based only upon parameters shaven, and Is for an Individual bulltling component, not �� a truss system. Before use, Me building designer must verify Me applicability of design parameters and property Incorporate his design Into the overall building design, Bracing Indicated Is to buckling of Individual I uss web and/or chord members only. Addhonal temporary and permanent bracing MiTek* prevent Is always required for statarry and to prevent collosme Whe possible personal Injury and property damage. For general guidance regarding the 6904 Parke East BNd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWI1 Qua Cmedo, D5529 and BCSI Building Component Tampa, FL 33610 Safety 6Pl lformationevolioble from Truss ate Institute, 218 N. We Sheet, Suite 312. Nexontlrla, VA 22314. Jab Truss Truss Type Ply LOT 14/1 WATERSTONE/STLUCI T18528378 2146373 A10 SPECIAL 1 3 Job Reference (optional Builders FrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 30 16:47:15 2019 Scale=1:71.4 6x8 = 2x4 II 4.6 = 7.10 = 2x4 II 6xB = 6.00 F12 4 25 6 26 6 7 27 8 28 9 3x4 i 3x4 3 0 d 1,Sx8 6TP= 1.5x8 STP = 2 182g 1 17 16 15 14 13 11 01m 0 6x1214T20HS= Sx8 = 112 MT20HS= 2x4 11 5x8 = 30 1218 6x12 MT20HS= 3x8 % 3.00 12 4x6 or -88 12-94 17-11--171 252-12--29 2]2-15 I 341--81.198 f• 0 77-44. .1I 5-0 7-08 Plate Offsets (X Y)- [2:0-0-10,Edge] [4:0-2-4 0-4-0] [7:0-5-0,0-4-81,19:0-2-8,0.4-0I, rl l:0-0-14,Edae1 113:0-0-12,0-Ml, [18:0-4-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ved(LL) 1.12 15-16 >421 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Ved(CT) -1.38 15-16 >341 180 MT20HS 187/143 BCLL 0.0 Rep Stress ]nor NO WB 0.63 Horz(CT) 0.57 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 6241le FT=20% LUMBER - TOP CHORD 2x4 SP M 31 •Except- 4-7,7-9: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=3018/0-8-0, 11=3018/0-8-0 Max Hom 2=-170(LC 6) Max Uplift 2=-1779(LC 8), l l= 1779(LC 8) Max Grav 2=3475(LC 13), 11=3475(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1125315484, 3-4=-12538/6080, 4-5=-16925/8460, 5-6=-16921/8454, 6-7=19216/9674,7-8=-16755/8435,8-9=-16759/8440, 9-10=-12409/6079, 10-11=-11148/5484 BOT CHORD 2-18=-4848/10339, 17-18=-5566/12012, 16-17=-9456/19259, 15-16=-9414/19137, 14-15=-9421/19124,13-14=-5564/11757, 11-13=-4846/10118 WEBS 4-18=-1406/3383,4-17=-282315436,5-17=-785/635, 6-17=-2550/1314, 6-16=0/296, 7-15=0/295,7-14=-2520/1299,8-14=-793/633, 9-14=2808/5409, 9-13- 1405/3326, 3-18=-748/1660,10-13= 756/1681 NOTES- 1) 3-plytruss to be connected togetherwith 10d (0.131°x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-5-0 oc, Except member 17-4 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4.1 row at 0-9-0 oc, member 17-6 2x4 - 1 row at 0-9-0 oc, member 6-16 2x4 -1 row at 0-9-0 oc, member 16-7 2x4 -1 row at 0-9-0 oc, member 7-15 2x4 -1 row at 0-9-0 oc, member 14-7 2x4 -1 row at 0-9-0 be, member 8-14 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 3-18 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced 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.Opsf; h=15ft; B=561t; L=3911; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSVTP1 1 angle to grain formula. Building designer should verity Joaquin Velez PE No.68182 Mired: USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AWARNNG-VeLifyde ,l paremefersandREAONOTES ON] NISANONCLUOEOMREKREFERANCEPAGEMM114"ar ..lnV=nSIREFOREUSE. Design valld for use only with MffekO connectors. this design Is based only upon parameters shown. and Is for an IndMduol IxA01ng component, not � a truss system. Before use, the eAding designer must verify the applicoblllty of design parameters and properly Incorporate this design Into the overall building design. Brccing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bracing sLe Mil[ Is always required for stablllty, and to prevent collapse with possble personal Injury and property ddaaymage. For general guidance regarding the e8B�9 and 1061 Building Component Safety Nlomrvlbnwallable from Truss Plate Institute. 218 N. Lee street, Sutne 312, Alexandria VA 22314.Medv, Temps, L 33610ryd Jab Truss Truss Type City Ply LOT 14/1 WATERSTONE/STLUCI T7852B378 2146373 A10 SPECIAL 1 � 3 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 3016:47:15 2019 Page 2 ID:gTgg7TJEsUW zC9MbPEGISz5aO1-q0_siviV7CF19_5p_lewsgj_zjlKrLdMrErVOCy09y0 NOTES- 11) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 17791b uplift at joint and 17791b uplift at joint 11. 12) Girder carries hip end with 7-" end setback. 13) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 7331b down and 321 lb up at 324-0, and 733 lb down and 321 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber lncrease=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-4=-54, 4-9=-113(F— 58), 9-12=-54, 19-29=-20, 18-29=-42(F--22), 13-18=<2(F=-22), 13-30=42(F--22), 22-30=-20 Concentrated Loads (lb) Vert: 29=475(F) 3D=475(F) ,&WARNING - Verllyde 9npMsmetersand READNOTES ON MIS ANDRICLUDEDMREKREFERANCEPAGEM614MJ .. 10AU2015aEFORE USE. Design valid for use only with Mi connectors. This design b based only upon parameters shown, and Is for an IndNldual budding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incomorate the design Into the overall budding design. Bracing Indicated Is to prevent budding of individual buss web and/or chord members only. AddiBonal temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrlcaflon, storage. deli erection and bracing of trusses and truss systems seeANSVr1s11 Quoply Cidni DS849 and 601 Buldlnp Component 61 Para East Blvd. Sai Infamla8nnavallable from Mud Plate Institute. 218 N. Lee street. Sube 312 Alezontlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type cry Ply LOT 1411 WATERSTONE/STLUCI T78528379 2146373 B01 COMMON 1 1 Job Reference (optional) bunaers rumbource Inam Uiry, ry, nam ury, rL-66001, 6.00 12 2x4 \\ 3 a / i a.evosaw� mrorviu ennmusnms, nic.r :mmmragei ID:gTgg7TJESUW_xC9MbPEGISz5aQ1-g0_sMV?CR9 5p IemgiOalhurOOMrErYOCy09yQ 10-0-0/5.8.5 19-8-0 21-0-0 1-9-9 F 1-9-9 3.10-12 3-11-11 1-0-0 Style = 1:36.5 3x4 C 5 3x8 i 3x8 11 4 6 21 2x4 7 22 8 Sx8 = 9 Io LJ 12 23 11 10 11 3x4 = Us = 3x4 = 3x4 = 3x4 = 5-&4 14.2-12 20.0.0 n-c-o a.o.e Plate OBsets(XY)-- (5:0-2-150-1-e) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.32 10-12 >749 240. MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.50 10-12 >478 180 BCLL 0.0 Rep Stress ]nor YES WE 0.29 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 94 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/Size) 2=982/0-8-0, 8=962/0-8-0 Max Horz 2=230(LC 9) Max Uplift 2=-533(LC 10), 8=-505(LC 10) Max Gmv 2=1024(LC 15), 8=1006(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1853/1221, 3-4=-1740/1201, 6-7=1750/1220, 7-8=-1864/1244 BOT CHORD 2-12=-922/1766, 10-12=-641/1246, 8-10=-950/1609 WEBS 7-10=-256/238,4-6=-1119/967,4-12=-309/744, 6-10=-337/755 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Intedor(1) 2-7-3 to 6-0-13, Exterior(2) 6-0-13 to 13-11-3, Interior(1) 13-11-3 to 17-0-13, Exterior(2) 17-0-13 to 21-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 533 lb uplift at joint 2 and 5051b uplift at joint 8. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-54, 5-9=-54, 12-13=-20, 10-12=-60, 10-16= 20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Truss Thus Type Ply LOT 1411 WATERSTONE/STLUCI T78528380 2146373 B01S COMMON 2 1 Job Reference (optional) dulloers tlrstbource tYlarlt lay, FL), I'lam lAty, FL-33567, 624USJU1142U1UM11eKInaMtneS,Inc. Wea Um3U1B:41:162U19 1`119e1 ID:gTgg7TJEsUW_cC9MbPEGISz5aQlJaXEvFjj7mWNcn7g?YT99P2FA5702atFV4ua5wey09yP -1-4-0E-- B-2-7 000 1-9.9 15.8.5 74-0 &191-18--101 431 340-12 19 6.00 r12 2x4 't, 3 - 3 3x4 = 3x4 5 3xB i 3x8 4 6 \ 9 2x4 7 10 20 5xB = 21 9 3x4 = Scale = 1:35.3 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CS' TC 0.44 BC 0.84 W B 0.29 Mobil DEFL in Vert(LL) 0.33 Vert(CT) -0.51 Horz(CT) 0.04 (loc) Vast Ud 9-10 >712 240 9-10 >462 180 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 92 In FF 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 8=897/0-8-0, 2=96B/0-8-0 Max Ho¢ 2=220(LC 9) Max Uplift 8=-424(LC 10). 2=-528(LC 10) Max Grav 8=938(LC 16), 2=1008(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1821/1219, 3-4=-1707/1199, 6-7=-1641/1202, 7-8=-1744/1226 BOT CHORD 2-10=-981/1725, 9-10=-698/1196, 8-9=-996/1488 WEBS 3-10=-258/216, 4-fi=-1091/968, 4-10=-312/752, 6-9=-318/657 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -"-0 to 2-7-3, Interior(i) 2-7-3 to 6-0-13, Exterior(2) 6-0-13 to 13-11-3, Interior(1) 13-11,3 to 15-8-13, Exterior(2) 15-8-13 to 19-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 424 lb uplift at joint 8 and 528 lb uplift at joint 2. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-5=-54, 5-8=-54, 10-14=-20, 9-10=-60, 9-11=-20 8 w o Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cell 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEff REFERANCE PAGE M67473 rev. 101332e15BEFORE USE Design valid for use only with MaekO connectors. this design Is based only upon parameters shown, and Is for an Individual bullding component, not a miss system. Before use, the building designer must verity the oppllcobiiity of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of indlvclual Muss web and/or chord members only.. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of Trusses and truss systems seeMSU1Pll CualMy Cell DSB49 and Best BuedYlB Component 6904 Parke East BW. Sehty Infamna6pnavallable from Truss Plate Institute, 218 N. We Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply LOT 14/1 WATERSTONE/STLUCI T78528381 2146373 B02 HIP 1 1 Job Reference o tional Builders FirstScurce (Plant City, FL), Plant City, FL-33567, 8.240 a Jul 14 2019 MI I ex IDDUStneS, Inc. Wool UCt 31) 15:47:17 Z019 Page i IB 4x6 = 4x6 = 3x6 = 3x4 = 4� = 3x4 = 3,6 = 9-0-0 11-0-0 20.0.0 Fri I 2-0-0 � 9.0-0 Scale =1:37.1 Plate Offsets (X Y)-- f2:0-2-12 0-1-e1 [7:0-2-12 0-1-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.14 9-17 >999 240 MT20 244/190 TCOL 7.0 Lumber COL. 1.25 BC 0.67 Vert(CT) -0.31 11-14 >778 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.14 Horz(CT) 0.03 7 n/a fits BCDL 10.0 Code FBC2017/TPI2014 MatriX-AS Weight: 921b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-8-0, 7=812/0-8-0 Max Horz 2=-212(LC 8) Max Uplift 2=-450(LC 10), 7=450(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/927, 34=-971/825, 4-5=-822/-/69, 5-6=-971/825, 6-7=-11791927 BOT CHORD 2-1 1=-611/1064,9-11=-341/822, 7-9= 611/1020 WEBS 3-11=-391/410,4-11=-260/375, 5-9=-260/376, 6-9=-391/410 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsft h=15ft; B=56ft; L=39tt; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Intedor(1) 2-7-3 to 3-5-4, Extedor(2) 3-54 to 16-6-12, Intenor(1) 16-6-12 to 174-13, Exterior(2) 174-13 to 214-0 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 pending. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. '7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4501b uplift at joint 2 and 450 lb uplift at joint 7. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Can 6634 6964 Perke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING-VelKydaxrRa,oaremeteraand READ NOTES ON TNISANDPICLUDEDM?EKREFERANCEPAGEM674".. I&TUA2015REFORE USE. Design valid for use only with Wei connectors. This design Is based only upon parameters shown and 6 for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Acciflonal temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fobflconon storage, delivery. election and bracing of trusses and buss systems, meANSVIPII Quality C19nb. D3949 and BCSI luldby Component 6904 Parke East Blvd. Safety Informatbrnvclloble from Truss Rate Iroffil 218 N. Lee Street. Sulte 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Thus Type y Ply LOT 14/1 WATERSTONE/S7LUCI T78528382 2146373 B03 HIP 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MTek Industries, Inc. Wed Oct 30 16:47:18 2019 Page 1 ID:ItBgZ9ku7fOzOadCiELN1mz5J81-Fzt_KxkNI7eJORgOftBdUTLMSwi72oMoXC3C?XyO9yN -1-40 7-0-0 13.0-0 20-0-0 21-4.0 1-0-0 ~ 7-0-0 I— 6-0.0 7-0.0 14-0 I 5x9 = 16 IN 44 = 3x6 = 2.4 If 3xii = 3x4 = 3x4 = Scale = 1:36.9 Plate Offsets (X Y)— (3:0-6-0 0-2-8] f4:0-3-8 0-2-0] [5:0-0-4,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress [nor NO WB 0.25 Hom(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 86 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-4: 2x4 SP No.t BOT CHORD 2x4 SP No.2 WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 2=1392/0-8-0, 5=1392/0-8-0 Max Ho¢ 2=-171(LC 6) Max Uplift 2=-822(LC 8), 5=-822(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2472/1357, 3-4=-2166/1293, 4-5=-2473/1357 BOT CHORD 2-9=-1046/2143, 7-9= 1049/2165, 5-7=-1046/2144 WEBS 3-9= 89/654,4-7— 88/655 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=3911; 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 822 Its uplift at joint 2 and 822 Ib uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 lb down and 277 lb up at 7-0-0, 89 Ib down and 164 Ito up at 9-0-12, and 89 It, down and 164 Its up at 10-11-4, and 159 Its down and 3071b up at 13-0-0 on top chord, and 349 Ib down and 179 Ib up at 7-0-0, 65 Ib down at 9-0-12, and 65 lb down at 10-11-4, and 3491b down and 179 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-103(B)4=-103(B) 9=-349(B) 7=-349(B) 16=-89(B) 17=-89(B) 18= 39(B) 19=-39(B) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q wARNBIG-Ved1ydslgnpzrame]ersanOREAON07ES ON MIS ANDINCLDOEDMREKREFERANCEPAGEM67413mv. 1121Ai2015BEFORE USE. Design valid for use only with M6el� connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��' o truss system. Before use, Me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing MiTeK Is always required for stabllfty and to prevent collopse with possible personal injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSVWII Quality Criteria. DS049 and SCSI Mang Component 6904 Parke East Blvd. Safety Infannetbnevollabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Thus Type Ply LOT 14/1 WATERSTONE/STLUCI T18528383 2146373 C1 JACK 10 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240s Jm 14 ZU10 MI lex maumnes, mc. vvea Gm au u6:4r1e zula rage 1 ID:ItBgZ9ku7fOz0adCiELN1mz5J81-j9DNXH102RmAebPaDbisOgtj5KEFnIVxmspmXzy09yM -1-4-0 0-11-4 1-4.0 0-11-4 Scala =1:7.6 LOADING (psf) SPACING- 21%0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.00 5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.04 VeR(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 4 n/a r✓a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (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=-196(LC 10), 4=-14(LC 1) Max Grav 3=23(LC 10), 2=158(LC 15), 4=43(LC 10) FORCES. (lb) - Max. CompJMax. 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.Opst h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4lb uplift at joint 3, 196 lb uplift at joint 2 and 14 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ® WARNING -Verify design mmerem and READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIP74M rev. ldai2015 BEFORE USE Destgn valid for use only with MOeI9 connectors. This design Is based only upon parameters shown, and is for an IndrAdual building component, not ��- a hum system. Before use, the building designer must verity the appllcablllty, of devgn parameters and property Incorporate this design Into the overall building design. Bracing indicated is to buckling of individual fuss web and/or chord members only. Additional temporary and permanent bracing MiTek* prevent I always requIpad for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabreall storage, delivery, erection and bracing of trusses and inns systems. seeANSVIPII Quality CMnb, DSE-69 and BCSI Madh➢ Component Safety Informetionovailable from Truss Plate Institute. 218 N. Lee Sheet, Suite 31Z Alexandria. VA 223314, Tampa, FL 33610 Job Truss Truss Type FJSTLUCI ]27=11 718528384 2146373 C1C JACK Builders HrstboUres(plant City, I-L), Flam City, i-33567, U.24U S JU1144Wd Ml l elt Crain s, Inc. well Vat 4U 10:41; 1e Lule rage ID:ItBgZ9ku7fOzOadCiEWxnz5J81-j9DN%H102RmAebPaDbisOglliKE nlVwnspmxzy09yM -1-4-0 0-14 1.4-0 I 0 Scale=1:10.2 ADEQUATE SUPPORT REQUIRED LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 VBd(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Ved(CT) -0.00 5 >999 180 SCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017fFP12014 Matfli Weight: 5 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=87/Mechanical, 3=50/Mechanical, 4=40/Mechanical Max Horz 4=93(LC 10) Max Uplift 1=-88(LC 10), 3=-47(LC 10), 4=-40(LC 10) Max Gmv 1=891 15), 3=50(LC 1), 4=40(LC 1) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 on bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39R; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed; porch left eaposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.01 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88111 uplift at joint 1, 471b uplift at joint 3 and 40 Ib uplift at joint 4. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- Vedly deagnpammetera and BEAD NOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIP74M rev. INaY2015BEFOHEUSE. Design valid for use only with MSea connectors. This design Is based only upon parameters shown, and Is for an Individual buddhg component, not ��- a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building tlesign. Bracing indicated Is to buoWing of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobticallon, storage, delivery. erection and bracing of trusses and huss systems. seeANsini Cui CMedo, DSB49 and BCSI Building Component 22314. 69N Pena East Blvd. Tampa, FL 33610 Safety Inlpenallerlavolloble from Truss Plate IntiMe. 218 N. Lee Street, Suite 312. Alexandria VA Jab Truss Truss Type Ply LOT 1411 WATERSTONE/STLUCI T18528385 2146373 C1P Jack -Open Thus 4 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 3016:47:20 2019 Page 1 ID:gTgg7TJEsUW_xC9MbPEGISz5aQ1-BMnlldmepkul GI_mn1E5ZuQugkaUW Ik5_WYJ3QyO9yL -1-4-0 a11-4 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in (lac) Wall L/d TCLL 20.0 Plate Grip DOL 1.25 - TC 0.20 Ved(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ved(CT) 0.00 5 >999 180 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Hoa(CT) 0.00 4 Na n1a BCDL 10.0 Code FBC2017/TP12014 Matti LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-4-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Gmv 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. jib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Seale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. 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.Opst h=151t; B=56ft; L=39ft; eavei Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) "This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 61to uplift at joint 3, 213 lb uplift at joint 2 and 23 Ib uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 ,&WARNING -Verify design pa2meteBand READ NOTES ON MIS AND INCLUDED MREK11EFERANCEPAGEARP7473rev. 10M2Q0155EFOREUSE Design valid for use only with MITela connectors. ins design Is based only upon parameters shown, and Is for an Individual bulldIr g component, not ��- a truss system. Before use, the building designer must verify the appllcabl ily of design parameters and properly Incorporate this design Into tine overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MOW MOW prevent B always required for stai and to prevent collapse with possible personal injury and property damage, For general guidance regarding tine 6904 Parke East Blvd. fobricaeon storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Cfiti DS049 and 1101 Building Component Safely Informoflenovoiloble from Truss Plate Institute. 218 N. Lee Street. suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1411 WATERSTONE/BTLGDI T78528386 2146373 C1V SPECIAL 4 1 Job Reference (optional) Builders FlrstSou ce (Flam Gity, FL), Flam City, FL - 33567, 8.240 a Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:20 2019 Pagel ID:gTgg7TJEsUW_xC9MbPEGISz5aQl-BMnlldmepkul GI_mn1E5Zu0ugkaV Wlk5_WYJ30y09yL Scale =1:7.6 Plate Offsets (X,Y)-- f2:0-0-15,Edgef LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (toe) VdeB LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 Na n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=A Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-0(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grav 3=15(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 0o pudins. SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=56f ; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.01 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 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 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 4 lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. Joaquin Velez PE Na63192 MiTek USA, Inc. FL Cart 6634 691114 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING- VerifytlealgnWramererxivdREAD NOTES ON THIS AND INCLUDED MNEKB£F£BANC£PAGE MlF742Jrev. 10111142015BEFORE USE. Design void for use only wilh MiTek® connectors. This Design b based any upon parameters shown and Is for on Individual building component not ��- a fuss system. Before use. Me building designer must verify Me applicability of design parameters and properly Incorporate this design Into Me overall building design. &acingIndicated is to prevent bucltlingofindividual truss web and/or chord members only. Additional temporary and permanent bracing is - M!Tek' k always required for stability and to prevent collapse with possible personal ln)ury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of fuses and In=Si SeeANSVTPR Quality CdNlln. DSB49 and BC9t Building Comyorient safety INormatbnavalloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 6904 PeMe East BNd. Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 14/1 WATERSTONFJSTLUCI T18528387 2146373 C3 JACK 8 1 Job Reference o tional Builders FlrstSoume(Plant City, FL), Plant City, FL-33567, B.240 SJUI 14ZUlU NI IDdUSmeS. Inc. WeO Ua1 aU IW4/21 ZUle Panel 3 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL. 1.25 TC 0.20 Ven(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) 0.00 3 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=58/Mechanical, 2=193/0-8-0, 4=29/Mechanical Max Harz 2=130(LC 10) Max Uplift 3=-50(LC 10), 2=-156(LC 10) Max Gmv 3=70(LC 15). 2=195(LC 15), 4=49(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (Its) or less except when shown. Scale-1:12.7 PLATES GRIP MT20 2441190 Weight: 12 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=56ft; L=39ft; eavel Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 fora 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-" 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 50 to uplift at joint 3 and 156 lb uplift at joint 2. Joaquin Velex PE No.69182 lyl USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 Q WARNING- Wdydesl9npmmrmxerseed READ NOTES ON THISANDINCLUDEDU/TEKBEFERANCE PAGE MIP74".116�DJ IS BEFORE USE Design valid for use only with MBekO connectors. This design Ls boned only upon parameters shown. and Is for an Individual building component, not a Mass system. Before use, Me building designer must verify the appllcablllty, of design parameters and properly Incorporate" design Into the overall building design. Bracing Indicated is to buckling oflntlMtlual truss web and/or chord members only. Additional temporary and permanent bracing Wek' prevent Is awaw required for stablllty, and to prevent collapse win possible personal injury and property damage. For general guidance regarding Me fobdcotlon storage. call erection and bracing of trusses and fruits systems. seaANftnal Quality Cali DS549 end I BurdFy Gmponmt 69U Parke East BNd. Satisfy mformationovolloble from Truss Plate Insfil . 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply LOT 14/1 WATERSTONE/STLUCI T78528388 2146373 C3P Jack -Open Truss 4 1 Job Reference (optional) Builders I'mr Source (Plain City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Oct 30 16:47:22 2019 Page 1 ID:gTgg7TJEsUW_xC9MbPEGISz5a01-7kvVAlnuLM81V279ujGZeJVEK%ET_eEOSg208ly09yJ Scale =1:12.7 2-11-4 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (too) I/defl Utl PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-4-0, 4=30/Mechanical Max Hom 2=132(LC 10) Max Uplift 3=-62(LC 10), 2= 212(LC 10), 4=-41(LC 7) Max Grav 3=64(LC 15), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or2-11-4 oc pudins. 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=56ft; L=39ft; eave=5N; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 62lb uplift at joint 3, 212 lb uplift at joint 2 and 41 lb uplift at joint 4. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WANNWG-yeHry Cas9rparamefe15and READN0ml ON THIS ANDINCLUDEDMREKBEFEHANCEPAGEMI4l4M., 1WB34`015BEFONE USE Design valid for use only with Molars This design 6 based only upon parameters shown, and Is for an IndNiduol building component, not a truss system. Before use, the building designer must verify the appllcabllity, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Ls to prevent bucking of lndivaurol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the tabrlcaflon, storage, delivery, erection and bracing of trusses and truss systems seeANSVWIl Quality Cmede, DS049 and IICS1 Building Component 69N Parke East Blvd. Will Infommtionovailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 14/1 WATERSTONE/STLUCI T1B528369 2146373 C3V SPECIAL 4 1 Job Reference (optional) culloem rlrsraource lrlanr ury, IL), riam ury, I-L- aaaol, a.L4V eJUl l4 [V Itl 1VI11 CF 111UViI11tli, ....V VVI JV 1.;..... Lu,i rag.I I D:gTgg7TJEsU W_xC9MbPEGISz5a01-7kvVAInuLMSIV279ujGZeJ V EKKFD_eEOSg2081yO9yJ 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ltd TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Veri(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Hon iT] 0.00 3 We We BCDL 10.0 Code FBC2017/rP12014 Matfli LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (Ib ize) 3=58/Mechaniml, 2=193/0-M, 4=29/Mechanioal Max Hom 2=130(LC 10) Max Uplift 3=-54(LC 10), 2=-149(LC 10) Max Gmv 3=72(LC 15), 2=194(LC 15), 4=49(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (11 or less except when shown. Scale =1:12.7 b PLATES GRIP MT20 244/190 Weight: 12 lb F7=20% Structural wood sheathing directly applied or 2-11-4 oc pur ins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=161 (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ff, Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (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 nonconcurent 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 joints) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54lb uplift at joint 3 and 1491b uplift at joint 2. Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING- yorlly design parameters and READ NOTES ON TN/S AND INCLUDED MOEir REFERANCE PAGE M/F7473 rev. 1003424015 BEFORE USE. Design valid for use only with Mask@ connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not ��- a hum system. Before use, the building designer must verify the appllcablllty of design parameters cnd properly Incorporate this design Into the overall bui design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is aiwoys required for stab1111y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdco6on storage, delivery, erection and bracing of husses and hum systems. seeAlifigi Quo Cri DSB a9 and BC51 Building Component 69M Parka East Blvd. Safety infosmalbnwallable from Truss Plate Iratitute. 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 14/1 WATERSTONE/STLUCI T18528390 2146373 C5 JACK 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries. Inc. Wed Oct 3016:47:23 2019 Scale=1:17.6 4.11-4 Plate Offsets (X Y)-- f2:0-0-80-0-01 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.11 4-7 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(CT) 0.10 4-7 >602 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP NO.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lib/size) 3=112/Mechanical, 2=260/0-8-0, 4=56/Mechanical Max Horz 2=193(LC 10) Max Uplift 3=-122(LC 10), 2=-260(LC 10). 4=-72(LC 10) Max Gmv 3=122(LC 15), 2=260(LC 1), 4=85(LC 3) FORCES. (lib) - Max Comp./Max. Ten. -All forces 250 (lib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5lt; Cat. II; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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 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 122 Ito uplift at joint 3, 260 lib uplift at joint 2 and 72 Ito uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68181 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 31,2019 AWAHNING- Verity design par amete..rd READ NOTES ON Ties AND INCLUDED MI/EKREFERANCE PAGE MX147J... I"JIGGISBEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for on Inc Mdual bulking component, not �'- a truss system, Before use, Me building designer must verify the applicablldy of design parameters and properly Incorporate this design into the overoll building design. Bracing Indicated is to prevent buckling of individual Muss web and/or chord members only. Additional temporary and permanent brocing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection antl bracing of trusses and truss systems, seeANSVWII Quality Cri DSB419 and BCSI Buadhp Component 69U4 Parke East BNd. fiarety mformatbmvallable from Truss Fate Institute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL W610 Job Truss Truss Type Qty Ply LOT 1411 WATERSTONE/STLUCI T78528391 2146373 CSP JACK -OPEN 4 1 Job Reference o Tonal Builders FimtSource (Plant City, FL), Plant City, FL- 33567, 6.240 aJul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:24 2019 Page 1 ID:gTgg7TJEsUW xC9MbPEGISz5a01-470Gb—p8tzOTkMHX0811jkbVRLgFSYkgv8XWCBy09yH -14-0 4-11-4 t-4-0 1 4-11-4 Seale =1:17.6 4-11-4 Plate Offsets ()%Y)-- [2:Edae 0-04] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl I PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.55 Vert(LL) 0.11 4-7 >514 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.10 4-7 >589 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(CT) -0.00 3 rVa n1a BCDL 10.0 Code FEC2017ITP12014 Matrix -AS Weight: 1816 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (I ilsize) 3=114/Mechanical, 2=262/0-3-8, 4=57/Mechanical Max Holz 2=185(LC 10) Max Uplift 3=-124(LC 10). 2=-261(LC 10), 4=-73(LC 10) 'Max Grav 3=124(LC 15), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; 1_49ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) zone; porch left exposed;" 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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 124 lb uplift at joint 3, 261 lb uplift at joint 2 and 73 1b uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velei PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 QWARNING. Verify design mmemeters and READNOTES ON TNLSAND INCLUDED MREKREFERANCE PAGE 114II-7413rev. laD.12015 BEFORE USE. Design valid for use only with M6ekO connectors lhls design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, Me building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicate l is to prevent buckling of Indvidual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' S always requlred 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 fuss systems, seeANStlIPIt Qu dffy CMrrM. D6&B9 and BC61 Bull Component Safety Infamsationavoi code from Truss Plate Instifute. 218 N. Lee Sheet, Suite 312, Alexantltlo, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Type Oty Ply LOT 14/1 WATERSTONE/STLUCI TC5VS T78528392 2146373 SPECIAL 4 1 Job Reference (options]) Builders FirstSoum( ant City, FL), Plant City, FL - 33567, 142019 MTek Industries, Inc. Wed Oct 30 16:47:24 2019 aza Scale = 1:17.6 LOADING (psq SPACING- 2-M CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ved(LL) 0.05 4-7 >999 240 W20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WEI 0.00 Hom(CT) -0.01 3 n/a Na BCDL 10.0 _ Code FBC2017ITP12014 Matrix -AS Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=113/Mechanical, 2=260/0-8-0, 4=55/Mechanical Max Hom 2=183(LC 10) Max Uplift 3=-111(LC 10), 2=-160(LC 10) Max Grav 3=136(LC 15), 2=263(LC 15), 4=85(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=151q'B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(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 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 111 Ib uplift at joint 3 and 160 lb uplift at joint 2. 8) This imss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cod 6634 6304 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 A WARNING-Vem design,Mnu,ersand READ NOTES ON THISANDWCLUDEDMWEKNEFENANCEPAGEMM1147arov. 1040120155EFORE USE. Design valid for use only with MTekilconnectors. the design is based only upon parameters shown. and is for on Individual building component, not a truss system. Before use, the building designer must verity me applicability of design parameters and propetly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of individual inns web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication storage, delivery, erection and bracing of trusses and buss system& saBANSUI9lf Quality Cdfeda, DSB-89 and SCSI Building Component 69M Parke East Blvd. Safety arfoenationomllobie from Truss Plots Institute, 218 N. Lee Street, Suite 312, A mandtla, VA 22314, Tampa, FL 33610 Job uss Truss Type Oty Ply LOT 14/1 WATERSTONE/STLUCI TD01 T78528393 2146373 S COMMON 2 1 Job Reference a tional Hunaem rlrst5ource trlam ury, rL1, rlam clry, rl- Jdbbr, b.-.9u aJN 14 Lu.e MI I CM1 ,IIYWII,C], III.. YY Cu V" JY I0...... GY,J 5x8 - 3 3x4 = 3.4,1 Scale =1:2&o 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/TP12014 CS'. TC 0.47 BC 0.40 WB 0.11 Matri%-AS DEFL. in Vert(LL) -0.06 Vert(CT) -0.11 Horz(CT) 0.01 (too) Well L/d 5-11 >999 240 5-11 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 49 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 4=477/0-8-0, 2=557/0-8-0 Max Horz 2=152(LC 9) Max Uplift 4=-223(LC 10), 2= 333(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-667/573, 3-0=-671/573 BOTCHORD 2-5=-368/538,4-5=-368/538 WEBS 3-5=-8/286 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=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gripDOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2231b uplift at joint 4 and 333 lb uplift at joint 2. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNING- Verity deelgn peramefers and BEAD NOTES ON MS AND INCLUDED MpEKREFERANCE PAGE MU74 rev. 10032015 BEFORE USE Design valid for use only with Mil conl this design is based only upon parameters shown, and Is for an Individual bull component, not a truss system. Before use, the building designer must verify the applicability of all parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to buckling of individual buss web and/or chord members only.Additional temporary and bracing MiTek' prevent permanent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and tr ss systems. seeANSVrPlt Cuailly Crti DSB419 and BCSI Budding Component 6904 Parke East Blvd. Sal Infonsatbnwallable from Truss Plate Ins91Ne. 218 N. Lee Street, Sulfa 312, Alexandria. VA 22314. Tampa, FL 33610 i. Job Truss Truss Type Ply LOT 1411 WATERSTONE/STLUCI T78528394 2146373 002 HIP 7 1 Job Reference (optional) Builders FustSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 li Industries, Inc. Wed UCt 30 16:47:26 2019 4.6 = 15 4x6 = Scale = 1:26.1 l .SxB Li 1.SxB S 6 I6 d e 8 16 7 e ri d 4 2x4 II 2x4 II 3x4 = 3x4 = 5.0.0 8- 0 13- 0 5.0.0 3-4-0 5-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.07 8-11 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.09 8-11 >999 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.10 Hom(CT) 0.02 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014. Matrix-MSH Weight: 531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 91 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=745/0-8-0, 5=745/0-8-0 Max Horz 2=-130(LC 6) Max Uplift 2=-444(LC 8), 5=444(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-113131570, 3-4=-978/555, 4-5=-1138/570 BOT CHORD 2-8=-369/969, 7-8=-065/978, 5-7=-369/969 WEBS 3-8=0/271, 4-7=0/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasi 24mph; TCDL=4.2psf; BCDL=5.OpsY h=15tt; B=5611; L=39R; eave=5tt; 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 waterponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4441b uplift at joint 2 and 4441b uplift at joint 5: 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 146 lb down and 286 lb up at 5-0-0, and 461b down and 118 Its up at 6-8-0. and 89 Its down and 2571b up at 8-4-0 on top chord, and 88Ib down and 2 Its up at 5-0-0, and 35lb down and 1 lb up at 6-8-0, and 88Ib down and 21b up at 8-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 54, 3-4=-54, 4-6=-54, 91 Concentrated Loads (I s) Vert: 3=-89(F) 4=-89(F) 8=-56(F) 7=-56(F) 15=46(17) 16=-24(F) Joaquin Velez PE Na.66182 MiTek USA, Inc FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AIwUUD G- yedydesignparsmetersen✓REAR NOTES ON TNISANDINCLUDED MITEKREFERANCEPAGEMM17473revJ1IIA12075BEFORE USE Design valid for use only with MTeW connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a trues system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to buckling of individual hues web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabricatlort storage, delivery, erection and bracing of busses and truss systemx vaAelti lPll Quality CdMtb, DSB-89 and SCSI Building Component 6904 Parka Best Blvd. Sa ely Ddormatbrgvollable from Truss Fate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss uty Ply LOT 14/1 WATERSTONE/STLUCI T18528395 2146373 ]TnissType E3 JACK 3 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 aJul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:26 2019 Page 1 ID:ItBgZ9ku7iQzOadCiELNxnz5J81-OV807grP PaeB—gRw7ZKW p9gwJ9bMwSEzNSOdH3yO9yF Scale =1:12.8 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. UEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) .0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/IPI2014 MaIriX-MP Weight: 12lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-4-0, 4=30/Mechanical Max Horz 2=131(LC 10) Max Uplift 3=-62(LC 10), 2=-213(LC 10), 4=-42(LC 7) Max Grav 3=64(LC 15), 2=195(LC 1), 4=50(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 3-0-0 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=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 213 lb uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING-V.H1ydaslgnyarametersand REAONOTES ON TN/SANOINCLUOEOMREKBEFERANCEPAGER674M.r .. idDYlOfSBEFORE USE valid for use only with MiTek® connectors. This design b based only upon parameters shown. and Is for an Individual buUdhg component not Nit a truss system. Before use, the building designer must verity the appllcablllly, of design parameters and properly Incorporate this design Into the overall bulking design. BrocingIndicated is to prevent buckling of hdAdual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways requiredfor stablllryand toprevent collapse with possible personal lhurry and property damage, For general guidance regarding the � D3B49 mtd BC61 Building Component Safety Nd. tnfennolbnovallabie from Truss Plate lInstitute. 218 N. Lee Sheet.. Sutt 312. NeNondida, VA 22314 Tampa, FL 33610 Job Truss Truss Type�Qly Ply E/STLUCI T18528396 2146373 E5 JACK 3 Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MiTek Industnes, Inc. Wed Oct 30 16:47:27 2019 3x4 = Scale = 1:17.8 5-0-0 Plate Offsets (X Y)-- f2:0-1-4 0-0-2i LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert(CT) -0.05 4-7 >999 180 BCLL 0.0 Rep Stress ]nor YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017iTP12014 Matrix -AS Weight: 18lb F'=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Hors 2=185(LC 10) Max Uplift 3=-108(LC 10), 2=-167(LC 10) Max Grav 3=136(LC 15), 2=267(LC 15), 4=86(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (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) 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10811b uplift at joint 3 and 1671b uplift at joint 2. 7) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and 1/2• gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Job Truss Truss Type Ply LOT 14/1 WATERSTONE/STLUCI T78528397 2146373 E7 JACK 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MITek Industries, Inc. Wed Oct 30 16:47:28 2019 Page 1 ID:ItBgZ9ku7fOzOadCiELNImz5J81-yuGmOMsfxCwDzbJF_N ua16Dy9kOMjGgmVkMyyO9yD -1-4-0 7-0.0 1-4-0 7-0.0 ' Scale =1:22.6 7-0-0 Plate Offsets (X Y)-- [2:0-2-10 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Ven(LL) 0.17 4-7 >486 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Van(GT) -0.20 4-7 >421 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 241b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=167/Mechanical, 2=334/0-8-0, 4=80/Mechanical Max Horz 2=238(LC 10) Max Uplift 3=-162(LC 10), 2=-184(LC 10) Max Grav 3=199(LC 15), 2=340(LC 15), 4=122(LC 3) FORCES. (Ib) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ff; Cat. 11; 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 psi bottom chord live load nonconcunent 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621b uplift at joint 3 and 1841b uplift at joint 2. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Will PE No.68182 INTO USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 AWARNING -Verflydea(RnperemetorsendREAONOTESONTNISANOINCLUDED MREKREFERANCEPAGESUP74n.,.Iacs=15aEFOREUSE Design valid for use only will MReW connectors. MIS deli Is based only upon parameters shown, and 6 for an Individual building component, not a huss system. Before use, the building designer must verify the eOpllcabllay of design parameters and Papery Incorporate MIS design into the overall building design. Baiting Indicated is to prevent buckling of lnuMdual truss web and/or chord members of Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication storage, delivery, erection and bracing of hall and truss systems. seeANSVIP11 Quality CMrrda, DSB49 and SCSI BuadbD Component Safely Warma oryp alloble from Truss Plate InstiMe, 218 N. We Street Sulte 312, Alexani VA 22314. 69N Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 14/1 WATERSTONE/STLUCI T78528398 2146373 E7P JACK -OPEN 4 1 Jab Reference (optional) isullaers mrsIJOurce )clam Ully, I-L), rlam ulty, 1-1.-33be/, 3 7-ao 8.240 s Jul Inc. W ea Uct 9U 164CZB ZU19 rage 1 zbJ F_N_ualCjyD W OM1GgmVkMyyO9yD Scale = 1:22.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) 0.34 4-7 >242 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ver(CT) 0.30 4-7 >278 180 BCLL 0.0 ' Rep Stress [nor YES W 13 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matrix -AS Weight: 24 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOT CHORD 2x4 SP M 31 REACTIONS. (lb/size) 3=168/Mechanical, 2=336/0-3-8, 4=82/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-184(LC 10), 2=-318(LC 10), 4= 107(LC 10) Max Gmv 3=184(LC 15), 2=336(LC 1), 4=123(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid coiling directly applied. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph. (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 184 Ib uplift at joint 3, 318lb uplift at joint 2 and 107 lb uplift at joint 4. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MTek USA, Inc. FL Carl 6834 6964 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING-VeMydeslgnperamerwr.d READNOrE5 ON 7NA5ANDWCLUDEDM?EKREPERANCEPAGEMX74YJrev. MONVOt56EFOREUSE Design valid for use only wim MBeIt®connectors. This design Is based only upon parameters shown, and Is for an Indio dual building component, not ��' a truss system. Before use, the building designer must veriy the appllcobilty of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only... Additional temporary and permanent bracing MiTek' Is always mqulred for stability and to prevent collapse with poudble personal injury and property demage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trades and truss systems seeANSU1PI1 Quoit 8yCd eria. DS549 and SCSI GISde1D Component 6904 Parke East BNd. SoHiloble ty Infoonationc from Truss Plate Institute. 218 N. Lee Street, Suae 312, Alexandria, VA 22314. Tampa, FL W610 Job Truss Truss Type Ply=14/1WATERSTONFJSTLUCIT18528399 2146373 E7V SPECIAL r Builders FirsRSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:29 2019 3x4 c Scale = 1:22.6 Plate Offsets (X Y)-- 12:0-2-3 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lost) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Ven(LL) 0.18 4-7 >453 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.20 4-7 >408 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=168/Mechanical, 2=334/0-8-0, 4=79/Mechanical Max Hom 2=238(LC 10) Max Uplift 3=-166(LC 10). 2= 178(LC 10) Max Grav 3=201(LC 15). 2=339(LC 15), 4=122(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--C2psf; BCDL=5.Opsf; h=15ft; B=56f ; L=39f; eave=5f ; Cat. ll; Eater 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 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) 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 girder(s) for truss to Russ connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSViP11 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 166 to uplift at joint 3 and 178 lb uplift at joint 2. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheefrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNING -Verrty dasrgn peremehers end READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE MIA7474 rev. 1WA;¢ols BEFORE USE Design valid for use only with Mgek® connectors. This design Is based only upon parameters shown, and is for an IndMdual building component, not ��- a buss system. Before use, the building designer must verity the applicablin of design parameters and properly Incorporate this design into the overall bulldIngdesign. Bracing Indicated is to budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent a always requited 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 hums and truss systems. WeANSUNIR Quality CMale. DSSa9lend BCSI Buetllag Component 69N Padre East Blvd. Sp08ty Informationavolloble from Truss Plate Institute, 218 N. We sheet. Suite 312 Alexcndda. VA22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 14/1 WATERSTONE/STLUCI ]:FO1 T78528400 2146373 HIP 1 1 Job Reference (optional) Builders RretSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MTek Industries, Inc. Wed Oct 30 16:47:30 2019 Page 1 ID:ItBgZ9ku7fOz0adCiELNmzW8I-uH0%rt mTp8dSHkhMPPSz?rbTmwOsGM4 rOgyO9yB -1-4-0 1-4-D I 3-D-D 8-B 20 F- 10 3-D-0 140.-o0 4x6 = 17 4x6 = Scale =1:21.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (1m) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) O.. 8-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.03 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.01 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 35111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=363/0-4-0, 7=363/0-4-0 Max Horz 10=-89(LC 6) Max Uplift 10=-430(LC 8). 7=-376(LC 8) Max Gmv 10=388(LC 17), 7=388(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-146/319, 3-4=-78/263, 4-5=-146/319 BOT CHORD 2-10=-304/83, 9-10=-301/83, 8-9= 304/78, 7-8=-304/83, 5-7- 304/83 NOTES- 1) Unbalanced mof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=56ft; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 10 and 376 lb uplift at joint 7. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 36111 down and 172 lb up at 3-0-0, and 6 lb down and 76lb up at 4-0-0, and 36 Ib down and 172111 up at 5-8-0 on top chard, and 39 Ib up at 3-0-0, and 6111 down and 18 Ib up at 4-4-0, and 39 lb up at 5-7-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3=-54, 34=-54, 4-6=-54, 11.14=-20 Concentrated Loads (Ib) Vert: 3=20(F) 4=20(F) 9=14(F) 8=14(F) 17=-2(F) 18=-6(F) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: October 31,2019 ,&WARNING-VbrRde9.,aaramerereand HEADNOTES ON TMISANDDICLUDEDMBEKREFEFANCEPAGEMIF7M.a .. lhA'VYORIBEFORE USE. Design vaild for use only with ME connectors. Phis tleslgn k based only upon parameters shown, and Is for an'EcLoi balding component, not a 1N55 system. Before usa, the bWtling tley,ner must vanfy 1ne applicability of tleslgn pommeters antl properly Incorporate this tleslgn Into the overall buliOing tleslgn. Bracing Indicated Is to prevent buckling of IndNldual nuns web antl/or chortl members only. AddlOanaI temporary and permanent bracing MiTek' 6 always requketl for stabl" antl topreventcollapsewim possible personal lnlury antl propeM tlamage. For general g-Idgeregording the Iobrico9on. storage, tlelNery. arectbn an,'roar, of trusses antl fruss systems _. 31/IPit pya05, CALM, OSB-09 antl aC$I lultlhp CompOnmf 6904 Parka East Blvd. Saf.ly MtamaMarxrv."able horn Truss Plate Irmlute.'18 N. Lee Street, Sint. 312 Alexond0o. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 14/1 WATERSTONE/STLUCI T18526401 2146373 H3 JACK 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 aJul 14 2019 MiTek Industries, Inc. Wed Oat 30 16:47:312019 Page 1 ID:ItBgZ9ku7fOzOadCiELNmz5J81-MTxv3NuXE7GT4RJuw6whW CNi6ABlbjTi W kjOyHy09yA 14-4 1-7-13 4-2-15 1-0-0 n-3.9 2.7.9 Scale = 1:12.7 Plate Offsets (X,Y)— (2:0-2-10,0-0-21 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) 0.02 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Hom(CT) 0.05 3 n/a We BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 161h FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (IWsize) 3=17/Mechanical, 4=-71/Mechaniml, 5=432/0-7-3 Max Horz 5=132(LC 8) Max Uplift 3=-31(LC 5), 4=-72(LC 13), 5=-465(LC 8) Max Gmv 3=23(LC 13), 4=71(LC 8), 5=432(LC 1) FORCES. Ila) -Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; 8=56ft; 1r391t; eave=50; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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 31 Ib uplift at joint 3, 72 lb uplift at joint 4 and 4651Is uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 69 It, up at 1-5-12, and 57 Ib down and 65I11 up at 1-5-12 on top chord, and 21 lb up at 1-5-12, and 231b up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 4-6= 20 Concentrated Loads (Ib) Vert: 5=22(F=11, B=11) 9=6(F=24, B= 18) Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 QWARNING- Ventlydes/gOpemmeterserd READNOTES ON 7FIl5ANDlNCLUDEDMREKREFERANCEPAGEM67473rev. 1t1414¢0150EFONE USE. De9gn volld for use only WIIM MBelde connectors. Tints desgn b based only upon parameters shown, antl Is for an IncMdual building component, not ��- a hues system. Before use, the building designer muss verify me applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members only. Additional tannWrory and permanent bracing MiTek' Is always requeed for Stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and brocIng of trusses and Muss systems, seeANS1pP11 Cuaffs. CrEnb, D38-89 and BCSI Bulling Component 6904 Parke East Blvd. Saba N/ormatbrpvoiloble ham muss Plate Institute, 218 N. Leo SMaet, Suite 312, Plexontlrlo. VA 22314. Tampa, FL 33610 Jab Truss Truss Type Ply LOT 14/1 WATERSTONFJSTLUCI T78528402 2146373 HS JACK 2 1 Job Reference (optional) BuildersFirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Oct 30 16:47:312019 Page 1 ID:I1BgZ9ku7fOz0adCiEWxnz5J81-MTxv3NuXE7GT4RJuw6whWCNjGACFbjTiW kjOyHyO9yA -1-10.10 7-0-14 1-1610 ~ 7-0.14 Scale = 1:17.4 Plate Offsets (X Y)- 12:0-2-10 0-0.21 LOADING (pso SPACING- 2-M CSI. DEFL. In (lac) I/de8 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.51 Vert(LL) -0.09 4-7 >926 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.18 4-7 >458 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 25lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=135/Mechanical, 2=307/0-8-0, 4=77/Mechanical Max Horz 2=186(LC 8) Max Uplift 3=-116(LC 8), 2=-171(LC 8) Max Gmv 3=135(LC 1), 2=307(LC 1), 4=124(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (Its) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; B=56ft; L=39ft; eave=5ft; 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 for a 10.0 pet bottom chard 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116lb uplift at joint 3 and 171 lb uplift at joint 2. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 571b down and 651b up at 1-5-12, 571b down and 65lb up at 1-5-12, and 51b down and 68 lb up at 4-3-11, and 5lbdown and 68 lb up at 4-3-11 on top chord , and 231b up at 1-5-12, 23 lb up at 1-5-12, and 11 Ib down and 7lb up at 4-3-11, and 11 lb down and 71b up at 43-11 on bottom chord. The desig t/selection of such connection device(s) is the responsibility of others. • 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 13=-54, 4-5=-20 Concentrated Loads (Ib) Vert: 8=49(F=24, B=24) 9=36(F=18, B=18) 10=23(F=11, B=11) 11=-11(F=-5, B=-5) Joaquin Velez PE No.68182 MiTek USA, Ina FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNWG-Vdfydesl9nparemetenend READNOTES ON TNISANDWCLUDEDMNEKREFERANCEPAGEMP74M.r .. lONYl015BEFOREUSE Design void for use only with Mnek® connectors. ihb design Is based only upon parameters shown, and b for an IndlAdual bulling component, not a truss system. Before use, the bWtling designer must verity the applleabillty of design parameters and property Incorporate this dedgn Into the overall building design. Bracing lndlcoted is to prevent buckling of IndNltlual hues web and/or chard members only. Additional temporary and permanent bracing MiTek' 6 always required for stabllity and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding me fabrication. storage. delivery. erection and brobng of trusses antl buss systems. seeANSUO'll Qu Cdtab, DS549 and SCSI Building Component 69" Parke East Blvd.Safety tnformc onevolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexontlrlo. VA 22 14. Tempe, FL 33at0 Jab Tess Truss Type ty Ply LOT 1411 WATERSTONE/STLUCI T78528403 2146373 H7 MONO TRUSS 2 1 Jab Reference o tional Builders RrstSoUrM(Plan City, FL), Plant City, FL-33567, e.e4us4u rvzursmrrekmuusnrcs,inc. tress vurw io.v.oc cv,o ye, ID:ItBgZ9ku7fOz0adCiELNmz5J81-rIVHGjvA7OOKibu4UgPlW20wx ZZUK7bsIOTyVjy09y9 d-10-10 6-2-10 I 9-10-13 1-10-10 ~ 6-2-10 3-8.2 ' State a 1:23.3 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.03 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.05 7-10 >999 180 BCLL 0.0 ' Rep Stress [nor NO W B 0.20 HOrz(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 42lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Nm2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=87/Mechanical, 2=441/0-8-0, 6=350/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-94(LC 8), 2=-226(LC 8). 5=-147(LC 8) FORCES. (Ib) - Max. ComilJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-589/180 BOT CHORD 2-7= 262/531, 6-7=-262/531 WEBS 3-7=0/360,3-6=-646/319 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5ft; 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,226 to uplift at joint 2 and 147 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 571b down and 65 lb up at 1-5-12. 57 lb down and 65 lb up at 1-5-12, 5lb down and fib Ib up at 4.3-11, 5lb down and 68 lb up at 4-3-11, and 501b down and 138lb up at 7-1-10, and 501b down and 138 lb up at 7-1-10 on top chord, and 231b up at 1-5-12, 23 lb up at 1-5-12, 11 It, down and 7 lb up at 4-3-11, 11 lb down and 7lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Joaquin Velez PE No.68182 Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, 8=-50) 14=23(F=11, B=11) 15=-11(F=5, B=5) 16=.51(F=.25, MiTek USA, Inc. FL Cart 6634 B=-25) 6904 Parka East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNWG. Verity Eesl9n Pamme(ersenEREADNOMS ON MWANDINCLUDEDMIFEKREFERANCEPAGEMLL74n.IIGNWISBEFOREUSE Design valid for use only with Mrek®connectors. this design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the o East Bind. Parke 69a4 Perk East0 food ion, storage. delivery, erection and bracing of mas. trusser and truss systemmeANSURII Quality CMMe. OSS49 and 501 Su1dhD Comyonmt tartly IMormalbMvolloble from Truss Plate Institute, 219 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tam 6, P Job Trus Truss Type y Ply LOT 1411 WATERSTONE/STLUCI T78528404 2146373 ]H7PS MONO TRUSS 2 1 Job Reference (optionap Builders Fira rce (Plant City, FL), Plant City, FL-33567, 8.24UsJU142U19Mliexinaustnes,Ina. Wee Cc13u18:41:33ZU19 Pagel ID:ItBgZ9ku7fOz0adCiELNmz5J8Ws3f r3wolkW BJITG2xy9bdS00b53Yw9_l CV19yO9y8 Scale=1:22.0 5-0-0 14.10-13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(ILL) 0.11 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.10 6-7 ' >999 180 BCLL 0.0 ' Rep Stress Incr NO We 0.32 HOm(CT) -0.01 5 n/a rile BCDL 10.0 Code FBC2017/TPI2014 Matri%-MSH Weight: 431la FF=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=237/Mechanical, 2=412/04-0. 5=354/Mechanical Max Hom 2=291(LC 8) Max Uplift 4=-244(LC 8), 2=-423(LC 8), 5=-296(LC 8) Max Grav 4=291(LC 13), 2=412(LC 1).5=354(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-774/516 BOT CHORD 2-7=-710/720, 6-7= 710/720 WEBS 3-7=-151/279,3-6=-7761766 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=391t; eave=SN; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 244 lb uplift at joint 4, 423 lb uplift at joint 2 and 296 Ito uplift at joint 5. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2,54 Trapezoidal Loads (pit) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Joaquin Velez PE No.68182 Mil USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 Q174l1NING. Vedrydse9n,srs..tersand READNOTES ON TN/SANDLVCLUDEDMREKRE£ERANCEPAGEM674nm%, l,MX1o015BEFOREUSE Design valid for use only with M6ekID connectors. Mu design Is based only upon parameters shown, and Is for on Individual building component. not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Brocing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- u always required for stabllity and to prevent collapse with possible Personal Injury and property damage For general guidance regarding the Fabrication, storage. delivery. erection and bracing of fusses and truss systems, seeANSUDRI Cual"T CIN eks. DS049 and SCSI Bull Component 69M Parke East Blvd. Safety Nformalkm 01lable from Truss Plate Insfitule, 218 N. Lee Street Sufis 312. Alexandria. VA 22314. Tempe, FL 33610 Job TrussType ty Ply LOT 1411 WATERSTONE/STLUCIT7852B405 2146373 =M7V SPECIAL 2 1 Job Reference (optional) Builders FimtSource (Plant City, FL), Plant City, FL - 33567, 3x4 = 8.240 a Jul 142019 MI I ek industries, Inc. Wed Cot 3U 16:47:332019 Pagel N_rC9M1bPEGISz5a01-Js3fT3wolkWBIITG2Xy9bdS1 Uztw3Yx7_l CV19yO9y8 5.5-13 LOADING (pst) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.07 6-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 6.7 >999 180 BCLL 0.0 ' Rep Stress [net NO WB 0.32 Horz(CT) 0.02 5 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=221/Mechanical,2=413/0-11-5,5=364/Mechanical Max Hoe 2=289(LC 8) Max Uplift 4=-223(LC 8), 2= 230(LC 8), 5=-125(LC 8) Max Grav 4=272(LC 13), 2=413(LC 1), 5=391(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-1151/403 BOT CHORD 2-7- 593/1150, 6-7=-604/1155 WEBS 3-7=0/250, 3-6=-1136/590 Scale=1:22.2 PLATES GRIP MT20 244/190 Weight: 41 lb FT=20% Structural wood sheathing directly applied or 5-4-0 oc pudins. Rigid ceiling directly applied or 7-5-7 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; 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 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) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 4, 230 Ib uplift at joint 2 and 125lb uplift at joint 5. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October31,2019 QWANNING- Verityded9mparemerWrs4adeE4DN0TES ON 7NI.SANDINCLUDEDMREKNEPENANCEP40EMX7473..f UM0159EFONE USE Design valltl for use only with MreB connectors. r"' design b based only upon parameters shown, antl Is for an IndNidupl build""" component, not a buss rysfem. Before use, me builEing tlesigner must verily tt1e appllwblllN of design parameters and properly Incorporate INs tledgn "'one overall bulltling tleslBn. 8mcinglndlcotetlato bu.Wing of lndNitlual buss web and/or chord members only„Atltllilonpl temporary antl pernanant bracing MiTek' prevent 6 always requlretl for stabllly and to prevent collapse with pos4ble personal Injury and prop0dy damage. For general gultlonce regwtling the fabrication, storage, do'.,, erection and bracing of busses antl buss rystems, seeANSUTP11 Cu CIBtr110, D5ad9 and kC31 tWitlhO Comtsonrrnl fi904 Parke East Blvd. Spbty NlolmplbNvallablebam imss Hate Institute. 218N. Lee Sheet Suite 312. Alexandria, VA 22 74. Tampa, FL 33610 Job Truss Truss Type bty Ply LOT 1411 WATERSTONE/STLUCI T78528406 2146373 L03 HIP 1 1 Job Reference (options]) _ Builders FlrstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s JW 14 2019 Inc. Wed Oct 3016:47:34 2019 a 410 MT20HS = 4x10 M11`201­!S� 4x10 MT20HS= 20 II 2x4 II Scale=1:37.5 Plate Offsets (X Y)-- [2:0-2-9 0-1-81 [5:0-2-9 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (bc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.59 7-15 >408 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.50 7-15 >484 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.19 Holz(CT) -0.02 5 r1/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 80 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-3-8, 5=812/l Max Holz 2=212(LC 9) Max Uplift 2=-836(LC 10), 5=-836(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1062/1947, 3-4=-887/1927, 4-5=-1062/1947 BOT CHORD 2-9=-1485/883, 7-9=-1500/887, 5-7=-1485/883 WEBS 3-9=466/230,4-7=466/230 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 3-5-4, Exledor(2) 3-5-4 to 16-6-12, Interior(1) 16-6-12 to 17-4-13, Extedor(2) 17-4-13 to 21-4-0 zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) 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 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 836 lb uplift at joint 2 and 836 lb uplift at joint 5. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Date: October 31,2019 Q WARNNG-VeHrydeslgnpsmmetersend READNOTES ON MXAND INCLUDED MITEKBEFEMNCEPAGEM11-7473rev. IDT32015BEFORE USE Design valid for use only with MBelw connectors. This tle9gn Is based only upon parameters shown and b for an individual building component, not ��- a tras3 system. Before use, the building designer must vanity the opplicobilay of design parameters and properly Incorporate fins design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always requlrea for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrcation, storage. deiNery, erection and bracing of trusses and truss systems. seeANSVIPII Qualify CR nks. DSB419 and 1101 BW6krg Camponrrnf 69e4 Parke East Blvd. Safely Infomratbtrnollable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss True Type Ply LOT 14/1 WATERSTONEJSTLUCIT1B5284o72146373 L04 HIP GIRDER ri 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Oct 3016:47:35 2019 a 5x6 = 46 = 3x6 = 20 11 4x6 = 3x4 = 3x6 = Scale = 1:36.9 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber I 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.96 BC 0.85 W B 0.28 Matrix-MSH DEFL. in Vert(LL) 0.27 Vert(CT) -0.22 Horz(CT) 0.07 (roc) Vdefl Lid 7-15 >884 240 7-9 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excei TOP CHORD Structural wood sheathing directly applied. 34: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-10-13 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1565/03-8,5=1549/03-8 Max Horz 2=171(LC 7) - Max Uplift 2= 1339(LC 8). 5=-1331(LC 8) Max Gmv 2=1588(LC 13), 5=1565(LC 14) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown - TOP CHORD 2-3=-3062/2244, 34= 2692/2086, 4-5=3012/2219 BOTCHORD 2-9=-1845/2771,7-9=-1825/2739,5-7=-1823/2621 WEBS 3-9=4821780, 4-7=492/795 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=56ft; L=39ft; eavei Cat. II; E)rp C; Encl., GCpi=0,1Q MWFRS (directional); porch left and Fight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1339 lb uplift at joint and 1331 lb uplift at joint 5. 8) Girder carries hip end with 7-M end setback. - 9) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 733 lb down and 321 lb up at 13-0-0. and 733 Ib down and 321 Ib up at 7-0-0 on bottom chord. The desigrVselection of such connection devices) 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 (pIQ Vert: 1-3=-54, 3-4=-120(F=-66),4-6=-54, 9-10=-20, 7-9=-44(F=-24), 7-13=-20 Concentrated Loads (lb) Vert: 9=475(F) 7=475(F) Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 31,2019 O WARNWG-VeritydOelgnperemete..edREADNOTES ON WZMDWCLUDEDMREKREFERANCEPAGEMX7v3rev. fa912015BEFORE USE Design valid for use any wlm Meek® connectors. rhh design Is based only upon parameters shown. and Is for an Individual building component not a nuss system. Before use, the building dedgner must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucNing of Individual truss web and/or hord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal lrJury and property damage. For general guidance regarding the fob4catlon, storage, delivery, erection and bracing of c rsses and truss systems, seeANSU1Pi1 Quality CMtrM, DSB-89 and SCSI Building Companrrnl Safety Informalt rravo le from Truss Plate Institute. 218 N. Lee Street, suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Temps, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of Truss and fully embed teeth. 011ie For 4 x 2 orientation, locate plates 0-'4A' from outside edge of Truss. This symbol Indicates the required direction of slots In connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 To slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use Tor I bracing If Indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Mln size shown Is for crushing only. Industry Standards: ANSI/rPll: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 i dimensions shown in sixteenths scale) IIII (Drawings not to scale) 0 Of O x a- a O r JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ]CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 Mlrek® All Rights Reserved I• I• MITek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stablllty bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced muses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, she, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 1 B. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANS17rPl 1 Quality Criteria.