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HomeMy WebLinkAboutTrussn rF D 81 Y . ENOINEERINO F13®OCIATEB April 30, 2020 Building Department Ref: Adams Homes Lot: Lot35 Blk. 1 Subdivision: Waterstone Address: 8612 Merano Ave. Model: 1820 A RHG 3CF KA # 20-3042 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 I E: info@fdseng.com Website: www.fdseng.com Truss Company: Builders First Source Date of drawings: 4/23/20 Job No.: 2324167 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the. underlying structure will accommodate. all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealedby 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. >>�ira2r:rerrtj� If you have any questions, please do not hesitate -to call. a>'tV`s� i Cao gCa. D,� Sincerely, ;• g4 : fn n t Pq lF OF JJE Carl A. Brown, P.E. Todd M. Born, P.E. Luis P11J864 blo Torres, P.E. FL. # 56126 FL. # 82126 FL.#8 lj( ".Doing Business with a Service Mindset and an Eye for Detail" CAUTIONIII CONNECTORS SCHEDULE ROOF TRUSS Q - ID MODEL ROOF UPLIFT SYM 0 �A LUS24 / JUS24 835 q90 /510 JL"`10 A HTU26/ THD26 3470 1555 / 2330 JI/..6 B HTU28 / THD28 5040 2140 / 2330 +Le0 C HTU26-2 / THD26-2 33SS 2175 / 2340 Jac0 D HTU28-2I THD28-2 5005 3485 I2695 JN6 - E HGUS26-2 / THDH26-25246 2155 / 2340 W3235 JG0 F HGUS28-2/TXDH28-28025 $23513330 J00 G HGUS263 l TNDX26J5245 215512340 JP0 H' HGUS28a / THDH28-3 7835 3235/4310 J mD J THJA26 /HJC26 8990 4095 % 4370 1 U3XSNOP- l Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations O Not Reviewed (sce explanation) Corrections or comments made on equipment submittals or shop drawings during this resiew no not relieve con_ vector from compliance with requirements of the drawings and specifications: This check is -only for review of general confomlanc , with the concept of the project and general compliance with the information given in the contract domnnents. The connizacr is responsible for confimung and correlating aU,quantiti<s and dimensions. selecting Gb;*tion processes and techniques of construction; coordinating his work with thattell other t/vbddt and performing his ivark in a safe and satisfecmry manner FDS ENGINEERING ASSOCIATES Date: 04/23P020 By. Submittal No.: Proica NO: 20-3042 Project ag:: L Tour. Project N8me: Adams.Homes - Fort Pierce - Watersu ne Lot 35 BL 1 SOWS •naaavaia un rs"� ccumwa awnro asawwu wLe once aaumo �W taw er awoaa ruwwroraxcawntw arnvi«xravuartmumno 'IMPORTANT - aaeswQurzomrd acva•acrcen;veara . . "is Most APPta,n And LOao'�q' M90 b10R•NZ a•R01 rl0 turne Fa WIN xoocasvevworsmaerm•LmwevrraLcxomuvE Lono h ck gin.Fotl Your PmtaN6n Cheek All wrcuwmto-awmxswanew u+a Lo•n- Dinn.r erYour Oimonolona And Contlitlons Prior To APBELELOO I Pion. SIGNANRE BELOW INDICATES ALL ROOF LOADING ' FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL 20 PEP TCLL: 40 PEP - BEEN ACCEPTED. TCDL: 07 PEP T.CDL: 10 PEP - By 'Drto_ BCDL 10 PEP SCOW6 PSF TOTAL• 37 PEP 'TOTAL 65 PSF DURATION: lag DURATION: 1.60 RING MUST BE TO. LOADING SItEATKING, ALL INTERIOR BEARING WALLS MUST BE IN PLACEPRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND MAILING SCHEDULE 2) GEARING. MOCK REQUIREMENTS. 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. Accepted out Prior Wain 48 on By And ROOF PITCH: W12 CEILING PITCH: O/12 TOP CHORD SUE: 2 X 4 BOTTOM CHORD SME: 2 X4 OVERHANG LENGTH: IV END CUR Plumb CANTILEVER TRUSS SPACING:W nuiwex Adams Homes GROJECT: Single. Family MODEU-1 1820 A 36 FL I LOT I BLOCK: I 35111 1. !ldbm FwstSoume 4408 Airport Road Plaid City, FL 33563 Ph. (813) 306-1300 Fax (813) 3054301 I% Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2324167 - LOT 35/1 WATERSTONE MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2324167 Model: 1820 baRpA,�L 33610-4115 LoVBIOCk: 35/1 Subdivision: Waterstone-St Lucie County Address: 8612 Merano Ave.,. City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 29 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 ' T20052437 A01 4/23/20 15 T20052451 C1 V 4/23120 2 'T20052438 A01AG 4/23/20 16 T20052452 C3 4/23/20 3 T20052439 A01 BG 4/23/20 17 T20052453 C3V 4123/20 4 T20052440 A01CG 4/23/20 18 T20052454 C5 4/23/20 5 T20052441 A02 4123/20 19 T20052455 C5V 4/23/20 6 T20052442 A03 4/23/20 20 T20052456 D01 G 4/23/20 7 T20052443 A04 4/23/20 21 T20052457 D02A 4/23/20 8 T20052444 A05 4/23/20 22 T20052458 E7 4/23/20 9 T20052445 A06 4/23/20 23 T20052459 E7V '4/23/20 10 T20052446 A07 4/23/20 24 T20052460 E7VP 4/23/20 11 T20052447 A08 4/23/20 25 T20052461 G01 4/23/20 12 T20052448 B01 G 4/23/20 26 T20052462 G02 4/23/20 13 T20052449 B06G 4/23/20 27 T20052463 G03 4123/20 14 T20052450 C1 4/23/20 28 T20052464 H7 4/23/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies trussThe et pPOC j j MiTekUSA In . under my direct supervision based on the parameters uV provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin *. No; _681:Bfi My license renewal date for the state of Florida is February 28, 2021. m -OF IMPORTANT NOTE: The seal on these truss component designs is a certification �.9 STA71=• that the engineer named is licensed In the jurisdiction(s) identified and that the i�.,p`,• �O 1P designs comply with ANSIrrPI 1. These designs are based upon parameters �� �° p (L1 ;0;: 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 ONAL-; �Wwai TRENCO's customers file reference purpose only, and was not taken into account in the liA1v preparation of these designs. MiTek or TRENCO has not independently verified the _Jdsqulnvelez PE NbA ita2. applicability of the design parameters or the designs for any particular building. Before use, MRek USM1;Immulfu m Mrit" the building designer should verify applicability of design parameters and properly rke East BNE,7ampa f incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. April 23,2020 Velez, Joaquin Iof2 RE: 2324167 -LOT 35/1 WATERSTONE M!Tek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2324167 Model: 1820 A 3CAR Lot/Block: 35/1 Subdivision: Waterstone-St Lucie County Address: 8612 Merano Ave.,. City: Fort Pierce State: FL No. Seal# Truss Name Date 29 T20052465 H7V 4/23/20 2of2 Job Truss NSS Type pty Ply LOT 35/1 WATERSTONE 2324167 A01 SPECIAL 13 1 T20052437 nM1 Y. -• 6.00 12 5x8 = 5 o.c-,u a ma, a ma mu ex mauslnes, me. I mD Apr 2412:57:542U20 Scale =192.4 22 23 5x8 i 5x8 4 6 �z4 2x4 3 7 5x8 STP = 1.5x8 STP = 21 24 2 14 13 12 25 26 11 10 1 6z12 Mr20HS = 89 4x6 = 3x4 = 3x4 = 8x12MT2UHS = f 4xlOMT20HS c 3.00 12 4xlOMT20HS a 843-0 176-8 22.18 31-0-0 39A-0 AAII Plate Offsets (X Y)— f2.0-0-14 Ednel (4 0-4-00-3-01 ffi O-0-0 OJ-01 I8 0-0-74 Etlgel LOADING (pso SPACING- 2-04) CSI. DEFL. in (lac) IIde8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.0010-11 >475 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Hoa(CT) 0.56 8 Na No BCDL 10.0 Code FBC2017/TPI2014 MaMx-MSH Weight: 197 Ih FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOTCHORD 2x4 SP No.1 'Except' 2-14,8-10: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0,8=0-8-0 Max Hoe 2=-033(LC 8) Max Uplift 2=797(1_C 10), 8=-797(LC 10) Max Grave 2=1540(LC 1), 8=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-1-0oc bracing. WEBS 1Row at midpt 6-11,4-12 FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-0=-5015/2708, 3-4=4724/2545, 4-5=-2447/1526, 56=-2447/1526, 6-7=.4632/2545, 7-8=-4908/2708 BOTCHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=2261/4433 WEBS 5-11=450/970,6-11=-1297/858,6-10=-708/1631,7-10=-271/284, 5-12=450/1024, 4-12=-1385/858,4.14=-708/1789,3-14=-257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedof(2)-1-4-010 2-7-10, Inte lor(1) 2-7-10 to 15-106, Exterior(2) 15-106 to 23-9-10, Intedogl) 23-9-10 to 37-06, Exttmor(2) 37-0-6 to 41-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 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) Bearing at joint(s) 2, 8 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 1001b uplift atjoint(s) except Q1=16) 2=797, 8=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaguin yelez PE N0.68182 MTak USA, Inc. FL Cart 6634, 6904 Parke Ent Blvd. Tampa FL 341610 Dale: April 91 9n2n AINARNINO. yomy design possessor. and READ NOTES ON TINS AND INCLUDED MIIEK REFERENCE PAGE MII.1479 nv. tW"o1S BEFORE USE Design valid for use only with Wei connecters. This design Is based only upon parameters shmen, and is for an Individual building component rot ��- a base system, scene use, rue buiking designer must verify Na applicability of design parameters and properly Inratponee Ole design am the orerall bulitling design. among indicated is to prevent buckling of individual huge web andlor chpM members only. Additional temporary and pemomeentleacing Is alwaye ro,ulmtlferstabllity and to prevent collapse Win xi personal Injury and pi damage. ForgenomIguidanceregandl the WOW fabrication, storage, delivery. snob. and bracing of trusses and truss systems, an ANSUTPII Career, Cr/tm4e, DS8.89 and BCSI Building Component Saferylnfermnou available fmm Tmw Plate Instii 218 N. Lee Street, Suits 312. Massacre, VA 2231C Tampa.and Parke East Blvtl. rke s10 1 Job Truss Truss Type Oly Ply UOT35/1 WATERSTONE T20052438 2324167 A01AG SPECIAL 3 1 Job Reference (optionall (optional City, FL), Plant City. FL - 33567, she = 6.00 12 4x6 II 5 6 8.240 s Mar 9 2020 MiTek Inc. Thu Apr 23 12:57:55 2020 Pagel Scale -1:72.2 12 2B 29 life 73 46 = 3x6 = 3x6 = 3.00 12 &a = 3x6 = 15-0-8 20-1-8 20- -0 NO-O 21-2-9 39-8-0 8.8-0 6-7 8 43 10-0-9 95.7 Plate Offsets (X Y)— f2:0-1-14 0-0-71 f4:0-4-0 0-3-01 [7 OJ-0 0-3-01 112 0-3-8 0-3-01 LOADING (psf) SPACING- 2-M c51. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.32 10-12 >729 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.5310-12 >440 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Hom(CT) -0.08 12 We we BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2041b FT=201 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Excepl' 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING- TOPCHORD BOTCHORD WEBS REACTIONS. (size) 2=0-8-0, 12=04.0, 9=Mechanical Max Holz 2=425(LC 9) Max Uplift 2=-511(LC 10), 12=586(LC 10), 9=396(LC 10) Max Gras, 2=805(LC 19), 12=1613(LC 15), 9=829(LC 16) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=-2147/1340, 3-4=-1793/1141, 45=-615/646, 5.6=-423/582, 5-7=-196/395, 7-8=-1176/779,8-9=-1351/818 BOT CHORD 2.16=-1087/2226, 15-16=-477/1139, 12-14=-1184/455, 6-14=-1061/454, 10-12=-222/556, 9-10=592/1148 WEBS 3.16=-3701335, 4-16=-009/1049,4.15=-935/646, 7-12=808/530, 7-10=-2941744, 8-10=4061396, 5-15=-468/964 Structural wood sheathing directly applied or 3-8-6 oc putting. Rigid ceiling directly applied ors-6-10 oc bracing. Except: 1 Row at mitlpt 6-14 4-2-0 oc bracing: 12-14 1 Row at mitlpt 7-12 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=D.18; MWFRS (directional) and C-C Extenor(2)-1-40 to 2-7-10, Interior(1) 2-7-10 to 15-10-6. Exterior(2) 15-105 to 23-9-10, Interim(() 23-9-10 to 35-8-6, Exteriar(2) 35-8-0 to 39-8-0 zone;C-C tar membersand forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(S) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joini except at=lb) 2=511,12=586,9=396. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vela: PE ND.62182' MlTpk USA, he, FL Cart 6634, 6904 Parke East Blvd. Tampa FL 33610 Data: Apra 9,4 909n AWARNING. weritydsal micarunarersand READ NOTES ON TNISANDINCLUDEDMITEN REFERENCEPAGE511A7413 nv. 1"341015 BEFOREUSE Dealgn valid for use only with MTeW rannectnp: This dealgn Is based only upon parameters shown, and Is for an Individual building component, rut a truss system. Before use, Me building designer must verify Me applicability of design parameters and pmpery incowmae Pie design Into the overall ��• buildingdeslgn. Brae,NaicatedietopreventbublngoflndNldualhusawebandoraoMmembasonly. AddiSonatamusearyand pammnentivesing to MiTek' always mqulred fin stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,stands,dolver, erection and bracing oftrusses and hues systems,see ANSWP11 Quality Ghana, DSB-09 end BC& Bulldog component Sebtylnfcrmati available from Truss Plate lnsetute,218 N. Lee Street, Suite 312. Alexandria, VA 22314. 6904 Paul East Blvd. Tampa. FL U610 Jab Truss Truss Type City Ply LOT 35/1 WATERSTONE T20052439 2324167 A01BG SPECIAL 2 1 Job Reference o (tonal uunaela PlrstSource (Plant lxty. PL), Plant City, FL-33557, 6.00 12 Us � 3.00 12 Sx8 \\ 1.5x8 STP = 6x8 = 9 2020 MiTek Industries, Inc. Thu Apr 23 12:57:56 2020 Sx8 = 8-e-0 I 13-0-0 19-00-0 20�1-0 294-7 39-8-0 8-8-0 44-0 8-10-0 0- -0 94-7 10J-9 3x6 = Scala-1:75.9 Plate Offsets (X Y)— [2:0-1-10 Edge] [4:0-4-00-3-0t [5:0-2-12 0-2-121 [6:0-3-0 0-3-0] [9:0-4-0 0-04] [70'0J-8 0-3-0I LOADING (psf) SPACING- 2-M CSI. DEFL. in (lac) tiger L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.31 9-10 >761 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.51 9-10 >463 180 BCLL 0.0 Rep Stress Inor YES WB 0.43 Hom(CT) 0.08 10 Na n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight 19716 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-5 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except 5-10: 2x4 SP No.3 1Row at midpt 5-11 WEBS 2x4 SP No.3 4-10-0 oc bracing: 10.11 WEBS 1Row at midpt 4.11,E-10 REACTIONS. All bearings 0-8-0 except (jt=length) 8=10echanical, 12=04-0. (Ito)- 'Max Harz 2=425(LC 9) Max Uplift All uplift 100 1In or less at joint(s) except 2=547(LC 10), 10=574(LC 10), 8=424(LC 10) Max Gr-4v All reactions 2501b or less atjoint(s) except 2=736(LC 19), 10=1468(LC 15), 8=840(LC 16), 12=251(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-1815/1488,3.4=-144211292, 4-5=-267/437, 5-6=-204/462, 6.7=11361810, 7-8=-1357/892 BOT CHORD 2-13=-1222/1922, 12-13=-5921908, 11-12=.592/908, 10-11=-1019/404, 5-11=496/88, 9-10=-299/598, 8-9=557/1154 WEBS 3-13=-399/332, 4-11=-1037/802, 6-10=-878/571, 6-9=-236/691, 7-9=-408/390, 4-13=4401911 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=451T L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-14-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2) 15-10-6to 23-9-10, Interior(() 23-9-10 to 35-8-6, Exterior(2) 35-8-0to 39.8-0zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcumefd 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 35-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCOL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI i angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 2, 574lb uplift at joint 10 and 4241b uplift at joint 8. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vetea PE No.88102 MTek USA, Inc.FL Cart 6634, 69W Parke East Blvd..Tampa PL J3810 Data: April 23,2020 AWARNING- lerydesignparamwersaMREAD NOTES ON THISAND INCLUDEDMR K REFERENCEPAGEMII.7417ae1 1002AD1SBEFORE USE sesses Design valid for uae anlywih Wake mnnedom. This design Is based only upon parameters show, and Is far an Individual building component, not W r- a W.a ayatem. Before use. Me building designermust very the appliwbiliy of design pammetoth re and properly Incorporate this design into e overall ` bulldingdealgn. Bmcirg lndiwted is to prevent butlding of Individual Was web an&or chord members only. Additional temporary and permanentb,adog MiTek' Is always re9ulred for mabiliyand lopnward collapse with possible personal injury and propMmreg edaaga For general guidance regarding Me fabrication. storage. delivery, erection and bracing ofbusses and truce systems,see ANSWPH Dually Criteria, DSB49 and SCSI Sabana Component SideylnRwaaeon evaitablefiomTmss PlatalnaeWla, 21BN. Lee Street Suite 3II,Plaxantlda, VA 2231d. 690,1 Pad. East Blvd. - Tampa,R W610 Job Truss Truss Type Oty Ply LOT 35/1 WATERSTONE T20052440 2329167 A01CG GABLE 1 1 Job Reference p tional 6ullaers FIndbic urce (Plant uty, Fly, Plant City. FL-33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:57:58 2020 Scale-1:78.3 &A II 16 15 14 13 10 91 w a 3x6 = 3x4 = 1.5x8 STP = 5x8 = 3.6 = 3x6 = 5-10-0 13-2-0 19-10-0 20- -0 29-0-7 39.8-0 5-10-0 7d-0 6.°-0 0- -0 9.4-] 10.3-9 Plate Offsets (X Y)- (10-3-0 0-3-01 [6:0-3-0 0-3-01 [9:0-4-00-3-41 [27:0-1-12 0-1-0] LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ved(LL) -0.31 9-10 >763 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Be 0.97 Vert(CT) -0.50 9-10 >474 180 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.06 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 2581b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-10 oc pudins. BOTCHORD 2x4 SP No.2'Except' BOTCHORD Rigid ceiling directly applied or-2-2-0 Do bracing. Except: 2-13: 2x4 SP No.2 P, 4-13,5-10: 2x4 SP No.3 1 Row at miti 5-11 WEBS 2x4 SP No.3 6-0-0oc bracing: 10-11 OTHERS 2x4 SP No.3 WEBS 1Row at midpt 4-11,6-10 REACTIONS. All bearings 13-2-0 except (jt=length) 1 Oiid , B=Mechanical. (Ib)- Max Horz 2=425(LC 9) Max Uplift All uplift 1001b or less atjoinl(s) 16 except 2=231(LC 10), 10=-198(LC 10), 15=-343(LC 10), 13=-016(LC 10), 8=452(LC 10) Max Gmv All reactions 250 lb or less aljoint(s) 2, 14, 16, 2 except 10=1002(LC 1), 15=288(LC 1), 13=1 15). 8=858(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-025/299, 3-4=361/361, 4-5=-274/527, 5-6=-251/530, 6-7=-11751874, 7-8=-1396/955 BOTCHORD 12-13=-595/368, 4-12=-527/407, 10-11=434/2, 5-11=380/84, 9-10=360/635, 8-9=-713/1189 WEBS 3-15=-320/387, 6-10=-879/574,6-9=-228/686, 7-9=407/387 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10: Vuk=160mph (3-second gust) Vasd=124ni TCDL=4.2psh BCDL=5.Ops1; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-10, Interior(i) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10. Interici i) 23-9-10 to 35-8-6, Exterior(2) 35.8-6 to 39-8-0zone;C-C for members and farces 8 MWFRS for This item has been reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 electronically signed and 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 sealed by Velez, Joaquin, PE Gable End Details as applicable, or consult qualified building designer as per AN51?PI 1. In DI using a Digital Signature. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 Co. Printed copies of this 6) This truss has been designed fora 10.0 par bottom chord live load nonconcurrenl with any other live loads. document are not Considered 7)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members, with BCDL= 10.Opsf. "P" Signature must be Verified e Lumber designated with a is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other on any electronic copies. suitable treatment may be used if It does not corrode the plates. If Ace, CBA, or CA-B treated lumber is used, improved corrosion Joaquin yalez PE No.68182 Protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this MiTek USA; li Carl 6634,, design. Building designer to verify suitability, of this product for Its intended use. 6904 Parke East BlvdLTamps FL 0061b 9) Refer to girders) for truss to truss connections. Data: 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(s) 16 except (jt=lb) April 23,2020 2=231 10=198 15-343 13=316 8=452 2=231. A, WARNING. yerhydeslgnparamelereand READ NOTES ON7MSAN0 INCLUDED MrrEI( REFER£NCEPAGEMP-7473mv. 10/O3,2015BEFORE USE. Design valid for use only wim Mlfelvi connectors. This dmi la based only upon parameters shown, and is for an mdivldual building mmponenl not system. Beare use, ms building designer must vo maapplicability ofd®gn parameters and property moorpand. rub design Ina me overallbuilding design. emong indicated is to prevent budding oft anhood Wee web social chmd members only. Additional an,xvi and permanent bracing F!IT'ek- fianciation.abuss Ie always required faretabilily and a prevent collapse wim possible persanal Injury and a o,rany damage, For general guidance regarding menames,delver, erection and Neung of bust. and truce syaxi see ANSUTPI1 Dually CNiMq DSB49 and BCSl Building ComponenttBlvd.Sefelyfnforpa0an availablafmmTmwPateIns4Nte,218N.LeeStreet,Swle312,Ma ndda,VA22314. 10 1 Job Truss Truss Type City Ply LOT 35/1 WATERBTONE T20052441 2324167 A02 SPECIAL 1 1 Job Reference (optional) .,,.,,,..,a %r K_'y. w, .am ury, rr.- aocis" o.c,u b mar a ZVto MI 1 ex Inausmea, Inc. I nu Apr 2312:57:59 2020 5x6 = 6.00 12 54 = 5 6 5.8 i 24 25 5x8 4 7 2x4 2x4 L 3 8 1.Sx8 STP = 23 2 6 15 14 13 1 6x12 W20HS = 3z6 = 3x4 = 3x4 = Scale = 1:74.1 1.5x8 STP = 26 4 3x4 = U12MT20HS = 910 19 r4`r 5x8 3.00 12 548 8-8-0 15-7-7 19-10-0 1 244)-9 31-0-0 I 3"_0 Plate Offsets (X Y)- [2.0-2-7 Edae][4�0-4-00-Ml [5:0-4-0 0-2-81 [6'0-4-0 0-2-81 [TO-0-0 0-3-01 [9'0-2-7 Ed e) LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Odeft L/d PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TIC 0.89 Ved(LL) 0.61 11-12 >787 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress [nor YES WB 0.75 Hom(CT) 0.57 9 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 14,7-10:2x4 SP No.1 BOTCHORD 2x4 SP No.2*Except' 2-16,9-11: 2.4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-M, 9=0-8-0 Max Hom 2=-417(LC 8) Max Uplift 2=-797(LC 10). 9=-797(LC 10) Max Grav 2=1540(LC 1).9=1540(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or4-8-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-0=-0621/2604, 4-5=-2726/1736, 5-6= 1932/1427, 6-7=-2726/1736, 7-8=-4621/2604, 8-9=-0905/2771 BOT CHORD 2-16=2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=740/1929, 11-12=-1510/3090, 9-11=-2318/4431 WEBS 3-16=-282/293, 4-16=.739/1735, 4-15=-1216/789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-1138/789, 7-11=-740/1605, 8.11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps-, BCDL=5.Opsf; hot5ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-0. Exterior(2)15.0-6 to 24-7-10, Interior(1) 24-7-10 to 37-0-6, Exteriog2) 37-" to 41-M zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcumerd 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 3-641 tall by 2-f1-0 wide will fit between the bottom chord and any other members. 7) Bearing atjolnl(s) 2, 9 Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing Oate Capable of withstanding 100111 uplift at joints) except (j1=16) 2=797, 9=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin yilez PE No.68102' MTek USA, Inc, FL Cef! 6634' 6904 Parke East Slid. Tampa FL 33610 Date: April 23,2020 AwmeamG. Vedrychieloparem .nal REA)NO7E50N MIS AND INCLUDED MITEKREFERENCE PAGE M0.)473ne, 10b.12015eEPoRE USE • Dodge valid fen use only with MTek® connenpm. This design Is eased only upon pammetem shown, and Is her an Individual building component, not a buaa eyatem. Before use, Me building designer must vedfy Me eppWAhility, cf deagn parameters and propedy Incoryorale this design On Me overall anidingtealgn. Bracing indicated isteonvanntbuddingoflndivlduaitrues web amVorcimemhemonly . Additional lemporaryand permanentbradng MOW' la Was" requlred faragbMt and b prevent collapse Win possible peacinjury and injuand pmpeny damage. For general guidance regarding Me AN5VAnOialiyCrifrf; DS&89 andaC5l Ridding Companvnf fabdwlion,amothan dwailab.emaTmW bradng Institute, Selefy/n/armeaon avallahlefmm Trvsa Plate InaOMle, 218 N. Lee Street 5uib 312, Plexandda, VA 22314. N.ee Street 6904 Parke East Blvd. Tmr Pe.FL M610 Jab Truss Truss Type Oty Ply LOT 1111 WATERSTONE 2324167 A03 SPECIAL 1 1 T20052492 Job Reference footioni ae it 6.00 12 5x6 = 6 1.5x8 Sx8 = 6 � • — _ �,. .... m n,wamea, irec. i nu Bpr za lz:od:ul zui 4x10 MT20H5 n 3.00 12 5xS B-B-0 V7-0O 22A-0 31-0-0 39-0-0 a -a n Scale=1:74.6 Plate Offsets ( Y)— [2.0-0-14 Edoet [4 0-U 03-0][5 Ov°-0 0-2-01 [6:0-6-0 0-2-8][TO-3-0 0-3-01 [9:0.2-7 Edo 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.9811-12 >485 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WE 0.96 Holz(CT) 0.56 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 1-4.7-10: 2x4 SP No.t BOT CHORD 2x4 SP M 31 "Except" 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (sae) 2=0-8-0, 9=0-8-0 Max Ho¢ 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 Be puffins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 4-14, 6-14 FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5012/2919,3-4=-4688/2731,4-5=-2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-158813237, 12-14=-968/2197, 11-12=-1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324,4-15=-783/1792,4-14=-12411791,5-14=-415/824, 6-14=-251/253, 6-12=415/915, 7-12=-1168/791, 7-11=.783/1646, 8-11=.319/324 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-4-0 to 2-7-10, Interior(1) 2-7-10 to 13-0-6, Exterior(2) 13-0-6 to 26-7-10, Intenor(1) 26-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces S MWFRS formactions 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 nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except QtAl 2=797,9=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic. copies. Joaquin Velez PE No.68182 MiTpkUSA; Inc. FL Cot! 6834' 6964 Parke East Blvd. Tampa FL 33610 Date: April 23,2020 A wmae G- Vasty design parameters aMREAD NOTES ON MIS AND INCLUDED MITEK REFEH£NCEPAGEWh7473 10A13,42015 BEFORE USE sesse rev. Di valid for use only wlib Mrek® connectors. This design is based only upon paameters shown, and is for an individual building component, not ��• e bdesigner uss spell Before use, Pe building dener must van y Me applicability of design parameters and property incorporate Nth is design into e evt en buildingdesige. Bmd�indicatetlistoprewntbucalingofindividualtmsswebanNorchoNmembersonly. Addiionilteripararyandpareanentbacing MiTek is always recuir� for stibillNcollaa and to prevent pse AM possible peonal injury and property damage. Forgeneralguidanceregardingthe fabdosti0q atoage, tlelivery, erection and hating of Wsses entl truss systems, see ANSVTPII quality C,R la, DSB.89 and BOSI Building Component Safetyln{ornatlan available fmm Truss Plate Inaututs, 218 N. Lee Street Suite 312, Aissour rta, VA 4314. EastB East B 6904 Parke ivtl. Tampa. pit. 36610 Jab Truss Truss Type Oty Ply LOT 35/1 WATERSTONE T20052443 2324167 A04 SPECIAL 1 1 Job Refer n [notional) a, d M-iG. tv (ri... i Cii , FL). nam _a , nc-..a,, e.zru s mar idzozu Ml lex lnaustnes, Inc. Thu Apr 23 12:58:03 2020 Page l ID:1930GWBBpX3jR187zeOm7kz5?ad-Z6STY9smf7AcvnOkventgEghgmJ8FnZeDd9wUBzNqPI 1 d-D 5-11-1 9-F-9]-9 15-0-0 19-IM 24-M 30-1-7 33,13-15 39E-0 1-0-0 -0-0 5-11-1 3-54'r] 4-10-0 4-10-0 55-7 3-7-9 son = 5x8 11 3x4 = 5x6 = 25 6 26 7 28 L5x8 STP = 10 5x8 3.00 12 5.8 a 5x8 8S0 15-0-0 24-8-0 31-0-0 3941-0 8 Vo 6-0-0 9-8-0 6-0-0 8-0-0 Scale=1:73.4 Plate Offsets IX Y)— 12:0.2-3 Edoel [2:0-2-7 Edirel [4'0-0-00-3-01 [5'05-0 0-2-01 [7 0J-0 0-2-0[ [8'OJ-0 0-3-01 [10 0-2-7 Ed el [10 0-2-3 Eda 1 LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.57 13 >841 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.80 Vert(CT) -0.9813-15 >484 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inor YES WB 0.47 Hoa(CT) 0.56 10 n/a nia BCDL 10.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Hom 2=335(LC 8) Max Uplift 2=-797(LC 10), 10=797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. BOT CHORD Rigid ceiling directly applied or3-11-12 oc bracing. WEBS 1Row at midpt 4-15.8-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4956/2969,3-4=-4745/2875, 4-5=-2838/1878,5-6=-2498/1782, 6-7=-2498/1782, 7-8=2838/1878, 8-9=-4672/2875, 9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=598/1328, 4-15=-1646/1009, 5-15=513/980, 7-13=513/980, 8-13=-1538/1009, 8-12=-598/1238,6-15=-339/196, 6-13=-339/196 NOTES. 1) Unbalanced 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=1511; 8=451t; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Extedor(2)11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-85. Extedor(2) 20-8-6to 28-7-10, 1nlerior(1) 28-7-10 to 37-0-6, Extenor(2) 37-0-6to 41-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 pond ing. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pelf 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 = 10.0psf. 7) Beanng at joint(s) 2, 10 considers parallel to grain value using ANSli 1 angle to grain formula. Building designer should verify rapacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=797,10=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jaaquin Velez PE No.60182 MiTek USA, fee FC' Cert tism 6904 Parke East Blvd. Tampa �FL SD610' Date: April 23,2020 ®WARNING-Ved,51 Wl-paramef --s READNOTESONTNISANDINCLUDEDM1rENREFERENCEPAGEM147473n,1aMV[a15SEFOREUSE ses Deaign valid for use onlywitn MITek® connection. This design is based only upon parameters shown, and is far an Individual building component, not ��• e muss ayatem. Before use, the building designer must venly the applicability of design parameters and properly Incorporate IDis design into theovsral buildingdasign. Bracing Indicated is to prevent bmeTing of individual muss web andlor shod members only. Addieonaltem"mryandpermanembracing is avays MiTek' required for stability and to prevent uwllopse with posaible personal injury and property damage. For genet guidance regarding the fabrication, stooge, delivery, erection and bracing of musses and muse systems, see ANSM11 Quality Gnarls, DSB-88 and BCSI Building Component SaflylnPorma6on available from Times Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. st 6904 Parke East Blvd. Tampa, FL Ea610 Job Truss Truss Type any Ply LOT 35/1 WATERSTONE T20052444 2324167 A05 SPECIAL 1 1 Jab Reference (optional) Builders FirstSource(Plan City, FL), 1-0-0 6-8-0 Plant City, FL-33567. 13-0-0 19-10-0 8.240 s Mar 92020 Mires Industries, Inc. Thu Apr 23 12:58:04 2020 Pagel ID:1930GWBBpX31R187ze0m7kz57ad-t175NSPORITX.TM16DRNg3AdE_9goSHvTOdzNgPH 26-8-0 k 33-0-0 39A-0 1-0-0 L -0-0 6-64 8-0-0 6-10-0 6-10-0 644 6-&0 Scale=1:73.4 Sx8 = 6.00 12 3x4 = 5` - 4 23 24 5 25 266 �1 28 1.60 STP = 5xB � 3.00 12 5.8 8-8-0 24-0-11 31-0-0 39-8-0 §121 fi-01-5 8-5-6 611-5 8-8-0 Plate Offsets (X,Y)- [2:0-2-7 Edge) [3:0J-00-3-01 [4:0-5-0 0-2-01 [6:0-5-00-2-0][7:0-3-0 03M1 [8:0-2-7 Edce) LOADING (psf) SPACING- 2-M CS]. DEFL. in (too) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOLL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.9611-13 >498 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.80 Hoa(CT) 0.59 8 nla Na BCDL 10.0 Code FBC2017frPI2014 Matdx-MSH Weight: 190 In FT=20% LUMBER- TOPCHORD 2x4 SP M 31'Except' 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOTCHORD 2x4 SP M 31'Excai 12-14,10-12:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (sae) 2=0-e-0, 8=0-8-0 Max Ho¢ 2=-294(LC 8) Max Uplift 2=-797(LC 10). 8=-797(LC 10) Max Gmv 2=1540(LC 1), 8=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or2-2-0Go bracing. FORCES. (Ib)-Max.Comp./Man. Ten. -All faces 250(lb) or less except when shown. TOP CHORD 2-3=4919/3081, 3-4=4613/2900, 45=-3036/2066, 5-6=-3036/2066, 6-7=4613/2900, 7-8=-4919/3081 BOTCHORD 2-14=-2601/4556, 13-14=-1468/2821, 11-13=-173913223, 10-11=1468/2821, 8-10=2601/4445 WEBS 3-14=371/405, 4-14=-1034/1926, 413=-156/535, 5-13=-399/285, 5-11=-3991285, 6-11=156/535, 6-10=-1034/1815, 7-10=-078/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=4511; L=40ft; eave=511; Cat. 11; Exp C; Encl., GCpi=O.18; MWFRS (directional) and C-C Exlenor(2) -1-4-0 to 2-7-10, Intertor(1) 2-7-10 to 9-0-6, Extedor(2) 9-0-5 to 16-11-10. Interior(1)16-11-10 to 22-M, Extedor(2) 22-8-6 to 30-7-10, Interior(l) 30-7-10 to 37-0.6, Exterior(2) 37-0-6to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Beadng atjoint(s) 2, 8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstand Ing 100111 uplift at joint(s) except lit=lb) 2=797, 8=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin yBIe2 PE No.BB1 B2' MiTek USA, Igo. FL Cart 6634 9904 Parke East Blvd. Tampa FL J3910 Data: April 23,2020 AWARNING-Vadyy tlasrgnpemmaremeNREAD NOTES ON THIS AND INCLUDED MITEKRERERENCE PAGE ggN473mv. 16,0=01511EFORE USE ' Douge vend for use onlywiN Wek®wnnedon. This design is based only upon paremetem shown, and is far en Individual building component, not a Was steapm. Before use, rue building designer must verily be applicability of design parameters and properly incorporate rule design line Me ommil buildingdeaign. Bracing Indicated into prevent budding ofindividual Mass, web antler Mortl members only. Addiionl temporary andpeunanentiacin, MiTek' la always mguired for stability and to prevent collapse with leasable peramal stun, and properly damage. Far general guidance regarding rue fabrication, storage, delivery, arecaon and bracing oftrusses and truss steams, sea ANWPI1Dualiiy Clllmlo,DSB-89and BCSIBuOding Component Saletylakenaden available gem Tmss PUte lnsUtute, 21B N. Lee Street,Suite 312, Alexandda, VA U314. 6904 Parke East Blvd. Tampa, FL W610 Job Truss Truss Type Qty Ply LOT 35/1 WATERSTONE T20052445 2324167 A06 SPECIAL 1 1 Jab Reference (optional) Counters rinagource trlam ury, r L), Plant cny, 1-1--33S5f, d.z4u 9 Mar a zu2u MI I ex, Industries, Inc. Thu Apr 2312:58:06 2020 5x6 = 2x4 11 Sx6 = 5x6 = 4 24 25 5 6 26 27 ] fi12 .00 2x4 = 23 3 1.Sx6 STP = 22 15 11 12 2 13 11 d1 8xl4 W20HS = Sx8 = 5x8 = 4x6 = 8xl4 W20HS = Scale=1:72.0 28 2x4 _ 12 tZ�� �5 1.Sx85TP14 = 0 29 s10 la 5x8 = 3.00 12 5x8 8-8-0 16-10-11 I 22-9-5 31-0-0 39.8-0 1 Plate Offsets (X Y)— [2'0-2-7 Edge] [4'0-3-8 0-2-41 [6'0-3-003-01 P'0-M 0-2-41 [9'0-2-7 Ed el [11'0-7-00-3-91 [15'0-7-0 03-91 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.73 12-14 1656 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.0314-15 >464 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Hom(CT) 0.58 9 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 209 In FT=20% LUMBER - TOP CHORD 2x4 SP No.t'Except'. 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 13-15.11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=048-0, 9=0-8-0 Max Hors 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) BRACING - TOP CHORDStructural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4.7-8 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4917/3132, 3-4=4608/2864, 4-5=4142/2720, 56=4142/2720, 6-7=-4145/2722, 76=4608/2863, 8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14--2270/4158, 11.12=-1781/3281, 9-11=2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14-321/319, 6-12=-381/321, 7-12=550/1117, 7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vwc1=124ni TCDL=4.2psf; BCDL=5.Opsf, lh=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(() 2-7-10 to 7-06, Exterior(2) 7-0-6 to 14-11-10. Interior(1)14-11-10 to 24-8-6, Exterior(2) 24-86 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2) 37-06 to 41-0-0 zone;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pounding. 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 20.0psf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSlrTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (R=1b) 2=797.9=797. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. JDaguin yelae PE N6.68182 MTelf USA, InD.FL Cert 6836, 6904 Padre East Blvd. Tampa FL 33610 Date: April 23,2020 AWARNING- Verily design pasmadm a and READ NOTES ON THISAND INCLUDED MREx REFERENCE PAGE MX7473 mv. 100D31D15BEFOREUSE. Design valid for rasa only wipe 1417e100 connectors. This design is based only upon parameters shown, and d for an individual building component, not a buss system. Before use. Me building designer must verify to applicability of design parameters and property incorporate this design into to overal buildingdesign. Bracing indikated is to prevent bualmg of tdividualWu web andior chord members only. Additianaltemporaryandpermanentbrodng MiTek' is always milerel far stability and to prevent caltapse wit possible personal Injury and pmpenI damage. For general guidance regarding to fabricator. storage, delivery, meckm and burring of busses and buss systems, sea ANSUrPI1 Dialily CAtena, DSB49 and SCSI Binding Component Ssfeylnfmmadonevadablefrom Tmse Plate InsNuta,21a N.Lee Sb Lsuite312,Alexandria,VA22314. Eaat B fi904 Parka Sanslvd. Tampa. FL Job Truss Truss Type Oty, Ply LOT 3511 WATERSTONE T20052446 2324167 A07 SPECIAL 1 1 Job Reference (optional) ounuena rnxoumue(Mara 1<-0 00 Cny, FL), 4-6-5 riani City, rL- sacar, 9-0-0 1510-8 D.zau s mar a zuzu Miler mcustdes, Inc. Thu Apr 23 12:58:07 2020 Page ID:193OGWBBpX3jR187zeOm7kz5?adSth OXvHjMg1O0UBUspr4?M?OmoBLE8E78dyzNgPE 23-9-8 30b-0 351-11 39-8-0 1-0-0 4-65 4511 6-105 ]-10-15 640.8 4-511 455 d-D Scale=1:72.0 5x6 = 3x4 = S 8 = 6.00 12 4 27 2829 5 6 3031 32 7ad6 3x4 4 3x4 C 1.5x8 STP = 3 26 833 25 36 1.5,S STP = 2 17 16 15 14 13 12 I 01 18 5x6 _ 3x4 = 3x6 = 5x6 = 5x6 0 11 910 Ic+ Ic44i o 2.4 II 3x4 = 2x4 II 3x6 > 3.00 12 3,13 x Fs e-1-10 12-8-0 121-6�14 19-10-0 26-0-0 31-0-0 35-1.11 39-8-0 Plate Offsets (X Y)— [2:0-0-10 Edqe) 14;03-0 0-2-0][6:0-4.0 0.°-0][7:03-0 0-2-0][9:M-10 Ed el LOADING (psf) SPACING- 2-M CSI. DEFL. in (loci I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 Rep Stress lncr NO WB 0.59 Hom(CT) 0.03 9 Na n/a BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied orb-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length)16=0-4-0, 13=0-4-0. (lb)- Max Hors 2=212(LC 9) - Max Uplift All uplift 100 111 or less at joint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250 Ill or less at jginl(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19),13=1185(LC 20) FORCES. (lb)- Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=-338/121, 4-5=318/669, 5-6=-58/715, 6-7=-3401707, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18=280/979, 17-18=-284/986, 16-17=23/293, 15-16=328/159, 13-15=-426/281, 12-13=0/332,11-12=-351/945, 9-11=-346/937 WEBS 3-17=599/493, 4-17=-50/419, 4-16=-986/605, 5-16=792/733, 5A 5=520/206, 6-15=-089/297, 7-12=-70/391, 8-12=-588/485, 6-13=-773/717, 7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-&0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Ectedor(2) 5-0-6 to 12-11-10, InUmor(1) 12-11-10 to 26-8-6, Exterior(2) 26-M to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Ededor(2) 37-0-6to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water policing. 4) This truss has been designed fora 10.0 par bottom chord live load nonconcurrent with any other live loads. 5) a 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) Bearing at joints) 2, 9 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2881b uplift at joint 2, 3021h uplift at joint 9, 686 lb uplift at joint 16 and 7151b uplift at joint 13. 8) Load cases) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this Wes. 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 Except: This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Y-elU PE t1d.60182' MiTek USA, fnc.FL�Ceit 6614', 6904 Parka East Blvd. Tampa FL 3J610 Data: Amrll Da ort,n Continued on a e 2 A& WARNING- UedfydaslgnparamerelsendREAD NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMI-7473 rev. 100k1ali IBEFORE USE assess�• Desgn valid for use only with MiTek®conmecfurs. TNa desgn is based only upon parameters sMwn, and a for an individual building component not a truss system. Before use, the building designer must verily Me applicability of design parameters and property in o borate ibis design into f e,memll _ buildingdeslgn. Bracing indicated is re prevent bucking of individual truss web amber chord members only. Additional temporary and pennanenibraung MiTek 13 alluire always reqdfor notably and to pravenf collapse vdih possible personal injury and pri damage. For9eneralguidanceregariirgthe fabrication. =forage delivery, sudden and bracing of Wsses and Wss systems, sea ANSUTPIf Ovaliy Cremla, DSB-89 and SCSI Building Component 69W Parke East Blvd. Saferylefermaben evaJabie from Tmse Plate Institute , 218 N. Lee Street suite 312, Alexandria, VA 22314. Tampa, FL U610 Job Truss Truss Type Oty Pl7JL.0bTR'&enence 5/1 WATERSTONE T20052446 2324167 A07 SPECIAL 1 (optional) Builders Fir nSouree (Plant Cry, FL), Plant City, FL-33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:58:07 2020 Page 2 ID:193QG WBBpX3j RI87ze6m7kz5?adSth_OXvHjMgt OOiV8Uspr4?M?OmoBZI E8E78dyzNgPE LOAD CASE(S) Standard Except: 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig Vert: 1-4=-54, 4-7=-54, 7-10=54, 17-19=-20, 12-17=20, 12-22=-20 4) Dead +0.6 C-C Wind (Pas. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=116, 2-25=70, 25-26=47. 4-26=70, 4-28=64. 28-31=53,7-31=64, 7-33=70. 33-34=47,9-34-70, 9-10=1 16,17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-125, 2-25=78, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=78, 9-10=125 5) Deatl+0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=3, 24=-41, 4-7=-36, 7-9=-41, 9-10=3,17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=20 Horz: 1-2=-17, 2-4=27, 7-9=27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pas. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42,2-4=13,4-29=45, 29-32=26,7-32=16, 7-9=31, 9-10=21, 17-19=-10, 16-17=10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-50,2-4=-22, 7-9=39,9-10=29 7) Dead +0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert 1-2=21, 2-4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13,9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-29, 2A=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Inemase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-26, 2-4=-36,4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17= 20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniforn Loads (pig Vert: 1-2=15,2-4=5,4-7=-16, 7-9=-36,9-10=26, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=20 Horz: 1-2=29, 2-4=-19, 7-9=-22, 9-10=12 10) Dead + 0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=74, 2-4=45,4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=45, 2-4=16,4-7=16,7-9=16, 9-10=45, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) let Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2.4=-16,4-7=-16, 7-9=-16,9-10=5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-5, 2-4=-16,4-7=-16, 7-9=-16, 9-10=-5,17-19=-20, 16-17=-20, 13-16=10(F=30),12-13=-20, 12-22=20 Horz: 1-2=-9, 24=2, 7-9=2, 9-10=9 15) Dead +0.75 Roof Live (baIJ+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-53, 2-4=51, 4-7=45, 7-9=-30, 9-10=-22, 17-19=20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 ' Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-22, 24=-30, 4-7=-45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=20, 13-16=61(F=81), 12-13=20, 12-22=-20 Horz: 1-2=-22, 2-4=-14, 7-9=17, 9-10=9 17) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Ing 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=37, 2-4=-45, 4-7=-45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Familial): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=-37, 2-4=-45, 4-7=45, 7-9=-45, 9-10=57, 17-19=-20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=1, 9-10=7 ®WARNING- VeafydWgnparamatersesd REAONOTES ON THIS ANDINCLDDWMREKREFERENCEPAGEMIIV473n, 10113I1015BEFORE USE Design valid for use only with Mrek® connecters. This design is based only upon parameters shown, and is for an individual banding component riot ��• e puss system. Before use, the building designer muatverify the applicMiGy of design parameters and pmpedy inwrymate this design into Me onmh building design. Bracing Indicated is to prevent bucJding of individual truss web andler choN members only. Adtlitonal temporary and permanent bracing is MiTek always required forstability and to prevent collapsewdh possible pemnal mlury and pmpeAy damage. For general guidance regarding Me fabrication, stemge.delivery, erection and bracing ofamoes and truss stators, sea ANStlTPII Quality Criterfa, DSB49 and SCSI Building Component Safelylnfarmadon .viable from Truss Plate Institute, 218 N. Lee Street. Suit.312, Alexandna. VA 22314. East B ggp4 parka East Blvd, Tampa, FL k JoD Truss Type Oty Ply LOT 35/1 WATERSTONE TT T20052447 2:1 :7 A08 IAL 1 1 Job Reference (optional) eunders rnswource (rlam City, FL), 1-0-0 7-0-0 want city, VL-JJabt. 12-- l 16-0.8 d.zau s mar u euzu mu as industries, inc. Thu Apr 2312:58:09 2020 Page i ID:1930GWBBpX3jR187ze0m7kz5?ad-OGpIpCWXFzwldimFv HwV4inBLifO2XcvcEigzNgPC 19-10-0 22-5-14 26-35 32-8-0 39-8-0 7-0-0 531 3-96 3-9-8 2-7-14 3-9b 6-0-11 7-0-0 d-0 Scale=1:72.0 5x6 3x8 = 3x6 = 2x4 11 as = 5x12 = 6.00 12 = 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 95x6 1.Sx8 STP = IIre 1." STP = 1� y11 2 36 6z8 37 38 39 4D 1514 41 42 43 44 45 46 i20 1 lr = U12 _ 11 Id axe = 3x6 = 61 = d 3x8 = 3x6 = 3.00 12 3x6 > LOADING (psi) SPACING- 2-M Cat. DEFL. in (loc) Ydefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Ved(CT) -0.2714-16 >630 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 H0a(CT) 0.06 10 Na nia BCDL 10.0 Code FBC20171TP12D14 Matdx-MSH Weight: 1771b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pur ins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOTCHORD 2x4SPNo.2 WEBS 1Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (It=length) 16=0441, 13=04-0. (Ib)- Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=J56(LC 8), 10=-429(LC 8), 16=-16918), 13=-1859(LC 8) Max Grav All reactions 250 lb or less atjoint(s) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All foroes 250(lb) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4=-1038/444, 45=573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022,8-9=-1360/708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288, 4-16=-1311/939,5-16=-1398/1438, 5-14=602/680, 6-14=-421/437, 7-14=775/753, 7-13=-1427/1490,8-13=-1441l1137,9-12=14/366, 4-17=-1017/2098, 8-12=1419/2494 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) -This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical Connection (by others) of buss to bearing plate capable of withstanding 356 Ib uplift at joint 2, 429111 uplift at joint 10, 1695 Ib uplift at joint 16 and 1859 Ib uplift at joint 13. 8) Load cases) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verily that they are correct for the intended use of this truss. Continued on came 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jbaquin Velei No.66162 MRek USA; Ino.FLCer16636 6904 Pi East 81vd.Tamps FL 33610 Data: Anil 2s_2mn ® WARNING- Vary design Peremetera mM READ NOTES ON MS A ND INCLUDED M?Ex REFERENCE PA GE MII.7473 rev. IaMS2w14 BEFORE USE Design valid for use only with Mrrek® sennectors. This design is based only upon parameters shoes, and is for an individual building component cot ��• a truss states. Before use, the building designer must verify the applicability of design parameters and propedy computers this design he mociverall buildingdeslgn. Bracing indicated is to prevent Lucid, of individual Was web tender choml members mi Additional Tempest, and permanenlbrecirg MiTek' Is always required for atabllityand to prevent collapse with Possible personal injury and property damage. For general guidance regarding me fabdchrom. storage,delivery,meme. and bracing of truss. and puss systems, eve ANSUIPIf Qualify Criteria, DSR-99 and SCSI Building Component Selerylnformafian available from Tmea Plate Institute, 218 Ni Lee Street Suite 312. Alexandra, VA M314. 6904 Parke East Blvd. Tampa, FL U610 Job Truss Tmss Type Dill Ply LOT3511 WATERSTONE T20052447 2324167 A08 SPECIAL 1 1 Job Reference (fall I) Builders Plrsiscurce (Plant uty, l-L), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 2312:58:09 2020 Page 2 NOTES- ID:1930G W BBpX3jRl87ze0m7kz5?ad-OGpipCwXFzwldimFwHwV4inBLlfOz(cYcEigzNgPC 9) Hangers) or other Connection device(s) shall be provided sufficient to support concentrated loggia) 175111 down and 15916 up at 7-0-0, 111 Ib down and 197111 up at 9-0-12, 111 Ib down and 197 Ile up at 11-0-12, 111 It, down and 197 lb up at 13-0-12, 111 lb down and 1971b up at 15-0-12, 111 lb down and 197111 up at 17-0-12, 111 Ib down and 197111 up at 19-0-12. 111 Ib down and 197 Ib up at 20-7-4, 111 Ib down and 197 lb up at 22-7-4, 111 lb down and 19716 up at 24-7-4, 111 It, down and 197111 up at 26-7-4, 111 to down and 197 Ib up at 28-7-4, and 111 Ib down and 197 lb up at 30-7-4, and 175 lb down and 356 Ib up at 32-8-0 on top chord, and 353 Ib down and 128 lb up at 7-1-8, 92 It down at 9-0-12, 921b down at 11-0-12, 9216 down at 13-0-12, 92 lb down at 15-0-12, 9216 down at 17-0-12, 9216 down at 19-0-12, 92 Ile down at 20-7-4, 921b down at 22-7-4, 921b down at 24-74, 921b down at 26-7-4, 92 It, down at 28-7-4, and 92 Ib down at 30-74, and 353 Ib down and 128 Ib up at 32-6-8 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the MISS are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-9=-54, 9-11=-54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3=-175(B) 7=-11 l(B) 9=-175(B) 17=-330(B) 15=-46(B) 12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-11l(B)29=-111(B)30=-111(B)31=-111(B) 32=-111(B)33=-111(B)34=-111(B)35=-111(B)36=-46(B)37=-46(B) 38=-46(B)39=45(B)40=-46(B)41=-46(B)42=-06(B)43=-46(B)44=-46(B)45=-46(B) 46=-46(B) _ 4) Dead +0.6 MWFRS Wind (Pos. Internal) Lefb Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=42, 2-3=13, 3-27=45. 27-34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Ho¢: 1-2=-50, 2-3=-22, 9-10=39. 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B) 25=136(B) 26=136(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=156(B)34=156(B)35=165(B)36=23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B)41=23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-3=31, 3-25=16, 8-25=26,8-9=45, 9-10=13, 10-11=42, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Hom: 1-2=-29, 23=-39, 9-10=22, 10-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=156(B) 26=156(B) 28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=136(B)34=136(B)35=136(B)36=23(B)37=-23(B)38=23(13)39=23(B)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45=-23(B)46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-26, 2-3=-36, 3-9=16, 9-10=5, 10-11=15, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (Ib) Vert: 3=54(B)7=197(B)9=315(B)17=128(B)15=-13(B)12=128(B)24=197(B)25=197(B)26=197(B)28=197(B)29=197(B)30=197(B)31=197(B)32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38=13(B) 39=-13(B) 40=-13(B) 41=-13(B) 42=-13(B) 43=-13(B) 44--13(B) 45=-13(B) 46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pl1) Vert: 1-2=15, 23=5, 3-9=-16,9-10=-36, 10-11=-26, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20,12-21=-20 Horz: 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (III) Vert: 3=54(B) 7=197(B) 9=356(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=13(B)45=-13(B)46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Incmase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 23=45, 3-9=45, 9-10=45, 10-11=74, 17-18=10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-82, 23=-54, 9-10=54, 10-11=82 Concentrated Loads (Ib) Vert 3^ 130(B) 7^ 136(B) 9=214(B)17=108(B) 15=_23(B) 12=108(B) 24=136(B) 25=136(B) 26=136(B) 28=136(B) 29=136(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=45, 23=16, 3-9=16, 9-10=16, 10-11=45, 17-18=10, 16-17=10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=53, 23=-25, 9-10=25, 10-11=53 Concentrated Loads (Ib) Vert: 3=116(B) 7=165(B) 9=271(B) 17=108(B) 15=-23(B) 12=108(B) 24=165(B) 25=165(B) 26=165(B) 28=165(B) 29=165(B) 30=165(B)31=165(B)32=165(B)33=165(B)34=165(B)35=165(B)36=-23(B)37=-23(B)38=-23(B)39=-23(B)40=-23(B) 41=-23(B)42=-23(B)43=23(1!1)44=-23(B)45=-23(B)46=-23(13) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2=-9, 2-3=2; 9-10=2, 10-11=9 Concentrated Loads (III) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B)31=197(B)32=197(B)33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=13(B)40=-13(B) 41=-13(13)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (fall) Vert: 1-2=-5, 2-3=-16,3-9=-16,9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Hoe: 1-2=-9, 2-3=2, 9.10-2. 10-11=9 continued on Bade 3 ®wARNavo- Y-hydaUtepammeleraadd READ NOTES ON MIS AND INCLUDED M? KREFEBENCE PAGE mg.7473mv, f""015BER1RE USE r Deagn valid for use only WM Mreldir mnnectors. This design Is based only upon parameterschasm, and b for an individual building carammar . not �■ a muss syatem. Before use, Me building designer must verify Me applicability of design parameters and pmpedy incarcerate Mis design into the overall buddingdesign. Bracing indicated is to prevent buckling of lodiddual truse web andfor oboN member only. Auctioned temporary and Permanent bmdhg MiTek' is always mquirW for stability and to prevent cellapsewni possible personal injury and pmpedydamage. For general guidance regarding Me fabdcaton, sterge,delivery, erection and bracing of Mrse, and truss systems, ses ANSIWPII Qualify Criteria, DSB49 and SCSI Building Component Szlefylnforme0on available hem Trans 22ss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 31C Eas[B East B sodas Blvd, Temps, FL Job tossType Qty Ply OT35/1 WATERSTONE 7mss T20052447 2324167 SPECIAL 1 1 Jab Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 2312:58:09 2020 Page 3 ID:193QG WBBpX3jR187ze0m7kz57atl-0GplpCwXFzwldimFvuHwV4inBL1fOZXCYCEigzNgPC LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=19132=191 33=197(B)34=197(B)35=197(B)36=-13(B)37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(3)44-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p o Vert: 1-2=-53, 2-3=-61,3-9=-45, 9110-11=-22, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20,12-21=-20 Horz:1-2=9,2-3=17,9-10=14, 10-11=22 Concentrated Loads (lb) Van :3=19(B)7=145(B)9=232(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=-13(8)38=-13(B)39=13(B)40=43(B)41=-13(B)42=-13(B)43=-13(B)44=13(B)45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Intl Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pif) Vert: 1-2=22, 2-3=-30, 3-9=-45, 91 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=20,12-21=-20 Horz: 1-2=-22, 2-3=-14, 9-10=47, 10-11=9 Concentrated Loads (Ib) Vert: 3=-19(B)7=145(B)9=262(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36-13(B) 37=-13(B) 38=13(B) 39=13(B) 40=-13(B) 41=13(13) 42=-13(B) 43=13(1]1) 44=-13(B) 45=-13(B) 46=-13(B) 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Intl tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=45, 10-11 =-37,17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 91 10-11=7 Concentrated Loads (lb) Vert: 3=5(B)7=145(B)9=247(B)17=76(B)15=13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B)34=145(B)35=145(B)36=-13(B)37=13(13)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(8)44=-13(B)45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Iht) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (if) Vert: 1-2=37, 2-3=45, 3-9=-45, 9-10=45, 10-11=-37, 17-18=-20, 16-17=20, 13-16=24(F=44), 12-13=20, 12-21=-20 Flora; 1-2=-7, 2-3=1, 9-10=1, 10-11=7 Concentrated Loads (lb) Vert: 3=5(B)7=145(13)9=247(B)17=76(B)15=-13(B)12=76(B)24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(13) 36=13(B) 37=-13(B) 38=-13(B) 39=13(B) 40=-13(B) 41-13(13) 42=-13(B) 43=13(B) 44=-13(B) 45=-13(B) 46=-13(B) ® WARNING -Verhy deslgo parameters aml READ NOTES ON MISAND INCLUDED MITEK REFERENCE PAG£ MII-747a rev. IWM015 BEMRE USE Design valid for use only with MineW crnneclom. This design is based only upon paman ders shown, and is for an Ndwidual building component, not ��• e Wss system. acres use, the building designer must verily Me apPlicabili"Hosgn parameters and propedy incarrorste this design into theoverall buildingdnsign. Bracing indicated is b preventbuckling of individual trues web andlor choN members only, Additional Wraporsry and remained bracing WOW ahvays required for stability and to prevent collapse Wth Passible personal injury and property damage. For general guidance regarding Me abnormal storage ,deliver, erection and bracing of Wases and truss systems, see ANSWPII Qualify Criteria, DS"9 and SCSI Building Component Sahafyln/mmapon available from Truss Plate Innasan te.218 N. Lee Street Suite 312. Aledna, VA 2231C East. 6984 Parke East Blvd Tampa,FL Job Truss Truss Type Qty Ply LOT 35/1 WATERSTONE T20052948 2324167 WIG SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567. �1 46 = 1.5x8 STP = 6xf = 8.240 s Mar 9 2020 MTek Industries. Inc. 12:58:10 2020 Page 1 5x8 = ]-10-0 8-Qi0 1]-6-5 274-0 7-10-0 0- -0 9E5 10-1-11 6 Io Scale =1:59A Plate Offsets (X,Y)-- 15:0-" 0-3-01 p:04-00-3-0) 18:0-3-8 0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (too) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.38 10-13 >250 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.47 7-8 >499 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress lncr YES WB 0.97 Ho z(CT) -0.03 8 Na rda BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Weight: 132 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=04-0, 8=0-8-0, 6=Mechanical Max Ho¢ 2=306(LC 9) Max Uplift 2=-433(LC 10), 8=-580(LC 10), 6=-364(LC 10) Max Gray 2=360(LC 19), 8=1051(LC 1), 6=847(LC 16) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-423/231, 3-4=-329/393, 4-5=-1215/797, 5-6=-1333/752 BOT CHORD 8-10=-469/754, 3-10=-412/473, 7-8=0/320, 6-7=-521/1125 WEBS 4-8=-569/248, 4-7=520/983, 5-7=-530/539 Structural wood sheathing directly applied or 4-1-13 oc purling. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 6-7. 6-0-0 oc bracing: 8-10 1 Row at midpt 4-8 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops1; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterion2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 23-8-6, Exterior(2) 23-8-6 to 27-8-0 zone; cantilever left exposed ; porch left exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nunconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members; with BCDL= 1(.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 433 lb uplift at joint 2, 580 lb uplift at joint 8 and 364 Ito uplift at joint 6. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE N6.68182 MTokUSA, Inc. FL- Craft 6634, 8904 Parke East Blvd. Tampa PL3$810 Date: April 23,2020 AWARNING-VeNy designparameNrsend aEAO NOTES ON MISANDINCLUOEDMIIEKNEFERENCEPAGEAUI-703n, 111ro3,2015aEFONE USE ��' Design valid for use only with MITak9 cpnnedurs. This design is based only upon parameters shown, and is bran individual building component, act a tress$Plan.Before use, Me building designer must wanly Me epplicabilinr fdargm nparaeters and pmpedy incnmmate Mis des, Into Meoverall buildingdesign. Bradng inlosted is to prevent budding of individual hose web andlor chord members only. Additional temporary and pconamentimacingis MOW reguired far stability and to prewentcollapsewilh possible personal injury and property damage. For general guidance regarding Me la om atian, storage, delivery. ena on and bracing of trusses and truss systems. see ANSI?P/t Quality CNtWa, DS"9 and8CS1 Sulldlne Component t Bivtl. Saretylnrmmaflen available fmm Tmw Plate InsgNt%218 N. Lee Street. Suite 312. Atexandda, VA 22314. Tampa, FL fi904 Parke East Job Truss rasa Type cry Ply LOT 35/1 WATERSTONE T20052449 2324167 B06G GABLE 1 1 Job Reference (aptlona0 uumers Hac6curce(Plan City, FL), Plant City, FL-33557. 2x4 II 6.00 12 3.4 It 6 5 2x4 II 32 2xd II 4 3 Q 31 ��II 22 e d1 2 3x4 = 2x4 lIU12MT20HS 2x4 11 0,4u 5 Mar V ZUZU MI I as InaUStmS, Inc. I DU Apr 23 11:bU:11 2UZU 7-0-0 8.2-0 Scale-1:58.0 5.8 II 7 2x4 II 8 2x4 II 9 2x4 II 3 I Sol 1 x8 II 8 II 4 7/33 17 16 15 14 13 =2x4 11 2,14 II 2x4 II 2x4 II 7x10 = 8-0-0 148 17-05 274 4 a-0-0 D--a 4-513 1n-1d1 3x4 Plate Offsets (X,Y)- f2:Edge,0-0-41, r11:0-3-0,0-3-41, f12:0-2-10,0-1-01 LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) 0.36 21 >275 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.86 Vert(CT) -0.4613-30 >507 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Hoa(CT) -0.02 18 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matnx-MSH Weight: 1841la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP Noz WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 2=0-3-8, 18=0-8-0, 12=10echanical Max Holz 2=303(LC 9) Max Uplift 2=427(LC 10). 18=607(LC 10), 12=-055(LC 10) Max Grav 2=316(LC 19). 18=1120(LC 1), 12=776(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or4-2-8 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS i Brace at Jt(s): 22, 23, 24 FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-266/260, 5-6=-222/406, 6-7=-201/382, 7-8=-945/841, 8-9=-976/791, 9-10937/731, 10-11=-1031/739, 11-12=-1150/719 BOT CHORD 18-19=529/854, 5-19=-396/581, 12-13=-482/958 WEBS 18-22=-643/196, 7-22=-722/239, 7-23=-569/871, 23-24=-569/869, 13-24=-547/860, 11-13=-509/450 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-14-0 to 2-7-10, Interior(1) 2-7-10 to 7-8-13. Extenor(2) 7-8-13 to 15-10-0, Intenor(1)15-10-0 to 23-8-6, Extedor(2) 23-8-6 to 27-" zone; porch left exposed;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Previde mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2, 607lb uplift at joint 18 and 355 lb uplift at joint 12. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68102 MiTek USA, Ibc. FlrC046634 6904,1sarke East Blvd. Tampa FL 33010 Data: April 23,2020 AWARNING-Votlrytlaslgnpnamao.MREADNOFa OR MIS AND INCLUDED MREKREFERENCE PAGE 1101-7473ne IM3R015BEADRE USE ses Design valid far use only with Walvisoonre m. This design Is based only upon parameters shown, and Is for an Individual building mmponent not ��' a truss System. Before use, Me building designer must verify Me apphaabrityof design parameter and properly incorporate this design ins, the overall bulltlingdeelgn. BmdnglndiwtedislapreventbucMingotlndMdual Wasweban&orchoNmembersanly. Additional tempamry and perm,anenfbradng MiTek' u always remained for stabmt and toprevent collapse with possible personal injury and property damage Far general guldance regarding Me labdraton, storage, delivery, erection and bracing of trustee and Was systems, See ANSVIPH Quality CNfeia, DSB49 and BCS1 Bending Component gone Parke East Blvd. Selsyln/ormeeon a rmable from Tmss Plate Institute, 218 N. Leo Street. Suite 312, Alexandra, VA 22314. Tampa, FL W610 Jab Truss Truss Type City Ply LOT 35HWATERSTONE T20052450 2324167 C1 ACK 4 1 Job Reference (oo8ane11 Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8,240 s Mar 9 2020 MTek Industries, Inc. Thu Apr 2312:58:12 2020 Page 1 ID:3xt7Yd6RbVnXO16Sf6ghjlz4cnzarUtREzQYuIKU9aTx1R_Y7iMgPa9sz8zlWwtgzNgPg -1-4-0 0-11-0 1-d-0 0-11-0 Scale = 1:7.6 D-11J mltd Plate Offsets (X Y)— [2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-" CSI. DEFL, in (loci Udell LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress lncr YES Wit 0.00 Horz(CT) 0.00 4 nua n1a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Gmv 3=20(LC 10). 2=159(LC 15), 4=44(LC 10) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structure[ wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-64) tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3111 uplift at joint 3, 1951b uplift at joint 2 and 15 lb uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vela PE Na.02182 MtTak USA, Inc. FLtart 6634. 8904 Parke East Blvd. Tampa FL 33810 Data: April 23,2020 AWARNING. VetlrydeslgnpanmateraaM READ NOTES ON THISAND INCLUDED MREKREFERENCEPAGENII-7473rev. fw=of5 BEPoREUSE Design valid far use onlywith Mifekc) m,mecM,e. This design is based onlyupon paramelem shown, and b far an individual bullding mmlaarwL rot ��- a buss system. Before use, the building designer onedvedy Me appllcxbNyef desgn poserrmetere and propedy incoryorete Nis design Into the arisen buildingdssgn.Bred, Indicated Is to rnw.rlbudlingof individual truss web anilor shoN members, only.Additional temporary and weearentbradng MiTek' is always required for alabllily and to praventcallaasawW possible personal injury end property m daago. For general guidance re0ardiog the fabdwtion,storage, de livery erectianandae.ter.r naeaandbuasaystsei ANSUIPIIDuality Cdfeda,MB-09eadBOSr Building Component Saretyrn/ adpn from Truss Plate lasthio,218 N. Lee Street, Suite 312, Xwesndda. VA ffi314. 6904 Parke East Blvd. ava'I a Tamp,FL 36610 Job Truss Truss Type City Ply LOT 3111 WATERSTONE T20052451 2324167 civ SPECIAL 4 t I Job Reference (optional) Builders FmtSaurce (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2a20 MiTek Industries, Inc. Thu Apr 23 12:58:13 2020 Page 1 ID:193QGWBBpX3jRl87ze0m7kz57ad-Gl2Feaz2JCQB6J9fU1yD4LFXaowPbQO6WAaSrczNgP8 11, 0-i1, 0- ' 1-0-0 i-0 Scale =1:7.6 Plate Offsets (X,Y)— j2:0-0-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 0de0 Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 a999 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 [nor YES WB 0.00 Horl 0.00 2 nla nla BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SO No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-841, 4=Mechanical Max Hart 2=79(LC 10) Max Uplift 3=-4(LC 1).2=-181(LC 10), 4=-14(LC 1) Max Grav 3=16(LC 10). 2=15B(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI7TPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4111 uplift at joint 3, 181 lb uplift at joint 2 and 14111 uplift at joint 4. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE N.o.68182 MiTek USA, the. FL Cc 6634, 6904 Parke East Blvd. Tampa FL 73818 Dale: April 23,2020 AwARNIND.wayre Eeslgnparamerersand READ NOTES ON THIS AND INCLUDED NRENREFERENCE PAGE MI1-7473 rev. Im"00 BE REUSE Design valid far use only wim MiTek® wnnecters. This design Is based only upon pamme am show, and Is for an Individual building mmponent, rot ��- abase syclem. Before use, Me building designer must verify Me eppOrsbilty of design parameters and properly Inwreorate this design Inro Theo nall buildingdealgn. Bracirgindkate4isbprevantbuWingoflndNldualWaswebandorr rdmembmsanty. Addiflonaltemporaryand pennananibradrg MiTek' is always required forstabilby and to prevent collapse Wto possible personal injury and property damage For general guldanae regarding Me fabdcaton, storage, delivery, erecdan and troche of trusses and hose orations. see ANSVTRH Quality Woods, DS949 and BGSI Bufldh9 Ce apenenf 691 Parke Best Blvd. SsrafyfnTormagan avagable from Tmss PhW [e estut0,218N.L.St.k SUt.312.M..a dd.,VA22314. Tampa. FL W610 Jab Truss Truss Type oly Ply LOT 3511 WATERSTONE T20052452 2324167 C3 JACK 4 7 Jab Reference (optional)_ Builders FuslSource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9202D MTek Industries, Inc. Thu Apr 23 12:58:14 2020 Page 1 ID:3xt7Yd6RbYnX016SfBghjiz4cnz-kDmswy4W2kTks2SUSGYniKCFgKteGlgK7N2zNqP7 1 14-0 2-11-4 144 2-114 Scale=1:12.7 Plate Offsets (X,Y)— (2:0-0-00-0-41 LOADING (pat) SPACING- 2-D-0 CSI. DEFL. in (loc) dde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 nta nta BCDL 10.0 Code FBC20177rPl2D14 Matrilc-MP Weight 12 lb FT=20% LUMBER - TOP CHORD 2z4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=.52(LC 10). 2=-157(LC 10) Max Grav, 3=72(LC 15). 2=197(LC 15). 4=49(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pathos. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15f1; B=4511; L=401t 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 far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Pat bottom chop) live load nonconcurrenl with any other live loads, 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 521b uplift at Joint 3 and 157 lb uplift at Joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vela PE No.88182' MITak USA, Inc. FL Ced6634, 6904 Parke East Blvd. Tampa FL3-3810 Date: April 23,2020 AwARNIND. Verify design pemmatereapd READ NOTES ON MIS AND INCLUDEDMn'EKREFERENCE PAGE MS7473nv. I0,03ROISBEFORE USE. eas Deegn valid for use orlyweh MTeM mmectore. This design is based aNy upon parameters shown, and h form Individual building mmmnenl, mt ��' a buss system. Selma use, the building designer must verify Na appti®bilryddesgn parameters and property incorporate He design Into theaversll buildingdesign.BadngindimtMiatoprevanlbuddbgofindMdualWvwbandlordadmembemmly. Addiipmal temlroary and pennanembac'ug MiTek' Is allays required for alablliy and to prevenlmllapse Wtb passible personal Injury and property damage. Forgan Iguidanceregardhg Ne fabricaeon, atorage, delivery. ..a n and brecing of trusses and buss eyatema sae ANSVrF11 Dually CNMa, DSB49 and SCSI Building component 89M Pales East Blvd. Sa/etylnrorma sm available ham Tress Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA 22314. Tampa, FL W610 Job Truss -asType cry Ply LOT 3111 WATERSTONE 720052453 2324167 C3V SPECIAL 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:58:14 2020 Page 1 Scale-1:12.7 Plate Offsets (_X Y) - [2:0-0-15 Edge] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (IDC) I/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0.00 Hoa(CT) 0.00 3 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 121b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (sae) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=132(LC 10) Max Uplift 3=-57(LC 10). 2=-149(LC 10) Max Gmv 3=74(LC 15). 2=196(LC 15), 4=49(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc puriins. BOTCHORD Rigid ceilingdiremlyapplied or l0-0-0Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSI/i 1 angle to grain formula, Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 571b uplift at joint 3 and 1491b uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Vela: PE No.68182 MrTlk USA, Ihc.FL Cert6634 6904 Parke East Blv& Tampa FL 33810 Date: April 23,2020 AWARNING -VanrydasIgm,srsmettm and READ NOTES ON TNIS AND INCLUDED MRENREFERENCEPAGEMI7473nv f01031201FaaEFORE USE Catlin valid for use only with MrelOconnedors. TNs design Is based only upon parameters shown. And'a for an Individual budding component rot e bust.yttem. Before us, be building de9gner must verify the appdoabiGy of design parameters and property lnmryarate this design Into theoveall buildingdesign. BradMNdiwtadisbpaventbuchlingofindNidualWsmbandlor MoNmmnbasonly. Addibanai temporary and pem,anentinpi MiTek' 7 is aMreys ad ired for mobility and D prevent wgapse wM possilie personal injury and pmperty damage. For general guldanaa ragerding the farricai storage, deliveeryry nx%on and bracing of Wssea and Was systems, see ANSUFPIf Quality cr/w/p,O 11-99 and SCSI auilding Camponenr 6904 Pad. East Blvd. Saaylnl anon evaJable from Truss Plate lnatiWte,218 N. Lea Sbeeb Suite 312. Aleaandda, VA 22314. Tampa, FL U610 Job Truss Truss Type My Ply LOT 3511WATERSTONE T20052454 I 2324167 C5 JACK 4 1 Job Reference (optional) Builders Am Source (Plant City, FL), Plant City, FL-33567, arcs = 8.240 s Mar 9 2020 MITek Industries, Inc. Thu Apr 23 12:58:15 21D20 Page 1 ID:3xt?Yd6RbYnXO16Sf6ghjlz4cnz-DOA03G?IrpgvLdJ2cA?hBmKgLcWD3KuP_WZvUzNgP6 Scale=1:17.6 Plate Offsets(XY)— 12:0-1-40-0-21 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (11 or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 Gc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5111; 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 chard live load nonconcumenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at Joint 3 and 167 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies. Joaquin Velez PE Na.68182 MITak USA, Inc. FlrCprt 6634, 6904 Parke East Blvd..Tampa FL 33810 Date: April 23,2020 ®WARMNG- Volydeslgnparamdereesal MOMS ON MIS 4NDINCLUDEDMITSKREcERENCE PAGE 0I-I479rev. FW"015BEPORE USE Design valid for use oNy with MiTeW connectors. The design is based only upon parameters shown, and is for an individual building component rot ��' a Vass system. Belpre use, Me bwiing dedgner must verify Me apph iffy of design paramstent and properly Incorporate Mis design Into%a awasO butdingdoeign. Bracing Indicated is W praventbuciding ofincMdual Vasa web endrorchaN mmnbae only. AddiSonal temporary and pennanentbradng MITOW Is always retained arsfabiliy and to prevent collapse with possible personal injury and property damage. Far general guidance regardIV the fabrication. Storage, ddlVery son and hmdng aftrwaea antl truss systems,see ANSUIP11 Quality Words, DS"9and BOSI BuiiWing Component 690E Padre East Blvd. SaleylnfmmaUan evagabla ham Tmea Plate Instate,218 N. Lee Stock Suite 312. Alerancli VA 22314. Tampa,FL 36610 Jab Truss Truss Type Cty Ply LOT 35/1 WATERSTONE T20052455 2324167 CSV SPECIAL 4 1 _ Job Reference (optional) City, FL), Plant City, FL-33567. 5.240 s Mar 9 2020 MITek Industries. Inc. Thu Apr 2312:58:16 2020 Scale -1:17.6 Plate Offsets (X Y)— [2:0-0-15 Edgei LOADING (pat) SPACING- 2-0-0 CST. DEFL. In (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 406 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) -0.01 3 n1a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight 18 lb FT=20% LUMBER- TOPCHORD 2x4SPNo.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=10echanical Max Harz 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Grsv 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purling. BOT 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=5.Opsf; h=15ft; B=4511; L=40ft; eave=5ft; Cat II; Exit C; Encl., GCpi=0.1Q MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing atJoinl(s) 2 considers parallel to 9min value using ANSI/ -PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 It, uplift at joint 3 and 161 lb uplift at joint 2. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MITek USA, Inc. FL Ceit C634 69(14 Parke East BIvdO ampa FL 33810 Dale: April 23,2020 AL WARNING- Verhydeslgnparamefera eMREADNOMS ON MSAND INCLUDED MITEI( REFERENCE PAGE 11171-nuam . 101XV1015 BEFORE USE Design valid ar use only win Miele® connectors. This design Is based only upon parameters shawl), and Is far an Individual building component net ��• a Was system. Before use, the building designer must verify the appkablityof design parameters and properly, Incorporate this design Into the overact bulldhgdeagn. Bracing Indicated is to prevent building ofindl0dual tmss web endlordord members only. Additional temporary and permanentbmen, M!Tek_ is amiss required forstab0ity and as prevent collapse win possible personal Injury and formerly damage. For general guidance regarding the fabdcolbn. storage, delivery, erection and bracing oftneseeand bueapterns,see ANSI?Plf Dually Cdfatla, DSB49 and SCSI BWId'ng component Safayho aUon ava6able hoes Tmv Plate lnstn4e. 216 N. Leo Street gulls 312, AIexaMda, VA i2314. 6904 Parka East Blvd. Tampa, FL W610 Job Truss Type oty Ply LOT 1511 WATERSTONE 7DW01SG T20052456 2324167 COMMON 2 t Job Reference (optional) Builders FustSource(Plan City, FL), Plant City, FL-33567. ass = 8.240 s Mar 9 2020 MTek Industries, Inc. Thu Apr 23 12:58:17 2020 Scale = 1:35.8 i� ass = Sx8 = 34 = Plate Offsets (X,Y)— f1:U-0 0-0-21 15:0-2-12 0-1-81 17:0-0-0 0.3-01 LOADING (psf) SPACING- 2-0-0 CHI. DEFL. in (lac) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 7-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 VerhCT) -0.35 7-10 >686 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Hom(CT) 0.03 5 n/a We BCDL 10.0 Code FBC20177rP12014 Matrix-MSH Weight: 871b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=Mechanical, 5=0-8-0 Max Hom 1=.224(LC 8) Max Uplift 1=-348(LC 10), 5=-454(LC 10) Max Grav 1=738(LC 1), 5=814(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1223/929, 2-3=-935/718, 34=-934/714, 4-5=-1217/897 BOTCHORD 1-7=-648/1133,5.7=-601/1061 WEBS 3-7=-358/592, 4-7=-408/386, 2-7=417/441 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc pudins. BOTCHORD Rigid ceiling directly applied or-2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Hap C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) 0-0-0 to 3.11-10, Interior(1) 3-11-10 to 6-0-6, Exterior(2) 8-0-6 to 13-11-10, Interior(1) 13-11-10 to 174-6, Extedor(2) 174-6 to 21-4-0 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 fora 10.0 psf bottom chord live load noncc ncurrent with any other live loads. 4) `This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 348 lb uplift at joint 1 and 45416 uplift at joint 5. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not Considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68182 MTek USA, Inc. FL•Ceit 6634, 6954 Parke East Blvd.Tampa FL 63816 Date: April 23,2020 ®WARN/NG-Vetlry design yvrumahra erMREAD NOMS ON MIS AND INCLUDEDMMEK REFERENCE PAGE M11J473. 1N 015 BEFORE ME Dagnvalid torus. oNywIN MTek®rarneclom.TNadealgn is based only upon parameteraehown, and Is for an individual budding wmponent.not a trove sterner. Before use, the building designer mravent M. appGrebray or deaigo parameters and propertyincorporate this design Into merverar 1uiidingdal9n.BradngNdi.tWisWpreventbuc.,oflndiddualhu mban&or Nordmambmmiy. Addironaltemporaryandpmmanenlbrade, MiTek' is always inquired for stability and W prevent collapse with passible personal Inlury and property damage. For generai guidanceregardhg the fabdisnon, stomge. delNery, erec5on and bracing of trusses and boa systems, see ANSIyrP/1 Ooally CrUnts, DSS-e9 and SCSI Sellers, Component Ssfey Informationevadable(ramTina Plate InseWle,216N.Lee Street,Suite312,M—m dda,VA22314. 6904 Parke East Blvd. Tampa, FL U610 Jab Truss Truss Type Dty Ply LOT 3511WATERSTONE T20052457 2324167 D02A GABLE 1 1 Job Reference (optional) Builders Flrssource(Plant City, FL), Plant city, FL-33567, 3 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 2312:58:18 2020 4x6 = 2x4 11 2,4 II 2x4 VI I 5x6 — 2x4 YII 2x4 all 2,4 Scale=1:36.6 ig Plate Offsets(X,Y)— 115.0-3-0 0.3-01 LOADING (psf) SPACING- 2-M CSL DEFL. in (too) I/deb Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 10 rdr 180 MT20 2441190 TCDL 7.0 LumberDOL 1.25 Be 0.11 Vert(CT) 0.01 11 n1r 120 BCLL 0.0 Rep Stress Inor YES WB 0.10 Hom(CT) 0.01 10 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 MabixSH Weight 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-M. (lb)- Max Horz 2=-232(LC 8) Max Uplift All uplift 100111 or less at joint(s) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18=154(LC 10), 14=-102(LC 10), 12=-154(LC 10), 10=470(LC 10) Max Grav All reactions 250111 or less at joints) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16=-149/319,3-18=-232/352, 7-14=-147/319, 9-12=-231/352 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3)-1-4.0 to 2-7-10, Exterior(2) 2-7-10 to 6-M. Comer(3) 6-0-0 to 14-0-0, Exledor(2)14-0-0 to 17-4-6, Comer(3) 17-" to 21-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment Company. Borate or other suitable treatment may be used if it does not corrode the plates. IfACO. CBA, or CA-B treated lumber is used, Improved corrosion protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered forthis design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except (jt=lb) 2=170, 16=102, 18=154. 14=102, 12=154, 10=170. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin ytioL PE No.68181' MiTek USA; Inc. FL Carl 6634- 6904 Parke East Blbd.Tampa FL 10810 Data: April 23,2020 AwARNIiVedydezlgn paramefen aMREAD NOTES ON MIS AND INCLUDED M?EKREFERENCE PAGE MIA7473ra¢ I"347015110IORE WE Design valid for use only Wilt MReW ccmeclom. This design is based only upon pammetem shown, and b for an individual building wmpone t not ��- a boas system. Betare use, the building designermuat verily Me applicability of design paremelers and properly inwrparelethis design Into the oven! bulldingdesign. Bradng Indicated is to prevent budding of IntlMdual bass web anNor Mord members only. AMieamitemppma andpermamntbmdrgis MOW re4ulrell er stability and le prevent wIlap.a wiN possible personal injury and pmpedm y damage. Forgenerem l9uldaerertli ga,glhe labdcadon, abmge, delivery eredian and bracing of trusses and case system,see ANSI/Pall Dually CNrer/a, DS8-99 and SCSI Sending Component Salelylnlormnfloa avail ry16fmm Tma Plate InsPule,210N.Lee Street,SUlla312,Amandda,VA22314. fi904 Parke East Blvd. Tempest East8 Job Truss Truss Type Oty Ply LOT WIWATERSTONE 2324167 E7 JACK 4 1 T20052458 Job Ref (pg a0 Builders Rrssource (Plant City, FL), Plant city, FL-33567, 8.240 a Mar 9 2020 MTek Industries, Inc. Thu Apr 2312:58:19 2020 Page 1 ID3xt7Yd6RbYnXO16Sf6ghjjz4cnz-5BPXvd2pu2BKgEcpr73dKCVOIDOB7Bt7M1m2FzNgP2 Scale =122.6 Plate Offsets (X Y)— f2:0-2-10 0-1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Ude0 Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.19 4-7 >436 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(CT) -0.01 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=241(LC 10) Max Uplift 3=.162(LC 10), 2=-184(LC 10) Max Grav 3=198(LC 15). 2=343(LC 15), 4=124(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING. TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C formembers 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 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Pmvide mechanical connection (by others) of truss to bearing plate capable Of withstanding 1001b uplift at joint(s) except at —lb) 3=162,2=184. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Win PE No.88182 MTJR USA; Inc. FL Cart 6634. 6904 Parke East BNddemp t FL 13810 Data: Anril 23202n AWABNING-Vedrydeslgnparmne .MREADNOrES ON PBSANDINCLUDEDMI KREPERENCEPAGEMI7p3ns, INAYIDISBEFOREUSE Design valid for use only w in Waste m,meclon. This design b based only upon parametem shown, and Is bran individual building component not �a• a buss system. Before me, the building designer must vanity the applicability of design parameters and properly inmrpo ate Nis design Into theovetill building design. among molested is to prevent buckling or ndinddual buaa web andlar ckeM members only.Additional temporary and permanent trades Is MiTek• always repuired forspb0ity and to prevent mllapsewlth possible personal inlury end property damage. Forgeneralguidanceregardinglte labdcstion,sbrsge, tlelivery, erection entl bracing of buaees and Was systems, eao ANSITP/1 Qualify Cllltlld,DSB-a9 and BCSl Building Camponenr Selefylnrormarin oovatablehoes TrussPlate Institute,216N.Lee Sb LSuite312,Atoaandde.VA22314. EastB East B Tampa,rs 6904 PParselvd. Job Truss as Type Ply LOT 35/1 WA7ERSTONE 2324167 EN SPECIAL Jody 7 1 T20052459 Job Reference (pr 0 I 3x4 o.zw, a mar a ma Ica I ex Ineusmes, inc. I no Apr 2312:56:19 2020 Page 1 i;G Scale=1:22.6 Plate Offsets (X,Y)— [2:0-2-11 0-0.81 LOADING last) SPACING. 2-0-0 CSI. DEFL. in floc) I/de6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.21 4.7 >405 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4.7 >388 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) -0.03 3 No Na BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=10echanical, 2=0-8-0, 4=10echanical Max Ho¢ 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Gmv 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0oc putting. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vul1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft: B=45ft; L=40ft; eave=5ft; Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exleror(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 n tnconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI7rPl 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jl=1b) 3=166, 2=179. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Jdaquin yaltje PE Ne.68182 MITak USA, Inc. FL Cart 6634, 6904 Parke East Blvd. Tempi FL33810 Date: April 23,2020 ®WARMNO-V.dfy&egnpararrer—dREADNOWSONTMSANDINCLUDEDMREKREFERENCEPAGEMl1.7473nv. In"015BEADREUSE aa coarse valid for use mayw;m MRekW w xaac ara. coda dwgn is baaed only upon parameters Shown, and la for an individual building component not ��• a buss sptem. Before use, the building dealgner must verify rue applicabifry of design parameters and properly Incoremate Chia deign Into t1to overall buildingdesign. Bracing N4lcated is Is prevent buWing of Individual truss web andlor chord membasonly. Addromal temporary and permanmtbracing IsMiTek' always required for stability and to prevent collapse with powibte personal injury and Property damage. FagenmalguldancemgaMitgihe falmction,storage, deli lw, mandionand bracing ofbusswand buse.yetems, see ANSIRAIf Ouellry Ctlfedo, OSBA9 and SCSI Building Lamponmt Sofeylefene-d-a a.-ailablefmm Tmaa Platelnatitute,218N.Lee Sbwtsuite312.M.andda,VA4314. 8904 Parke East Blvd. 6904P East re Job Truss Truss Type ply Ply WATERSTONE 2324167 ENP SPECIAL 7 t ILOTI5n T20052460 b Reference (optional) r ••. r. r. r,a�„..,ry, r�-aa:ro. o.eruscan, sma wu i eK mausmes, Inc. I hu Apr 23 12:58:20 2020 Pagel ^ - ID:3xt?Yd6RbYnX016Sf6ghjjz4cm-ZNzv6z3RrLJBSOB?PjassplZBd6oka78BmnKaizNgP1 Scale -122.6 1%b Plate Offsets (X Y)— I70-6-7 0-0-51 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeg Ud PLATES GRIP TCLL' 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) 0.24 4-7 a347 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC aa8 Vert(CT) 0.22 4-7 a387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Hot 2=308(LC 10) Max Uplift 3=-150(LC 10), 2=-307(LC 10), 4=153(LC 10) Max Gran, 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All foxes 250 (lb) or less except when shown. BRACING- TOPCHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied art-7-8 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf; h=15ft; B=45ft; L=401; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; poach left exposed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=150,2=307,4=153. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the Signature must be verified on any electronic Copies. Joaquin yat zPE No.68182 bbTpk USA, Inc, FL Celt 6634 6904 Parke East Blvd. Tamps FL 13610 Data: Anril 93 909n AWARNING-Verilydasign onnrenraandREADNOIES ON POSANDINCLUDED sillREFERENCE PAGE aW.Un j"=of5aErORE m-. USE. Design valid Callas mi,vilth MRekIc connector. The design le based only upon parameter ehown, and Ia for an NtlividuM failing co e,re,l net ��• a have sy.hm. Behr use, Ne building designer must wnty the appilcabaty of dwipn par aster and pmpedy mmryead.this design into Meovarall building design. among Indicated is h passetbuckding of NtlMdual ones web ender chard mambas only. Addiflonif tempprry and pennarenibmdrg is avers required for atb aAto and prevent collapse with possible personal injury and raggedy damage. Far general guidance regarding the MiTek' hbdeation, slarage,dahm,, eleNan and bracing of losses and truss statism, see ANSUIPH Guava, Crltala, DS849 and BCSf Building Component Safelylnlormaium a.HA blafmm Truss Plate In58Wte,218N.Lee Soes(SWta312,Nle ndda,VAn314. 8904 Parke East8 lvd. East B Tempe FL Job a Truss was Type pty Ply LOT 3511 WATERSTONE 2324167 G01 Hip Girder 1 1 T20052461 b Reference pg 11 Y. --•--- 6- o mar a aunu mu ex lnpusmes, inc. 23 12:58:22 2020 Style =1:36.9 46 = 3.4 = 4.6 = 5 6 [4 46 = Us - 3xB = 4x6 = LOADING (psg 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 NO Cade FBC2017/TPI2014 CSI. TC 0.54 BC 0.90 WB 0.21 Matrix-MSH DEFL. Vert(LL) VerhCT) Hom(CT) in (loc) Udell L/d 0.16 10-12 >999 240 -0.21 10-18 >999 180 0.08 8 n/a Na PLATES GRIP MT20 244/190 Weight. 1011b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP Na.2 TOP CHORD Structural wood sheathing directly applied or3-0-13 oc puding. BOT CHORD 2x4 SP ND.2 BOT CHORD Rigid ceiling directly applied or4-11-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Hom 2=171(LC 7) Max Uplift 2=-909(LC 8), 8=-909(LC 8) Max Grev 2=1851(LC 13), 8=1851(LC 14) FORCES. (lb) -Max. Camp/Max. Ten. -All forces 250(lb) or less except when shown. ' TOP CHORD 2-3=-344911701, 3-4=-3213/1615, 4-5=2875/1496, 5-6=-2875/1496, 6-7=-3213/1615, 7-8=-MO/1701 BOT CHORD 2-12=-1391/3184, 10-12=-1392/3066, 8-10=-1391/3057 WEBS 312=290/155, 4-12=-101/564, 5-12=-327/271, 5-10=-327/271, 6-10=-101/563, 7-10=-291/155 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vui1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except fll=lb) 2=909, 8=909. This item has been 7) Girder carries hip end with 7-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6051b down and 376lb up at electronically signed and 13-M. and 605 It, down and 376 lb up at 7-" on top chord. The design/selection of such connection device(s) is the sealed by Velez, Joaquin, PE responsibility of others. using a Digital Signature. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies of this LOAD CASE(S) standard document are not considered 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 signed and sealed and the Uniform Loads (fill) signature must be verified Vert: 1-4=-54, 4-6=-112(F=-58), 6-9=-54, 13-16=-42(F=-22) on any electronic copies. Concentrated Loads (Ib) Joaquin Velez PE Ne.88182 Vert: 4=-347(F) 6=-347(F) MiTsk USA, the,FLCeit 6634 6904 Parke East BIvd.7ampa FL 11110 Date: Ann] 93 9n9n ®WARNING -Verily algnppmmerersemy READ NOTES ON THIS AND INCLUDED MITENREFERENCEPAGEMD.7473 ea- an, lW3Q015BEF0REUSE. Dsudga valid for use odywiN MRoWpormockirs. ibis design is based onlyupon pammetem shown, and Is for an individual building wmponeo4 rot ��• a press system. Before we, Me building designer must verify the apprio dality of design paramrs eteand property in inca porate Nis design k the evereff bulking deegn. Brad,g Indicaled is to prevent buckling of individual Muse web anaorstmud members only. Addidowl temporary a,M,eem,onambmd In, always requiredfor Condit, and le oreventcallapsewilh possible personal injury and property damage. Forgenereguidancerogardi,g Me "� M!Tek fabdrzgon.sbraen ddiveryryseason uss basing of Dowse and Lee Street,31 ANSVA UOualiy Dnlola, DSB49 ondBC5l Balding Compenenl Salerylnrwnegon evallable eom Tessa Plate Intgtule, 218 N. Lee Street, Bulls 312, Alexandtla, VA 223td. 69M Parke East Blvd. Tampa, R U610 Truss Truss Type LOT 3511 WATERSTONE F2324167' =Job T20052462 G02 Hip Reference (optional) cunueu rnamumwu". ry, nanuwIV, IL- 4 XIS = 3 4x6 = 4 o.esu s mar a ram Fall I ex Inousmes, me. I nu Apr 231 z:58:2z 2020 Scale=1:36.4 i� 3x6 = 3x4 = 46 = 3x4 = 3x6 = Plate Offsets (X Y)— [1:0-6-00-0-21 [6:0-2-12 0-1-81 LOADING (psf) SPACING- 2-M CSI. DEFL. in (foe) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.47 Vert(LL) -0.14 9-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.29 9-12 >817 180 BCLL 0.0 a Rep Strauss [nor YES WB 0.23 Hoa(CT) 0.03 6 nla n/a BCOL 10.0 Code FBC2017rTP12014 Matdx-MSH Weight: 91 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0,6=0-8-0 Max Harz 1=-185(LC 8) Max Uplift 1=-352(LC 10). 6=-352(LC 10) Max Grav 1=740(LC 1), 6=740(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or4-9-13 oc patina. BOT CHORD Rigid ceiling directly applied or6-1-4 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-1294/1116, 2-3=-994/831, 3-4=-83B/822, 4-5=-994/831, 5-6=-1294/1116 BOT CHORD 1-9=-906/1197, 7-9=469/838, 6-7=-906/1147 WEBS 2-9=-437/489, 3-9=160/287, 4-7=1601287, 5-7=-438/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (1t=lb) 1=352,6=352. This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Yelez PE No.68102 Wait USA, Inc. FL Cert 6834', 696E Parke East Blvd. Tampa Ft. 33610 Data: April 23,2020 AWARNINO-Verifydezlgn panmereneMREAD NOTES ONTHISAND INCLUDED MNEK8EFERENCEPAGEM0d473 rev. fe MOISBEFORE USE. Desgn valid ter use only Mtn MTeM mnnedors. This tl®Ign is based only upon pmametem shwm, and Is loran individual building mminnent not ��- a buss system. Salere use, the building deegner ..at vady the applicabiliyof desgn pammetms end properly mearporete this design Into theovera0 ■ buikingdanign. BmdMindicatetliabpmvwtbuWingofindMdualbuaawebanNorchoNmanbwemly. Additonaltempm gandpermanentbrach, MiTek' Is always required tor stability and to prevent collapse Wun possible pe,aanal Injury and pmpedy damage. Forinnandguidanceregardingthe fabdwdon,abrage,tltlrvery, arecgon and breGng of busses and truse eNtema. see ANSWIP11 Quality Cdtcrla, DS649 and B= Building Component Ssfelyinformegon a,allablefrom Tmn Plata lnsOMte,218 N. Lae Street suite 312, Alexandra, VA 22314. 890E Parke East Blvd. Tampa.FL 36610 Job Truss Type Dry Ply LOT 35/1 WATERSTONE �GS T2D052463 2324167 Hip Girder 1 .s L Job Reference toil 1I lent tAy, r-LI, viam laty, rL- JJSbr, a.Z4U a Mar a ZUZU Mtl ek Industries. Inc. Thu Apr 23 12:58:24 2020 Page ID:3xt7Yd6RbYnXO16SfBghjjz4cnzSBDOyL6xjapdw? VneZfo1 fCK4EZFg96k201XfTzNgOz _ gtOop a _ WA 4x8 II See = tue12 = 4x12 II 1.6x8 STP = 4e12 II "'Se 213 p90 1 i5J3 3000 6E-1J SL3 SL3 0.&13 &B = Scale=1:38.3 id Plate Offsets (X,Y)— %:0-1-11 Edge) 15:0-1-11 Edge] LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (roc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.19 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) .0.26 6-7 >911 180 MT20HS 187/143 SCLL 0.0 ' Rep Stress Incr NO We 0.96 Hom(CT) 0.07 5 me na BCDL 10.0 Code FBC2017/TPI2014 Mabix-MSH Weight: 2181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x6 SIG M26 WEBS 2x4 SIG No.3 REACTIONS. (size) 1=0-8-0,5=0-8-0 Max Hom 1=-202(LC 6) Max Uplift 1=-2244(LC 8), 5=-2282(LC 8) Max Grant 1=5042(LC 13). 5=5131(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-0 Go pudins. BOT CHORD Rigid Calling directly applied or 10-M oc bracing. FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 1-2=-9545/4275, 23=-6504/2973, 3-4=-0506/2973, 4-5=-10067/4504 BOT CHORD 1-9=3758/8664, 7-9=-3758/8664, 6-7=3962/8979, 5-6=3962/8979 WEBS 2-9=-93712337, 2-7=3055/1412, 4-7=-3567/1635, 4-0=1130/2778, 3-7=.2367/5406 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'x3°) nails as follows: Top chords connected as follows: 2x4 -1 new at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4-1 mew at 0-9-0 oc. 2) All loads are Considered equally applied to all plies, except if noted as from (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 mof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=S.Opsf, h=15R; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed fora 10.0 par bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.0 el f on the bottom chord in all areas where a rectangle 3S-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (It=lb) 1=2244,5=2282. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 805 lb dawn and 352 lb up at 14-0, 805 lb down and 352 lb up at 34-0, 8821E down and 385 lb up at 5-4-0, 949 lb down and 415 lb up at 7-4-0. 9461E down and 413 lb up at 94-0, 946 Ib down and 413 lb up at 114-0, 946 Ib down and 413 He up at 134-0, 719 lb down and 314 It, up at 15.4-0, and 84716 down and 3701E up at 16-0-0, and 904 Ih dawn and 395 Ib up at 18-M an bottom chord. The design/selection of such connection dedicate) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Page 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.68162 MIT.,Il1e. FL Cart 6834 6904 Parke East 814Timpa FL 7381D Date: Anril 93 9n9n A wARNING - Vedfy design parameters amf READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGEW4T473 rev. 1400112015 BEFORE USE. Design valid for an onlywiM Nyasa connectors. Tina design is based only upon parameters shcwn, and V for an individual building component, not ��- e truss system. Bebre we, Me building designer must verity Ma app4radrN of design parameters and property Montreux, this design into Me overall ■_ buildingdeegn. Omdtq MEiwtedisMprwentbuWLgof Mdmdual WsswebenNorchoNmembmeonly. Addiacnal temporary and pennanantloacn, MiTek Is always raqu4ed Insolubility and to prepaid lisp. w tb passible personal injury and pmpeM damage. Forgenamiguidanceregarditq Me fabdcx0on.storage, delivery, empsum and bracing of busses and buss systems, see ANSIZi Duality Criouse, DS849 and BCSl Spitting Componanf Selefylnform-Mon available from Trues Plata Institute, 218 N. Lee Street, suite 312, Alexandda, VA 22314. East B 6904 Page Eeat Blvd. Tampa, FL Job ITruss nlas Type Oty Ply LOT 35/1 WATERSTONE T20052463 2324167 G03 Hip Girder 1 .9 L Job Reference( ptiII Builders nrslcourCe (plant taty, I-L), Plant City, FL - 33567. 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:58:24 2020 Page 2 ID:3zt7Yd6RbYnXO16Sf6ghjjz4mzS8DOyL6zjapdw?VneZfol fCK4EZFg96k200(iTZNgOz .. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=54, 3-5=-54, 15=-20 Concentrated Loads (Ib) Vert: 6=-660(F) 14=-739(F) 15=-739(F) 16=-809(F)17=871(F) 18=-868(F)19=-868(F)20=-868(F)21=-777(F)22=829(F) ®WARNINO.yer"sigaparametersand READNOTES ON THIS AND INCLUDED WE( REFERENCE PAGE M147473rar. twoolof3BEFOREUS£ ess Design valid for use only wdh MTeWorapactore. This design Is based only upon parameter shawo. and is for an bdNlduel building mmpon rd, not ��' a "as system. Before use. Me building designer must ved/y be applicability of design parameters and pmpedy Incorporate Nis design Into the overall bulldingdesgn. Bmdngindicatedisropreventburklingofindividual WsewebandlarcoMmembemmly. Addiflonel tempomry and permanentbreda, MiTek' la alwaye, required for stability and ro prevent m0apse Who po rblepersonal Injury and pmpeM damage. Forgens al guidance Manage, Me fabricated, storage, delbery, erection and bracing of trusses and Buse systems, see ANSUFF11Quality Cr/fmis, DS8499 and BCS/ Building Component SafMylniwmegon ava9eblefrom Tmss Plate In.Y te,218N.Lee Street.Suite312.Nl.n dda,VA22314. fi904 Pade EastE EestBNd. Tempe,FL Job Truss Truss Type Oty Ply LOT 3511 WATERSTONE T20052464 2324167 H7 MONO TRUSS 2 1 J b Reference a (optional) e (Plant City, FL), Plant City, FL-33567. 8.240 a Mar 92020 MiTek Industries, Inc. Thu Apr 23 12:58:24 2020 Page 1 ID:3xt7Yd6RbYnX016Sf6ghfz4cnzS8DOyL6z)apdw4Vne2tal fCldEVug 11 k2OMTzNgOz -1-10-10 44 7 9-10.1 1-10-10 4E 7 S8.10 1 Style is 1:22.0 axe — Plate Offsets KY)— [2:01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Hom(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 43 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=05-0, 5=Mechanical Max Hoe 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=.226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (lb) -Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-734/233 BOTCHORD 2-7=-330/681, 6-7=-330/6B1 WEBS 3-7=0/322, 3-6=-719/349 BRACING - TOP CHORD Structural woad sheathing directly applied or 6-0.0 oc puffins. BOTCHORD Rigid ceiling directly applied or 9-8-5 oc bmcing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-secon l gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; hall Sit; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3S-0 tall by 2-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 5 except (A=lb) 4=166, 2=226. 6) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 56 lb dawn and 6216 up at 1-5-12, 56 lb down and 62 Ib up at 1-5-12, 5111 down and 68 lb up at 4311, 5 Ib down and 68 lb up at 4-3-11, and 50 lb down and 138111 up at 7-1-10, and 50111 down and 138111 up at 7-1-10 on top chord, and 22 lb up at 15-12, 221b up at 15-12, 11 lb down and 7 lb up at 4-3-11, 11111 down and 7111 up at 45-11, and 51 Ib down at 7-1-10, and 51 It, down at 7-1-10 on bottom chord. The designiselection of such connection devices) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Incmase=1.25 Uniform Loads (plq Vert: 1 A=-54, SS=-20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=11(F=S, B=5)11=46(F=23, B=23) 12=-99(F=-50, B=-50)13=22(F=11. B=11) 14=.51(F=-25, B=-25) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin Velez PE No.08102 MTak USA, Inc.FL'Cert 6634, 6904 Parke, East Blvd. Tampa FL 03010 Data: April 23,2020 ®WARMNG- Vedfydeslgnparamefars dREADNOT ON rMSAND/NCLUDEDMn REF£RENCEPAGEWI-7473MK fW3,200BEFOR£USE Design wx1d he use only W4 MRekOwnnec m.IDisdwi nIsbmWodyuponparametershown,end Ishran Individualbuildingwmponent.rut �a• abmaayahm. Before use, Me building designer must vadfy i, applicability of design parameters and property inwrxi this design into the overall bulldingdeslgn. among Indicated is to prevent backing ofladNldual"as vrebunder chord members only Additional tompomryand pemamentbrecvg ' MiTek' eWaya resulted fmi tabiliry and h prevent wrap. Win gasu ble personal injury and property damage. For general guidance regarding Me fabrtwtion. eMrege.delivery, erection and brecing of trusses and buss systems, see ikNWPI1 Quality Crifisa, DS849 and BCW Bunting Cemponenf 5e/etylnlwmoVon available from Tru. Plate Institute. 218 N. Lee Smet, Suite 312, Alexamiria, VA 22314. B 6904 Parke East BNd. Tampa R.East Job s Truss Type Oy Ply LOT 3511 WATER$TDNE 7H7V T20a52465 2324167 SPECIAL 2 1 J bR(re (p0 I1 eunaets FlydSource(Plant Gay, Fld. Plant City, FL-33567, 3x4 8.2405 Mar 92020 Milrek Industries. Inc. Thu Apr 23 12:58:25 2020 Pagel ID:1930GWBBpX31R187zeOm7kz54ad- Lnogh7aUuxUYg4zBGA1 ZIkOLetsPm l tH2U5FvzNgOy Scale =122.1 Plate Offsets (X,Y)— 12:0-1-3 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Oder Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 a,999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Hoa(CT) 0.01 5 file I BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or6-10-7 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (sae) 4=1ilechanical, 2=0-8-0, 5=Mechanical Max Ham 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Great 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (fig) - Max. CompJMax. Ten. -All forces 250 gb) or less except when shown. TOPCHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=699/932 WEBS 3-7=0/293, 3.6=-918/685 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcunentwith any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI?PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except (jt=lb) 4=170,2=248,5=163. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6716 down and 5216 up at 15-12, 67 lb down and 52 lb up at 1-5-12, 80 lb up at 4.3-11, 80 Ib up at 4-3.11, and 50 Ib down and 1741b up at 7-1-10, and 50 Ib down and 1741b up at 7-1-10 on top chard, and 231b up at 1-5-12, 231b up at 1-5-12, 11 lb down and 716 up at 43-11, 11 lb down and 7 lb up at 4.3-11, and 51 Ib down at 7-1-10, and 51 Ib down at 7-1-10 on bottom chord. The design/seleclion of such connection device(s) is the responsibility of others. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-0=54, 5-8=-20 'Con inued on game 2 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin yeloz PE Nm.68182 MRek USA, Inc. FLCart 6634 6904 Parke East Slad. Tampa FL 53810 Date: Anr6 97 ,2n9n ® WARNING. Very design xinvaefersoral READ NOTES ON 7NI5 AND INCLUDED MREN REFERENCE PAGE MIIJ473 rev. LNpago,15 BEFORE USE assess Design valid for use only with MRek® mrmecons. TNa design le based only upon parameters Mown, and la for an individual bug?ng component rut ��' a tress.Vatem. Before use, %a builtling designer ..at worry to applicability of design pammetewry e and properly Inonde this design Into no overaA Widingdesign. Sued, Indicated is top..tbucking ofindiadualbass web anNard,ONmembenonly, Additional temporary and permanentbracng MiTek' Is always re4uVed for stabilitystabilityand to prevent callapse possible win pale personalrtymsg injury and propedaage. Forgeneralgukancerardingne fabnration, staung,delivery, erection and bracing ofbvsses and bussaystema,see ANSIMPII Quality criteria, DS"S and BCS1 Building Comprnanr Sa7eyl e faflon avaiTMle Som Tmea Platelnatitute,210N.Lee StP2 eeLSuite312,N.ndda,VAa14. Eat B 6904 Palllvtl. Parke EaastB Tampa, Job' Truss ss Type Qty Ply LOT 3511WATERSTONE [SPECIAL T20052465 2324167 H7V 2 1 Job Ref (optional) Builders FlrstSourGe(Plant City, FL), Plant City, FL-33567, 8.240 s Mar 92020 MITek Industries, Inc. Thu Apr 23 12:58:25 2020 Paget ID:193OG W BBp%3jR187ze0m7kz54ad.Lno9h7aUu%UY94zBGA1 ZIkULetsPm ItH2115FVzNg0y LOAD CASE(S) Standard Concentrated Loads (Ib) 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, B=25) AWARNING•l4atl"eignparammeneMREAD NOTES ON THIS AND INCLUDED MIEN REFERENCE PAGE WF7473m¢ IOM3201SBEFORE USE asseas• Design valid forse uoNywithMBeM aonnesme This design is based only upon p remetem shown, and Isfor an individual building mmppnmL net a truss syarem. amongand Into Meoverap bualwadeogn.Brariagintllwtetl is mo use, Ica building designer must g of r ma appllWoew b antler pammatem ers only.Adinmryl temporary pomre,ard rmanent bradrg Woeweban rJiaNmembersonly.rgere _ MiTek pto rawntntbdssm Win name 0e h aM1vays routed for stabgiry era to pmventwllapse wiN passible personal injury end pmpeM damage Pority Crelrls, DSB49aa fabdoainformllan swalry,emrm Truss Plaeogolbweee an Leeeaaystems,s31 ANSVAZ!TPII OualiyCriteria, O5Bd9 and LSI Hulloing Component SAetyln/mnellon avaJeble term Truss Piste Ins4Wle, 218 N. Lee Street Suite 312. Alevantltle, VA 22316. 6904 Parke East BNd. Tampa, FL U610 Symbols PLATE LOCATION AND ORIENTATION 1 � " 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. 0-I'd, For 4 x 2 orientation, locate plates 0- 'Se" from outside edge of truss. This symbol indicates the required direction of slots In connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIrrP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 648 I I dimensions shown sixteenths (Drawings not too scale) 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for Wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved 0 MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear lightly 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 protectedfrom the environment in accord with ANSlrTPI 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-stmctural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 k. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSUTPI 1 Quality Criteria. l