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Home My WebLink AboutTrussrF DS ENOINEERINO ASSOCIATES May 1, 2020 Building Department 249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-0484 1 E: info@fdseng.com Website: www.fdseng.com Ref: Adams Homes Lot: Lot 127 BUL 5 Subdivision: Fort Pierce - Waterston Address: 5339 Vespera St. Model: 1485 A RHG KA # ' 20-3043 Truss Company: Builders First Source Date of drawings: 4/23/20 Job No.: 2324133 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching.all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantifies and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss iD's may vary. If you a any questions, please do not hesitate to call. J%%111111`A Sincerely, v � �t Carl A. Brown, P.E. Todd M. Born, P.E. Luis' ablo Tbr& FL. # 56126 FL. # 82126 FL.#8 864° "%1 I I "Doing Business with a Service Mindset and an Eye for Detail" -. Jjo Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2324133 - LOT 127/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Port St Lucie Project Name: 2324133 Model: 1485 �ampa, FL 33610-4115 Lot/Block: 127/5 Subdivision: Waterstone-St Lucie County Address: 5339 Vespera Street, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/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 20 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T20052384 A01 4/23/20 2 T20052385 A02 4/23/20 3 - T20052386 A03 4/23/20 4 T20052387 A04 4/23/20 5 T20052388 A05 4/23/20 6 T20052389 A06 4/23120 7 T20052390 A07 4/23/20 8 T20052391 A08 4/23/20 9 T20052392 A09 4/23/20 10 T20052393 A10 4/23/20 11 T20052394 All 4/23/20 12 T20052395 B01 4123/20 13 T20052396 B02 4/23/20 14 T20052397 C01 4/23120 No. Seal# Truss Name Date 15 T20052398 C1V 4123/20 16 T20052399 CO2 4/23/20 17 T20052400 C3V 4/23120 18 T20052401 C5V 4/23/20 19 T20052402 E7V 4/23/20 20 T20052403 H7V 4123/20 This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No, `fi8.:t82 W l STATE OF' April 23,2020 Velez, Joaquin 1 of 1 M Job Truss Truss Type Dty Ply LOT 12711 WATERSTONE 2324133 A01 Special Truss 7 t T20052384 Job Reference o tionat �{5A 5x5 6.00 12 ass G 4 5x6 i 3 14 6x12 W20HS 3.00 12 Sx6 23 4.6 O 6 5x6 7 Scale=1:71.0 1.54; STP = 24 13 25 12 11 10Ig 3x4 = 3x6 =3x4 = U12 WARS= eg I 5x8 8-7-10 17-0-11 223-5 30-M I 39-0-0 i A_J_1n Plate Offsets (X Y)- f2.0-2-7 Edge) 13:0-3-0 0-3-41 15 03-8 0-2-81 O'0-3-0OJ41 is _U-2-7,Edgel LOADING (post) SPACING- 2-" DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Vert(LL) 0.60 13-14 >784 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 FWBO Vert(CT) -1.01 13-14 >465 180 MT20HS 1871143 BCLL 0.0 Rep Stress nor YES Horz(CT) 0.59 8 We NoBCDL- 10.0 Code FBC2017rTP12014 Weight: 198 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7-9: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 *Except* 2-14.8-10: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Holz 2=429(LC 9) Max Uplift 2=-791(LC 10), 8=-791(LC 10) Max Grav 2=1527(LC 1), 8=1527(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 7-3-10 oc bracing: 11-13. FORCES. (lb) -Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD 2-3=4936/2635, 3-4=-4731/2591, 4-5=-2469/1557, 5-6=-2469/1557, 6-7=4621/2591, 7-8=-4845/2635 BOT CHORD 2-14=-2181/4765, 13-14=-1349/3098, 11-13=-647/1895, 10-11=-1349/2882, 8-10=218114373 WEBS 5-11=494/1023, 6-11=-1130764, 6-10=-868/1809, 7-10=-269/270, 5-13=494/1083, 4-13=-12(5/76q 4-14=-868/1997, 3-14=-259/270 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf, h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-14-0 to 2-73, Interior(1) 2-7-3 to 15-8-13, Extedog2) 15-8-13 to 23-7-3, Inleriof(1) 23-73 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 8t between the bottom chord and any other members, with BCDL = 1O.Opsf. 6) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSIMPI 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 1001la uplift at joint(s) except jt=lb) 2=791, 8=791. 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 MTek USA, Inc. FCCert6634 6904 Pajke East Blvd.:Tempa PLi$IIW Date: April 23,2020 ®wARNINa- VerlydaslgnPermnefmamod READ NOTES ON TMSANDINCLUDWD KREFERENOEPAGEMX7473Mv. lW0.24!015 BEPoRE USE e Oesgn valid far use onlywin MTek® connectors. This assign is based only upon parameters sham, and 13for an individual building companmt.not ��- a buss system. Before use, the building designer must mu"a appfoability of design personal. and property lncagorate We design into Neoverall building design. among Indicated is to Prevent budding of mdwidmi truss web anchrdmN membe,x only. Mob ... I l.mpararyand permanent Was, Is for MiTek' shams mqu'ved liability and to prevent collapse with pascbn penanal Injury and property damage ForgerieralgodanoomgzfdeSthe fabri.00n,idma,.,delivery, urethan and brads, of trmses and truss system, as ANSM11 Qua lily Crifeda, OSB-89 and BCSl Building component Safeyfo lnrmatfon availablefrom Truss Plate Institute.218 N. Lee Street, Suit. 312, Alexandria, VA 22314. 6904 PaM11,e E_md Eaet BIW. Tampa, 4 Job Truss Oty Ply LOT127/5WATERSTONET200523852324133 :-::-:--::=-=SSTy18 A02 ss 7 1 b Reference pr n e.zau s mar a zuzu mu ex mousmes, Inc. i nu Apr 23 12:b7:3s 2u2u Pagel �CFAI/IVSFeM11enCl11l1iY Il�� inC-iatFn IeA\.V axlla el.. I�....lneeu-tee:.., v.--e,_r._ Scale=1:79.0 5x6 600 12 5 2x4 II 6 24 25 4x6' 3x4 C 4 7 5x6 I- 3 5x6 8 1.Sx8STP = 1.6x8 STP =23 26 74 jjI 2 6 1 d U12 MT20HS _ 5 27 28 3x4 = Bx12 = g Ig 910I\7 ry 2 11 13 sale II 8x12 = 3x6 O 4x10 Mi20H5 � 3.00 12 _ 8-7-10 1 1]-0-11 n-]-1n 1 21-0-9 2{-0 29-1-14 1 394-0 Plate Offsets (X Y)- [2.0-1-14 Edee) [3 0-3-0 0.3.41 [5:0-3-8 0-2-81 [8'0-3-00-3-01 [9:0-2-9 0-1-81 ill 1:0-3-8 EI1el LOADING (psf) SPACING- 2-0-0 CSL DEFL. in floc) I/de0 Lld PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.85 Vert(LL) 0.50 15-16 >947 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.8515-16 >558 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES We 0.92 Horz(CT) 0.39 9 n/a nia BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 223 lb FT=20% LUMBER- BRACING. TOP CHORD 20 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. Except: BOTCHORD 2x4 SP N0.2'ExcepV 10-M ac bracing: 12-14 2-16,9-11: 2x4 SP No.1, 6-12: 2x4 SP No.3 WEBS 1 Row at midpl 11-14 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0.7-10 Max Hoe 2=429(LC 9) Max Uplift 2=-786(LC 10), 9=-785(LC 10) Max Grav 2=1538(LC 1), 9=1540(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(I1g) or less except when shown. TOP CHORD 2-3=-4985/2613, 3-4=-4780/2569, 4-5=-2504/1541, 5-6=-2426/1633, 6-7=-2479/1532, 7-8=-2515/1485, 8-9=-2808/1646 BOT CHORD 2-16=-2160/4809, 15-16=-1336/3135, 14-15=-630/1922, 9-11=-1270/2484 WEBS 3-16=-259/267, 11-14=-1042/2291, 7-14=290/262, 7-11=-306/170, 8-11=-445/381, 5-15=-493/1119,4-15=-1205/771, 4-16=-860/2005, 5-14=830/1147 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=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 2-7-3, Intenor(1) 2-7-3 to 15-8-13, Exterior(2) 15-8-13 to 23-7-3, Intedor(1) 23-7-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates am MT20 plates unless otherwise Indicated. This Item has been 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrenlwith any otherlive loads. electronically Signed and 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-" Wide sealed by Velez, Joaquin, PE will fit between the bottom chard and any other members, with BCDL= I0.0psf. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify using a Digital Signature. capacity of bearing surface. Printed copies of this 7) Provide mechanical connection (by others) oftruss to bearing plate Capable of withstanding 100lb uplift at)oint(s) except (jt=lb) document are not considered 2=786, 9=785. signed and sealed and the signature must be verified on any, electronic copies. Joaquin Valoz PE No.68182 MRek USA, Inc.FUCPit 6634, 6904Parke East Blvd..Tempa FL$3810 n Date: April 23,2020 ®WARNING-ywlry design Paremetere and READ NOTES ON THISAND INCLUDED MITEI( REFERENCE PAGE MII.7473 am,'"W015 BEFORE USE aaaaaDim gn valid for use only W%MirexO corrosion. Thin delign is besed only upon Parameters shown, and is for an individual building component act�■r • e hiss system. Boom use, fine building dwignw must verify the applcabilryof design parameters and property inmrinrate Wa tldsign Into aheo\rerau building tlesign. eramglndiwted isbprevenlbudding of lndMdualWmweb anNor chordmembae only. Addieonaltemporaryond Permanent and,g is MiTek' always regered lorelabilit lied to praventcollapse willpossible pemnal injury and property damage. For general guidance regarding Me labncaltn, slarage,tldhery, erection antl bredng of Wssea and truss sptema,sea ANSIRP/f Dualfty Cr%Ietla,DS9-09 and SCSI Building Component Sarerylnformallan wadable from Truss Plata Isolated,218 N. Lee Si suite 312, Alexandria. VA 223M Tampa,FL 6904 Padd BIM. East East Job Truss toss Type city Ply LOT 127/5 WATERSTONE 2324133 A03 SPECIALTRUSB 4 1 T20052386 ,.n oere.e.,,.e r.. .,ter ,dnwity, FL). Plant ury, FL-3W67, 8.240 s Mar 9 2020 MiTek Industries, 12:57AO 2020 Scale=1:02.0 6.00 [12 1,t I' 1; X0 2x4 II 8x12 = 3x6 5x8 3.00 12 2x4 11 22-. e.nfg - ass za-s ao la.a )-1s lo-za Plate Offsets (X Y)— [2:0-2-7 Edee][3:0-3-0 0-3-01 [5:0-3-8 0-2-81 r8:0-3-00-3-0] [9:0-2-9 0-1-81 fl l:OJ-B Edoel LOADING (psp SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.50 17-18 >952 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.8417-18 >561 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WS 0.91 Horz(CT) 0.39 9 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 230 lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-3: 2x4 SP M 31 BOT CHORD BOT CHORD 2x4 SP No.2 *Except* 2-18,9-11: 2x4 SP No.l, 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS WEDGE JOINTS Left: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Hoa 2=-429(LC 8) Max Uplift 2=-785(LC 10), 9=-785(LC 10) Max Grav 2=1538(LC 1), 9=1539(LC 1) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-4886/2611, 3-4=-4663/2568, 45=-2508/1541, 5-6=-2423/1629, 6-7=-2475/1527, 7-8=-2513/1486, 8-9=-2807/1647 BOT CHORD 2-18=-2159/4684, 17-18=-133513033, 15-17=528/1849, 14-15=.628/1849, 9.11=-1271/2482 WEBS 3-18=262/267, 11-14=-1030/2287, 7-14=-299/266, 7-11=-278/165, 8-11=-446/381, 5-17=-497/1077,4-17=-11921771.4-18=-859/1974, 5-14=-624/1087 Structural wood sheathing closely applied. Rigid ceiling directly applied or 2-2-0 Oc bracing. Except: 6-0-0 cc bracing: 6-14 10-0-0 cc bracing: 12-14 1 Row at midpl 11-14 1 Brace at Jt(s): 14 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=451t; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1A-0to 2-7-3, Inlerior(1) 2-7-3 to 15.8-13, Exterior(2) 15-8-13 to 23-7-3, Interior(1) 23.7-3 to 36.8-13, Exterior(2) 36-8-13 to 40-M zone;C-C for members and forces B 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 par bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSII TPI i angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at jeint(s) except (jl=lb) 2=785,9=785. 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.el= MTek USA; Inc. FLCert6634, 690 .Parke East Blvd. Tampa FL 33810 Data; April 23,2020 A WARNING. Verify design Peramarera and READ NOTES ON MIS AND INCLUDED MREK REFERENCE PAGE M P7473 rev. IMW015 BEFORE USE Dwgn valid for use only with MTek® comresbrs. T,le desgn is based only upon parameters shown, end Is for an individual building component net truss system. Sefars use, the building designer must vedfythe applirabifity ofdesgn parameters and property inne,s a this design Into theoversll b,aldingdedga Brad, Indicated la W,anwat bucNingoflndIndual truss wab ardor ci membere only. Addifionat temporary and permanent bracing MiTek 6 axvays requbed 6r suability and to prevent cat6pss WM possible personal li and property damage. ForgenerelguidancaregardIngthe fabdaTio oolomge, dditery,erecion and brachg of busses and truss sptems.aee ANSVIP11 Quality CrRedd.DSB-89 se BCSI Bulding Component 6904 Parke East Blvd. suadylnformaffon availablefmm Trans Plate Insists,218 N. Lae shed, Suite 312, Alexandria, VA 22314. Tampa, FL 3a610 Job as Truss Type Oty Ply LOT 22111 WATERSTONE 2324733 A04 Hip Truss 1 7 T2005238] ,.b Reference (..Bona 1 I-- ey,r h lean Bey, rL-aaeu r, d.Z4U S Mar 92UZU MI I ek Industries, Inc. I nU Apr 2312WAZ 2020 Pagel ID:WJkm9E47=F2oOUagSOIOzHJZu-6P75C3dYcVS4AajwXFNOsYS3fJ7ugGMYOs7JEv NgPd 7-2-9 .7-10 114-0 13.7-10 18-7-10 20.8.E 25.8.6 28-04 30-8-6 2-1-7 39-0-D 0.8-0 07-2-9 .5-1 24.6 23'0 544 24-12 5-0-0 2-3-10 2-e-0 -11 7-2-9 40 Sx8 6.00 12 5.8 2 Style=1:74.4 4x10 MT20HS = 3.00 12 4x10MT20HS c 8-7 112-7-10 20-8-6 23-0-10 30-6-6 394-0 8-7-10 ]d.tl 21d on- Plate Offsets (X Y)-- r2 0-1-14 Edo 1 r3:0-3-0 03-01 [5:0-3-3 Edge) [6,033 Edge] [8.0-3-0 03-01 [9:0 1 14 Ed el LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.55 11-12 >851 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.91 11-12 -516 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(CT) 0.57 9 We No BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 188 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 5-6: 2x4 SP No.2, 13,8-10: 2x4 SP M 31 BOT CHORD BOTCHORD 2x4 SP Nail *Except' 13-15,11-13: 2x4 SP No.2 WEBS WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0.7-10 Max Harz 2=409(LC 9) Max Uplift 2=-791(LC 10), 9=-791(LC 10) Max Gmv 2=1534(LC 15). 9=1534(LC 16) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-5032/2832, 3-4=-4845/2798, 4-5=-2585/1737, 5-6=-1943/1521, 6-7=-2585/1737, 7-8=-4614/2798, 8-9=-4825/2832 BOT CHORD 2-15=-2360/4833, 14-15=-170413531, 12-14=-826/2060, 11-12=-1704/3190, 9-11=-2360/4352 WEBS 5-14=-498/1098,4-14=-1421/908,4-15=768A753,6-12=-498/1042,7-12=-1333/908, 7-11=-768/1592 Structural wood sheathing directly applied. Rigid ceiling directly applied or2.2-0oc bracing, Except: 6-6-0 oc bracing: 12-14. 1 Row at midpt 4-14,7.12 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf, h=15ft; B=4511; L=39ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterier(2)-1-" to 2-7-3, Intenor(1) 2-73 to 13.0-14, Exterior(2)13-0-14 to 26-3-2, Interior(1) 26-3-2 to 36-8-13, Exteror(2) 36-8-13 to 40.8-0 zone;C.0 for members and fames 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adi late drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This buss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) -This truss has been designed fora live load of 20.Opsfon 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= I0.0psf. 7) Bearing at)oint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at Joints) except at=1b) 2=791, 9=791. 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. Jbaguin Velez PE Nd.68182' MTek USA, Inc. FL Cart 6834„ 690d Parke East Blvd. Tampa FL*to Date: April 23,2020 ®WARNING- wintry deal9nparametersmo READ NOTES ON THISANDINCLUDED MITEKREFERENCEPACEM11.7473ray. IM13,2015BEFORE USE asset, valid In use onlywith M178M mrvtacbrs. Tile design is based only upon pammetem ahown, and Is bran Individual building component set ��- huss eyabm. Babb me. rue building designer mustveny Me applicabllirydf design parameters and prai inmrpmate6Js dealgn rib seeoverall burdmgdeamm Seems Indicated is to prevent bucklingsar iu past webanNerplant members only. Addilonalbmpomryandpem,anentbmdM WOW always assumed for stal liyand b prompt .papas wim pparri personal injury and pmpedy damage. Forgeneral guidance regarding no fabrication, ebmge, delivery, erection and bracing p/trusses end truaa aystama, eae ANSWP/IOualiry C,i la, DS9-09 end BCBI Building Compananf Sahtylabrma9an availableWin Tears as Plate Institute,218 N. Lee Street, Suite 312, Alendna, VA 22314. East BIM. at 8904 Parke Ea Tempe,rk Truss Truss Type Oty Ply LOT 127/5 WATERSTONE [10b 24133 A05 Hip Truss 1 1 T20052388 ..,, oere.e...e c. -Z t aii. i. ..Z Zy'-+.,..v,, a24u s Mar, e2uzu vu l ex mausmes. Inc. mu Apr WU 12:01:432020 Pagel ID:WJkm9E470X5F2a0UagSOIOzHJZuabhUPOe Npaxo ISSzuFOm7JTS2ZhFiidWJsnLzNgPc 1-0-0 4-6-11 8-7-10 16-7-10 2255 30d5 34.95 39-0-0 OE-0 -0-0 4E-11 4-0-15 8-0-0 6-0-12 8-0-0 4-0-15 46-11 -4-0 6.00 12 6x12 N1T20HS 4 5x6 = pIl:H 6x12 W20HS C 22 Scale=1:73.4 1.5x8 SIP = 1.Sx8 STP = 20 23 2 13 12 11 2A 10 9 Ig 1 6x12 rdT20H5 = 512 = d10 = 3x6 = U12 IAT20HS = 78 1g 14 5x8 3.00 12 rid 8-7-10 i6-7-10 2255 30A5 39-0i1 Plate Offsets (X Y)— [2.0-2-7 Edge) [4 0-3-8 0-2-41 [5 0-3-8 0-2-41 [7'0-2-7 Ed el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Udell PLATES GRIP TCLL' 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.54 9-10 >870 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Ved(CT) -0.90 9-10 >527 74' MT20HS 1871143 BCLL 0.0 ' Rep Stress lncr YES WB 0.75 Horn(CT) 0.59 7 Na BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 193 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 31'Exmpta 4,5: 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=0-7-10, 7=0-7-10 Max Ho¢ 2=368(LC 9) Max Uplift 2=-791(LC 10), 7=791(LC 10) Max Gmv 2=1527(LC 1). 7=1527(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied or2-11-8 oc pudins. BOT CHORD Rigid ceiling directly applied] or 2-2-0 oc bracing. WEBS 1 Row at mldpt 3-12, 5-12, 6-10 FORCES. ill - Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2.3=-4888/2984, 3-4=-2604/1776, 4-5=-2221/1705, 5-6=-2603/1776, 6-7=-4824/2984 BOT CHORD 2-13=2492/4670, 12-13=-2363/4400, 10-12=-1065/2221, 9-10=-2363/4099, 7-9=-2492/4351 WEBS 3-13=511/1252, 3-12=-2184/1356, 4-12=-3521761,5-12=-268/269, 5-10=-352/852, 6-10=-2046/1356, 6-9=-51111173 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=39ft; Bove=5ft; Cal, II; Exit C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exteriorl -1-4-0 to 2.7-3, Intedor(1) 2-7-3 to 11-0-14. Extedor(2) 11-0-14 to 28-3-2, Interior(1) 28-3.2 to 36-8-13, Exterior(2) 36-8-13 to 40.8-0 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 pending. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed] for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing atjoint(s) 2, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except at=lb) 2=791, 7=791. 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. JoagU"'dez PE N6.68182 NTr.k USA; Iga.FLCeit 6834, 6904 Parke East Blvd.Tempz FL33610 Data: April 23,2020 ®WARNING-yo`vy dealgn paramelera end] READ NOTES ON THISAND/NCLUDED Ifirl REFERENCE PAGE MfI.7473 mv. 101011015 BEFORE USE. ses Design valid for use only with MmeW mnnectem. This design is based only upon parameters shown, and Is for an individual building component, rot ��• ones as system. Beforo use, the building designer must verify 9,e applicability of design parameters and napery inmryorate bus design Into Ne overall bwlding Jesign. BmdMg diratedisloprevenlbuc hgofhdMdualWwwebenN.,d MN emb.e dy. AdditiowltampomrymMpear.mmtbmd„g Is for to MiTek• at required] stability and prevent collapse win possible personal injury and pmpedy damage. Forgumnalguidanceregardingthe fabdweon,storage. delivery, erection and bracing of mossy and Was systems, see ANSWIelf Duallly Criteria, DSB-e9 andBC5l Building Component Sol ln Sey"edisn evafable from Truss Plata aeOute.218 N. Lee Send, Suite 312, Aleundda, VA 22314. East 6904 Parke East Blvd. Tampa, FL T20052389 scale=1:72.7 6.00 12 6x6= 5x6 = 3x4 = 4 5 6 5x8 i Sx8 0 ] p A l.5x85TP = 21 22 4 1.5x8 STP = j� 07 2 1 6xl2 MT20HS = 13 5x8 = 23 24 12 11 10 6 g tryl N 5x8 = 4x6 = 112 Mr20HS = IY 5.8 = 3.o0 12 5xB 2 o 8-]-i147d0 19-8-0 24b-8 3oAA 39-4-0 8-7-10 8AA 5AA qA.a Plate Offsets IX Y)- f2.0-2-7 Edge] f3.0-4-00-3-01 t49J-00-2-0] f6'0-M 0-2-01 f7'0-4-0 0-3-0t f8'0-2-7 Etl el LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Well IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.53 11-13 >890 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.0011-13 >471 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.44 Horz(CT) 0.57 8 n1a n1a BCOL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 192 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except' 1-3,7-9: 2x4 SP M 31 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=0-7-10, 8=0-7-10 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc putting. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 3-13.7-11 Max Hom 2=327(LC 9) Max Uplift 2=-791(LC 10). 8=-791(LC 10) Max Gmv 2=1527(LC 1), 8=1527(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4830/3104, 3-4=-2873/2019, 4.5=-2526/1911, 5-6=-2526/1911, 6-7=-2873/2019, 7-8=4788/3104 BOT CHORD 2-14=2597/4581, 13-14=-2457/4315, 11-13=-1478/2657, 10-11=-2457/4064, 8-10=2597/4315 WEBS 3-13=1871/1245, 4-13=-570/988, 5-13=-350/227, 5-11=350/227, 6-11=-570/988, 7-11=1755/1245,3-14=-554/1193,7-10=-554/1135 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=39ft; eave=511; Cal II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 2-7-3, Inte ior(1) 2-7-3 to 8-10-10, Exterior(2) 8-10-10 to 30-", Interkn(1) 30-5-6 to 36-8-13, Exterior(2) 36-8-13 to 40-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates am 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 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opsf. 7) Bearing at joints) 2, 8 considers parallel to grain value using ANSUTPI 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 jolm(s) except at=1b) 2=791, 8=791. 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 Velai PE No.68162. Mffek USA, IncA Cart 6034', '6904 Parke East BlvdSempaFL'71810, Data: April 23,2020 AWAf f- - veray design paramemra and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 me. 160.31015 BEFORE USE aaaaa Design valid for use only with MRek®mmeaom. This design is based only upon parameters shown, and b for an Individual building mmpoment rot ��• a truss sptem. Before use, Me building designer must witty the applicability of design pammelera antl properly Incorpando his design into the overall buildingdesign. Bracing ladioamdistoprevenibuokling oflndlvidual trussweb andlmchord mambas only. Addisonaltempamryendpemmumdbradng la MiTek' always requiretlfar stability and to prevent collapse WM possible personal injury and pmml mperhydaage. ForgeneguldenceregaNing the fab4ralon,storage,delivery,erec80nandbr ln,90fwsa mdmmeptems,see ANSIRP/10uality Criteria,0.8E-89And BDSlBuilding Component SeferylOfwmaBan evalable M1om Trues plate lastdute,218 N. Lea Strait suite 312, MexaMda, VA 22314. 6904 Parke East BIM. Tempa,Fl 3ast8 Truss Truss Type Oly Ply LOT 127/5 WATERSTONE T20052390 r2324133 A07 Hip Truss t 1 Job Reference (optio e) a rraiaource(Rani Cii, FL), Plant City, rL- adcol, 8.240 a Mar 92D20 MTek Industries, Inc. mu Apr 23 12:57:46 2020 Page1 ID:WJkm9E470X5F2o0UagS01QZHJZu-]ANc2Qg3gk WfSlhm5Ry00dmOwU7ml9BJTXWOgzNgPZ 14-0 6.6-11 12-]-1D 19A-0 2641.E 32-9-5 39-0-0 0-8-0 4-0 8-6-17 6-0-15 7-M ]-0-6 6-0-15 6.6-11 1b0 Scale=1:72.9 6xB = 3x4 = Us = 4 23 24 5 25 26 6 28 - 1.5xS STP = 3x4 = 3x12 Mr20H5 3.00 12 3xl2 MT20HS 8-7-10 15-64 23-9-12 30.8-0 394-0 8-7-10 6-10-10 8-3.8 6-10-10 82-11 Plate Offsets (X Y)— I2:0-0-14 0-0-31 (4�0-5-8 0.2-0I f6:0-5-8 0-2-41 f8:0-0-14 0-0-31 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.59 13-14 >799 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.91 11-13 >516 180 MT20HS 1871143 BCLL 0.0 Rep Stress lncr YES WB 0.74 Hom(CT) 0.57 8 rda n/a BCOL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight 183lb FT=20% LUMBER- TOPCHORD 2x4 SP M 31'Except' 4-6: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP Ne.3 REACTIONS. (size) 2=0-7-10, 8=0.7-10 Max Ham 2=286(LC 9) Max Uplift 2=-791(LC 10). 8=-791(LC 10) Max Grav 2=1527(LC 1), 8=1527(LC 1) BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0 Be bracing. FORCES. (lb) - Mani. Camp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 23=-4894/3304, 34=-4579/3076, 4-5=3108/2239, 5-6=-3108/2239, 6-7=4579/3076, 7-8=4894/3304 BOT CHORD 2.14=-2808/4527, 13-14=.1607/2858, 11-13=-1928/3305, 10-11=-1607/2858, 8-10=-2808/4425 WEBS 3-14=370/444, 4-14=-1076/1857, 4-13=188/555, 5-13=-407/316, 5-11=4071316, 6-11=-188/555,6-10=-1076/1758, 7-10=-378/444 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=1Sit; B=45ft; L=39T; eave=5ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-73, Interior(1) 2-73 to 7-0-14, Exterior(2) 7-0-14 to 18-2-6. Intenor(1) 18-2-6 to 21-1-10, Exterior(2) 21-1-10 to 32-3-2, Interior(1) 32-3-2 to 36-8-13, Extedont!) 36.8-13 to 40-8-0 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 pending. 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (Il=lb) 2=791, 8=791. 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 N0.68182 Mil U50.1np. FUCert6634, Is904ParkeEZt Blvd.Tempz FL ;410 Data: April 23,2020 AWARNING - Varifydandgepemr maa,MREAD NOTES ON MIS AND INCLUDED MMICREFERENCE PAGE Wh7473 has 10/03,7015 BEFORE USE • Dealgn valid for use anlywlth Mnek® mrnaclors. This design is based only upon parameters shown, and Is for an individual building mmponent not a buss system. Before use, Me building designer must verify Me applicability of dcagn parameters and properly incerparate Us design Mae Me overa i buildingdosgn.Base, Indicated is aspmvenlb.cdngpf mRriEual Vussweb anchor chord members only. Additional temporary and permanent med,g MiTek' b always required lmepbliyandis ImIamtcoll-PecWN passible Personal Nlury and propery damage. Forgers raleuldanceragaatmg Me fabdca mstorage. deliveeryry emeam, and bracing of busses and buss systems, sea ANSUTP/1Qualiy Crawla,DSB-69 and BCSI BIeldeg Component Selaty 1casnarlon available fmm Tmss Piste 1ns5tute, 218 N. Lee Street Suite 312, Plexandda, VA 4314. 6904 Parke East Blvd. Tampa, FL 36610 b Truss Truss Type Ply LOT 127/5 WATERSTONE [20324133 A08 Hip Truss F1Q'y 1 T20052391 im.. n,un "o i<mrwomzu Scale =1:71A 5x6 = as - 3x4 = S 6 = d 24 525 fi 28 27 7 6.00 12 2x4 2.4 233 8 28 Isx8 SIT = 22 29 15 1.5x8 STP = ^7 2 1d 13 12 qq 11 q c t 6x12 MT20H5 = 910 ry y8 = 3x12 MT20HS = 6x12 MT20= I$ 3x4 = Sx8 3.00 12 5x8 BJ-10 1&9.6 23-8-10 308-6 39-0-0 Plate Offsets IX Y)- [2.0-2-7 Edge1 [4 0-3-8 0-2-41 15 0-3-00-3-0] [7:0-3-8 0-2-4t [9:0-2-7 Ed el LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Ioc) Vill Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.77 12-14 1615 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.1312-14 >418 160 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Hoa(CT) 0.65 9 n/a Iva BCOL 10.0 Code FBC2017/TPI2014 MalriX-MSH Weight: 1891b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 *Except* 45,5-7: 2x4 SP No.2 BOTCHORD 2x4SPNo.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Harz 2=245(LC 9) Max Uplift 2=-791(LC 10), 9=791(LC 10) Max Gmv 2=1527(LC 1).9=1527(LC 1) BRACING. TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ill -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4875/3323, 3-4=-4584/3037, 4-5=-4107/2833, 5-6=-4187/2917, 6-7=-4097/2827, 7-8=-4584/3036, 8-9=-4874/3323 BOTCHORD 2-15=-2825/4429, 14-15=-1921/3337, 12-14=-2446/4184, 11-12=1920/3337, 9-11=2825/4404 WEBS 3-15=308/418, 4-15=-816/1472, 4-14=521/1027, 5-14=350/364, 6-12=411/366, 7-12=518/1018,7-11=-816/1427, 8-11=-319/418 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, BCOL=5.0psf, h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-4-0 to 2-7-3, Interici 2-7-3 to 5-0-14, Extenor(2) 5-0-14 to 16-2.6, Interior(1) 16-2-6 to 23-1-10, Ecterfor(2) 23-1-10 to 34-3-2, Intedor(1) 3432 to 36-8-13, EMedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water parading. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chard live load nonconcumentwith 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) Bearing atjolnt(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at)oinl(s) except Qt=1b) 2=791, 9=791. 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 yell 1,16;681821 MJTpk USA, l6i.kO t6634,. �6904 Palkc.Easi Blvd. Ramps FL 33810 Date: April 23,2020 a AwmNING.Verlydeslgnparam Nme dRF ONOTE50NTNISANDINCLUDWMITE REFERENCEPAGEMXi473M.r"WOf5BEFOREUSE sawas Design valid for use onlywiM MIT" connectors. T613 design is based only upon parameters shown, and is for an Individual building wmponenl not ��- e Was.}stem. Before use, Me building designer must verly Me appllwbiliyof dwgca n parameters end propedylnrpomte Nle design Into Me overall bulldingdesign. BrsongindicatediaMpreventbucNMgofirdividualWsewebanalchoNmembersonly. Additional tamporary and pemisnentbradng for WOW always re4uired stabiliyand to prevent collapse with possible personal injury and pmpeMtlamage. For generel guldanw regarding Me fabrication. storage, delivery. erection end acting .1 forest and buss, eymems. see ANSWPII Dually Criteria, DS8419 and BCS1 Building Companenr Saleylnfonnagon available born Truse Plate lnatiNle,218 N. Lee Street Suite 312, Alexandria, VA=4. fi90d Parka Blvd. EastB Eaat B Tani Truss Truss Type City Ply LOT 12715 WATERSTONE Fr0D !II 2324133 A09 Hip Truss 1 1 T20052392 5x6 = 6xl2MT20HS = 7x10 = 2x4 II 6.00 12 4 23 24 25 5 6 26 27 28 7 2x4 = 3 1.;21 a! 22 2 14 13 12 11 911 Bx14 MT20HS = 2.4 11 6xl2 MT20HS = 6x12 Mr20HS = mc. i nu npr za lzarva zuzu Scale=1:71.4 2x4 8 � 9 29 1.Sx8 STP = 30 910 1m 19 Sx8 = 3.an 12 5x8 0 8-]-10 16-0-] 23-3-9 1 3M 394-0 Plate Offsets (X Y)- [2 0 2-7 Edq 1 [4 0300-2-7[ [5 0-5-00-4-81 [7 0-8-4 0-2-01 [9'0 2 7 Edq 1 [11;0 3 12 0 3 O]f12 0 5 12 03-41 [14 0 7-003 el LOADING (psf) SPACING- 2-M CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.94 12-13 >501 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -1.3712-13 >345 180 MT20HS 187/143 BCLL 0.0 Rep Stress Inner YES WB 0.81 Hoa(CT) 0.72 9 rda Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 202 lb FT=20% LUMBER - TOP CHORD 2x4SP Niel *Except' 45,5-7: 2x6 SP M 26 BOTCHORD 2x4 SP No.1'Except* 12-14: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP ND.3 REACTIONS. (size) 2=0-7-10, 9=0-7-10 Max Harz 2=-204(LC 8) Max Uplift 2=-791(LC 10). 9=-791(LC 10) Max Grav 2=1527(LC 1), 9=1527(LC 1) BRACING - TOP CHORD Structural wood sheathing directlyapplied or2-1-13 cc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. WEBS 1 Row at midpt 5-14, 7-12 FORCES. (Ili)-Max.Comp./Man. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-4828/3279, 3-0=-4691/3071, 4-5=4197/2825, 5-6=-6108/4032, 6-7=-0110/4034, 7-8=-4675/3067, 8-9=-4831/3281 BOT CHORD 2-14=-2777/4355, 13-14=-3589/6040, 12-13=3589/6040, 11-12=-2405/4182, 9-11=-2778/4358 WEBS 4-14=1007/1749, 5-14=-2052/1233, 5-13=0/298, 6-12=-472/467, 7-12=-1275/2138, 7-11=642/1177, 3-14=-132/285, 8-11=159/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exit C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-73, Intedor(1) 2-7-3 to 3-0-14, Extedor(2) 3-0-14 to 14-2-6. Interior(1) 14-2-6 to 25-1-10, Exterior(2) 25-1-10 to 363-2. Intedor(1) 36-3-2 to 36-8-13, Exterior(2) 36.8-13 to 40-M zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL_=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherviise indicated. 5) This truss has been designed for a 10.0 list bottom chord live load nonconcurient with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSIRPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=791, 9=791. 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 vales PE Nc_68182 I16ewsA; iihcACert 6834 6804 Parke, East Blvd. Tampa FLQ3810' Date: April 23,2020 AWARNING. VeNrydagnpardmetersar READNOTESONTHISANDINCLUDEDMff KREFERENCEPAGENI-7473rev. rbDL3ars BUOREUSE sessee Design valid far use onlywith MTekO mrmectms. This design is based only upon parameters shown, and Is far an individual building wmponenp rot WW1• ss system. Before use, the building designer must vedry the appGrabilityof dmet esign paraers and propedy lncoryorste this design inb Me ownall builtlingdesigm BmcingindicatWisbpreventbucklingof NdNidual WsswebanNprchoWmabersonly. Additional temporary and psonanentbredng MiTek' Is always required for stabilay an l to prevent wllappe wM possible pe,sonal injury and pmpeny damage. For general guidance m,,ardng Me fathmueon. posse, delivery. erection and bracing of trusses and truss systems, see ANSIyrPll Quality criteria, DS"9and SC& Building Compenant 69D4 Padce East BIM. SaferylnfmmaPon evaJablefmm Tmv Plateln-ttute,218N.Lee Street,Suite312,A&randrla,VA23314. steel Park. East Ns5 ype ty P y LOT 12TI5 WATEftSTONE FO 232d133 10 HIN55 P TRUSS 1 T20O52393 3 -' -'-�-"^" """'--"a•' •' �++�+ a140 ¢ Apr a 3U30 MTek Indusedes, Inc. Thu Apr 2314:04:002020 Page 1 ID: WJkm9E47OX5F2oOUagSOIQzHJZu-YIGp0401aMmOB38650JPG6i5h6 WOD5BJf8JV_zNgJj 1-4-0 34-14 ]-0D 12-0-13 17-1.10 22-2-0 2743 324-0 3S)-2 3g<-0 04-0 -4-0 3514 112 50.13 5 13 50.13 50.13 5-0-13 112 1514 -0-0 Scale =1:727 6.00 12 5x6 = 5x8 = 2x4 II as = Us = 51 = 3 24 4 25 5 6 26 7 27 8 1.5x8 STP = 2 17 28 16 15 14 13 12 11 ill 6x12 Mr20HS = ara I ax12 MT20HS = 2x4 II 4x6 = 29 Bxl4 M)29HS = 5x8 = us n 3.00 12 61 3 18-14 ]-4-8 12-0-13 11-1-10 22-2-6 2)-3.1 31-11-8 357-&]-f02 3?4-0 3514 4-65 SO.13 "13 5 P13 4$ 18- 4 Plate Offsets (X Y)- 13:0-0-0 0-2-81 [6'0-3-8 0-3-01 [8'0-4-0 0-2-81 f17'0-6-0 0-4-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 1.22 13-14 >388 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1.00 Vert(CT) -1.5013-14 >315 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.59 Hom(CT) 0.59 9 nla n/a BCDL 10.0 Code FBC2017ITP12014 Malnx-MSH Weight 62516 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 11-15: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3025/0-7-10, 9=3025/0-7-10 Max Holz 2=-171(LC 6) Max Uplift 2=-1784(LC 8), 9=-1784(LC 8) Max Grav 2=3485(LC 13), 9=3485(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 1446. FORCES. (Ib) -Max. Comp./Max. Ten. -All fames 250 (Ib) or less except when shown. TOP CHORD 2-3=-12858/6217, 3-24=-12560/6123, 4-24=-12560/6123, 4-25=-1899019560, 5-25-18990/9560, 5-6=-18990/9560, 6-26=-167608437, 7-26=-16760/8437, 7-27-12424/6119, 8-27=-12424/6119, 8-9=-12723/6215 BOT CHORD 2-28=-5523/11832, 17-28=5586/12009, 16-17=-8355/17262, 15-16=-8355/17262, 14-15=-8355/17262, 13-14=-9594/19508, 12-13=9594/19508, 11-12=.8193/16768, 11-29=5583/11757, 9-29=5521/11576 WEBS 4-17=-5142/2650,4-16=0/420, 4-14=-1019/2028, 5-14=576/514,6-14=-625/317, 6-13=22/452, 6-12=2906/1485, 7-12=302/1037, 7-11=-4827/2480, 3-17=-2490/5448, 8-11=-2481/5371 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Tap chords connected as follows: 2x4 -1 raw at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or(B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst,, BCDL=5.Opsf, h=15ft; B=45ft; L=39ft; eavei Cal. II; Exp C; Encl., GCpii18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 pill bottom chord live load nonconcurrenl with any other live loads. 8) - 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. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178416 uplift at joint 2 and 1784 It, uplift atjoint 9. LMAhi78W8r0W%%f11p end with 7-0-0 end setback. 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.68182' Mnek USA, Il Co 6904 Pirko Ezst Blvd. Tampa FL 33810' Date: April 23,2020 ® WARNING - Vody daslpn pnranreMra a q READ 1O7E5 GR THIS AND /ALLUDED NmEI ( REFERENCE PAGE M14)d)3 rev. l"W 015 BEFORE USE. Design valid for use only Am MITek® ovnnedars. Thls design is based mi upon parameters shover, and Is for an individual building component not a Was sadism. Before use. Me building designer must will, Me applioubiGy of design parameters and properly incorporate Mir design into Me overall buildingde¢ign. Bracing Indicated is M prevent buWing of individual brims webandfor chord members only. Additional temporary and permanent bracing is parstability to MiTek' ahvap regained and Prevent collapse van, Possible personal injury and property damage. Fmgen ralguidanceregardirg Me fabrication, storage ddWery,erection and hrecNg oI Wasea and Was spNme, ¢ee ANSI17P/1 qualify Criteria, DS849 and BCSI Building Component Safefylnfa maffan available from Times Plate lrisMAe, 218 N. Lee sheet, Suite 312, Alexandria, VA 22314. East East Tampa, FL 6904 Parke Blvd. Job runs toss ype ty y LOT 127I5 WATER9TONE 2324133 q10 HIP TRUBs 1 20052393 3 -'� o.eeu a npr 4luzu M1leRlnaucNes.Inc. ,nu APr LA14:W:uululV Yage2 NOTES- ID:WJkm9E47O%5F2o0UagS010ZHJZu-VKipO401aMmOfB38650JPG6i5h6WOD5BJf8JV zNgJj 12) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7331b down and 321 Ito up at 32-4-0, and 733 lb down and 321 Ib up at 7-" on bottom chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54,3-8=-113(F=59), 8-10=-54, 18-28=-20, 17-28=-42(F=-22), 11-17=42(1`=-22), 11-29=-42(F=-22), 21-29=-20 Concentrated Loads (lb) Vert: 28=-475(F)29=475(F) AWARNING-Verify dea19n Per+metara Had READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE LWE7473 rev. fd0]Rofis BEFORE USE Design valid far use onlywith MT-14) mrmectI Tbls deans Is based oMy upon parameters shown, and Is for an IndWidual building omponent cot ��• Mass ayatem. Before use, Me building designer must verify Pe appllceblltyof design paramrs eteand property Incorporate thla design intoibe overal ,01dingdeslgn. Bracing Indicated is to prevent buckling oflndwidual buss wob andorchod members only. Additional temporary and pegaventbradng MiTek' U silver required for stalculyand to prevent callapswith e possible personal injury and property damage. For general guidance retarding too Lubricates. storage, dellvery, standing and bracing of vines. and bus. eyetama, see ANSUFalI Quality CrMgIa, DSB-89 and BCSI Bufl&aq Component East B Safolyinl nffon avalabieha-Tmsa Pet-lnatWte,218N.loa Street.SWW312,AI.Ml.,VA2314. Tarma.6904 Parke ivtl. rke EastB Job Truss Truss Type Qty Ply LOT 12715 WATERSTONE 2324133 A11 GABLE 1 1 T20052394 Job Reference o tional +.,.+...wu7cGk G.Av,g1. y, Fioa„ny, rL-oopor, 624U 5 Mar a ZU2U MI l eh InGUSmea, Inc. I nU Apr 23 12:57:53 2020 Page ID:WJkmg E47QX5F2cOUagSO]QzHJZu-IXIGWpmSOVX—W3lg33botQzfkuAvBCAw3kO7mzNgPS 1-0-0 44id 8B-0 14-1-0 191 2 10 25-10-4 32-2-10 394-0 0-8-0 -0-0 4-0-0 3-01-12 5-7-0 9 0- 0 5-9-10 6J-0 ]-1-6 -0-0 3x6 i Scale=1:69.9 Sea ,,, r 5 6 21 20 1918 5x12 = 3x6 Q 8-6-0 14-1-0 14J 10 20-0-10 2]-1-13 39-4-0 B-0-0 -0 n-� n t� I —I Plate Offsets (X Y)- 12.0-2-9 0-1-81 [3.0-6-0 03-41 [5:03-8 0-2-8] [8:0-M 0-1-121 [8�O-3-0Ed e] [9�0-2-00-0-01, [10:0-2-9 0-1$ [12:0-6-00-3-01 [22:0-1-8 0-1-0] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.38 12-40 >602 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.8012-40 >288 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.78 Horc(CT) 0.02 10 n/a Na BCDL 10.0 Code FBC2017frP12014 Matnx-MSH Weight: 271111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-8 cc pudins. BOT CHORD 2x4 SP N0.2 P "Except' BOT CHORD Rigid ceiling directly applied or6-M cc bating, Except: 3-18,6-13: 2x4 SP No.3, 12-13: 2x4 SP No.2, 10-12:2x4 SP No.1 10-0-0oc bracing: 17-18,13-14,10-12. WEBS 2x4 SP No.3 1Row at midpt 6-14 OTHERS 2x4 SP No.3 REACTIONS. All bearings B-6-0 except at=length) 16=1 1-4-0,14=11-4-0, 10=0-7-10, 15=11-4-0. (ID) - Max Ho¢ 2=429(1_C 9) Max Uplift All uplift 1001b or less atjoint(s) 18, 19, 20 except 2=-255(LC 10), 17=-214(LC 9), 16=-108(LC 7), 14=-666(LC 10), 10=390(LC 10), 21=-122(LC 10) Max Gav All reactions 250 lb or less atjoint(s) 18, 15, 19, 20, 2 except 2=267(LC 16), 17=636(LC 15), 16=405(LC 15), 14=1230(LC 16), 10=736(LC 16), 21=269(LC 15) FORCES. (Ib)-May. CompJMax.Ten.-All tomes 250(Ib) or less except when shown. TOP CHORD 23=-403/436, 6-7=-85/305, 7-9=-570/343, 9-10=-915/517 BOT CHORD 3-17=585/268, 15-16=-258/332, 14-15=-258/332, 6-14=-473/380, 10-12=-240/785 WEBS 3-16=-247/260,4-16=-370/227, 4-14=-187/305, 12-14=0/395, 7-14=-767/547, 7-12=-183/487, 9-12=507/416 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exleriof(2)-1-4-0 to 2-7-3, Interior(1) 2-7-3 to 15-8-13, Exterior(2) 15-8-13 to 23-73, Inlenor(1) 23-7-3 to 36-8-13, Extedor(2) 36-8-13 to 40-M zone;C-C for members and farces 8 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 consult qualified building designer as per ANSI7rPl 1. 4) na 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 0-0-0 cc. 8) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrentwith any other live loads. 9)' 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-M wide will fit between the bottom chord and any other members. 10) 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 perthe recommendation of the treatment company. Borate or other suitable treatment may be used if it does not conode the plates. IfACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 11) Bearing at joint(s)17 considers parallel to grain value using ANSIrrPI 1 angle to gain formula. Building designer should verify 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 Uataz PE N6.68182- III USA; Inc, FL Celt 6634. 6904 Park¢ East BNB. Tampa FL 3361b; Data: April 23,2020 AL WARNING- Vanity des19n parameter emd READ NOTES ON THIS AND INCLUDED M?EK REFERENCE PAGE MfrJ03 rev. f0/OJROfS BEFORE USE as Design valid for use only with MToW connecrom. This design Is based only upon parameters shown, and is for an individual build, component not �F� tag' a truss system. Before use, Me building designer must verify Me applicability of design parameters and property incorporate thth is design into e oveall buildingdesign. Bracing indicated is to prevent bucking ofindividual Wss web andlorchord members only, Additional temporary and pennanentbroa,g Is always required formability and to Prevent collapse with possible personal injury and property damage For general guidance regarding Me M1Tel.Ill' Saftyrnfabrication%orma0ndel available Wmon and Tmss Plate Instituuttee,,218 N. Lee Streat Suses and ite 312, Alexandrasea A2231&lty Criteria, DSB-89 andaCS/Budding Component 6904 Palle East Blvd, , Tampa: FL 36610 Truss cuss Type Oty Ply LOT 127/5 WATERSTONE [2324133 A11 GABLE 1 1 T20052394ob =h Gnluw .e f.pti na) tr,ouw,q, ry, Fier Gay, rL - a 567. 6.24o s Mar 92020 MtTek lndustnes, Inc. Thu Apr 23 12:57:53 2020 Paget NOTES- ID:WJkm9E47OX5F2oOUagSOIOzHJZu-IXIGWpmSOVX_W3lg33botOzikuAvBCAw3kO7mzNgPS 12) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 100 lb uplift at Joint(s)18, 19, 20 except (p=lb) 2=255, 17=214. 16=108, 14=666,10=390,21=122,2=255. AWARNINO- yarllydeslgaparanammearaIREADNOTES ON THIS AND INCLUDED MITEKREPERENCE PAGE MIb7473.1 laga"015BEPaRE USE • Oesgn valid far use only Win Wood) semesters. This dwgn Is based only upon parameters shown, and Is form individual budding component, not a Wassyatem. Before use, no building dealgnmmuat verify Me applicability of design parameters and propetlyinwryarale this slogan Inds No overall buildingdasign. Bmcltg Indicated la to prevent bushing ofindividual Was web and/or chord members only. AddiSanal mammary and pennanembmdy MiTek' is always required forstabllitrev y and m pent collapse win pwside personal injury and mapeden y damage. Forgemiguidanceregardirg Ma fabeca...Mage,ddNery,emdionandbracingaf Wsaesand Wsaaystems,sse ANSUFPH Duality Camda, DSB419 mdBCSI Budding Component Blvd. e dcEmit Sa."'J afon available from Texas Plate Institute, 218 N. Lee Street 6904 Pa Suite 312, Alexander, VA 22314. TBmpa,rk Emt Job Truss cuss Type Oty Ply LOT 127/S WATERSTONE 2324133 1;3 SPECIAL TRUSS 2 1 T20052395 e..,. _ �:_,e Job Reference o tlonal ce (Plant City, FL), Plant City. FL - 33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 2312:57:54 2020 Scale=1:63.1 6.00 12 5x6 la 19 3x4 = 2x4 11 3x6 = 1.5.8 STP = 3.8 = 6x8 = 5-3.8 11-0-12 19-11-0 2483 30-8-0 30- -0 53-8 5-9-0 P142 4-5-11 6-213 0 210 Plate Offsets (X Y)- f4.0-3-0 0-3-01 15 0-3-8 0-2-81 P 03-0 0-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.26 12-13 >930 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.4312-13 >555 .180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.03 8 Na ma BCDL 10.0 Cade FBC2017/TPI2014 Matrix-MSH Weight: 174 Ib FT=20% LUMBER- TOPCHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-12: Zx4 SP No.3 WEBS 2x4 SP No.3'Except' 5-13: 2x4 SP No.2 REACTIONS. (size) 2=0-7-10, 12=0-7-2, 8=0-3-8 Max Hom 2=346(LC 8) Max Uplift 2=486(LC 10), 12-645(LC 10), 8=-576(LC 10) Max Grav 2=831(LC 15), 12=1147(LC 1), 8=483(LC 20) BRACING. TOP CHORD Structural woad sheathing directly applied or 5-0-2 oc purling. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. WEBS 1 Raw at midpt 5-13, 5-12 FORCES. (lb) -Max. Comp./Mm. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 23=-1281/812, 3.4=853/650, 4-5=-935/879, 5.6=-206/452, 6-7=-199/341, 7-8=-515/888 BOT CHORD 2-15=-643/1352, 13-15=.643/1352, 12-13=.6/262, 11-12=-486/798, 10-11=583/402, 8-10=.592/406 WEBS 7-11=4831812, 7-10=-398/254, 4-13=-431/451, 3-13=-496/323, 5-13=-623/1097, 5-12-778/226 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsb h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 13-5-13, Exterim (2)135-13 to 21.43, Interiof(1) 21.43 to 28-2-13, Extefior(2) 28-2-13 to 32-2-0 zone; porch right exposed;C-C for members and tortes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at -lb) 2=486,12=645,8=576. 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. Joagum Yelez PE N.63102 hbTek USA, 1110.FQCad6834; 6404 Parke East BNd.Szmpa FL 1j810 Date: April 23,2020 ®WARNING -Verily declgo parameters aMft-0101ss ON red AND I111UB..TrENREFERENCEPAGEM17-1171rs1. 1NO31015 BEFGRE USE Dsogn valid for use only wMa MiTek® connecters. Tina design is boars] only upon parameters shown, and V for an individual building component rat a buss sratarn. Before use. Me building designer must vmify Me applicability of tlwgn parameters and properly incorpmata this design into Me overall buildingdesign. Bracing btdicalexia m prevent bucIding ofindra truss was amber chord members only. Additional temporary and permanent bracing is always regoiretlred, for stability and to prevent collapse passible personal injury and properly damage. Forgenmatguidancerepadiag Me MiTek' febrisman, storage, delivery amUon and bracing oftracem and huso ayatcon s,sea ANWrPH Dually Cnlarla, DS"11 and SCSI Bugdng Component Saleyln/wmaflon available from Tmv Plate laeatpt ,, 218 N. Lee Street. Suite 312, Alexandda, VA 22314. a Esl 8904 Parke Blvd. East Temps, FL Job Truss Truss Type Oty Ply LOT 12715 WATERSTONE 2324133 B02 GABLE 1 1 T20052396 Job R ference (optional) i 5.24u S Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:57:56 2020 6.00 12 3x4 = 3x6 = 1.5ali = Us = &3R 11-0-02 19-7-15 19-713 2453 30-6-0 30-10-0 5-3-8 5A' n_'r_a n_a o> V . ., 5�.. Scale-1:69.1 Plate Offsets IX Y)— r4.0-3-0 0-3-0I f5 0-3-0 0-1-51 r5:0-3-80-2-81 17:0-3-00-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.58 Vert(LL) -0.26 12-13 >930 240 MT20 2441190 TCDL 7.0 LumberOOL 1.25 BC 0.79 Vert(CT) -0.4312-13 >555 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.38 Hom(CT) 0.03 8 n1a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight 234 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExcepV 6-12: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except- 5-13: 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Stmcluml wood sheathing directly applied or 5-0-2 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS i Raw at midpt 5-13, 5-12 REACTIONS. (size) 2=0-7-10,12=0-7-2,8=03-8 Max Ham 2=346(LC 8) Max Uplift 2=486(LC 10), 12=-645(LC 10), 8=-576(LC 10) Max Gmv 2=831(LC 15), 12=1147(LC 1), 8=483(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 23=-1281/812, 3-4=-853/650, 4-5=-935/879, 5-6=-206/452, 6-7=-199/341, 7-8=-515/888 BOTCHORD 2-15=-643/1352, 13-15=-643/1352, 12-13=-6/262, it-12=-486/798, 10-11=-583/402, 8-10=592/406 WEBS 7-11=-083/812, 7-10=-398/254,4-13=-431/451,3-13=-496/323,5-13=-623/1097, 5-12=-7781226 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=39Q eaveSft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterim(2)-1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 13-5-13, Exlerior(2) 13-5-13 to 21-4-3, Interior(1) 21-4-3 to 28-2-13, Extedor(2) 28-2-13 to 32-2-Ozone; porch right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 7) - This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=486, 12=645, 8=576. 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. Joaguib t al -PE Na.6818P MiT4k USA; Ihe. FL ced§634 6904 Parke East Blvd.Tempa FL SAIC), Date: April 23,2020 ®WARNING -Verily deslgnpaammaseMR£AO NOTES ON THISANDINCLDD£D MREKREF£R£NCEPAGEMII.7173nr. IdaxAn015DEP REOSE �• Design valid for use onlywiN MRexW connectom. We design Is based only upon paramele,e shown, and is for en Individual building component, not a Was eyatem. Before use, the building designer must verify Me apptioaN4tyof daxl n parameters and propedy Incorporate thla design into Me overall buildingdeNgn. Braci,glndicatediotopreventbucWingoflndMdualWuwebdroverchordmembersmay. Additional temporary and Permanent bracing in always MiTek' always required for stability and to prevent collapse m feasible personal injury and property damage. FargeneralguldanceregaMirgihe fabAwWn,storage,ddNery,emctionwdbracin9of Wssesand Wseaystems, see ANSU7Pll Duallry CtlmNa, 058.69 andeCSl Building Component Selelylnfamralb n available fmm Tru ss Plate Ingrate. 218 N. Lee Street. Smote 312, Alexandra. VA 22314. 6904 Padua East BNd.Tampa, du 36610 Job Tmss Truss Type Dry Ply LOT 127/5 WATERSTONE 2324133 C01 ROOFTRUSB 1 1 T20052397 Builders FirstSource(plant COu FI1 ix.. nc. F Jolb — - - ^ - +• - ---••• • o.zru s mar u fuzu mu ex Industries, Inc. Thu Apr 2312:57:57 2020 Page 1 ID:WJkm9E47QX5F2oOUagS01QZHJZu-AIXMLBpz46LyTBNOv BXzjae4MGcr6CmrhicGXzNgPO -1-0-0 5-3-d 5 ]-0-0 10-0-0 13-0-0 1dd-014 - 2 20-0-0 214-0 7d-0 53d 0d-1 id-0 3-0-0 3-0-0 id-0 Od-1 53d Scale=1:37.5 3x4 = 3x4 = 3x4 = 2x4 II 4 6 2x4 II 6.00 12 9 7 20 21 19 22 1.5x8 STP = 2 x 12 10 3x6 = 2,4 11 3x4 = 2x4 II + r 3x6 = Plate Offsets (X Y) 15.0 2-0 Edgel LOADING (psf) SPACING- 2-M CSI. DEFL. in Joe) I/tleFl L/d PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.87 Vert(LL) -0.34 12-15 1708 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.4612-15 >519 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 HOM(CT) 0.03 8 File Flat BCDL 10.0 Code FBC2017rTP12014 Matrix-MSH Attic -0.22 10-12 332 360 Weight: 83 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.2'Except' 4-6: 2x4 SP No.3 REACTIONS. (size) 2=0-7-10, 8=0-7-10 Max Hoof 2=232(LC 9) Max Uplift 2=-379(LC 10), 8=-379(LC 10) Max Grav 2=1058(LC 16), 8=1058(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. TOP CHORD 2-3=-1690/605, 3-4=-1347/653, 4-5=-193/604, 5-6=-193/605, 6-7=-1346/653, 7-8=-1690/605 BOT CHORD 2-12=-308/1483, 10-12=-308/1483, 8-10=-008/1483 WEBS 3-12=0/449, 7-10=01449, 4-6=-2050/951 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extertor(2) -1.4-0 to 2-7.3, Interior(1) 2-7-3 to 6-0-13, Exbmor(2) 6-0-13 to 13-11-3, Interior(1) 13-11-310 17-4-13, Exterior(2) 17-4-13 to 21-4-0 zone; cantilever right exposed ;C-C for membersand tomes & 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 nonconcurrent wkh any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 ply) on member(s). 3.4, 6-7, 4-6; Wall dead load (5.0psf) on member(s).3-12, 7-10 6) Bottom chord live load (40A psf) and additional bottom chord dead load (5.0 psf) applied only to room. 10-12 7) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 100 lb uplift at joint(s) except 0=11i) 2=379, 8=379. 8) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. 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.e8102' 'hlffak USA; Inc. FL Celt 6634, '6904 ParkeEast Blvd.Tempe FL Yjalo Date: April 23.2020 AWABNING-Venrydeslgnparame aMREAONOTESONTWSANDINCLUDEDUg REFERENCEPAGENIIJ473ner0•D3ROr5BEFOREUSE Design valid for use only with Wale wnnectors. Tbis design Is based only upon parameters shown, and is for an individual building wmpanent, not a truss system. Before use, Me building designer must verify Me applicabilibrof design pammetem and property inmryorele Nis design into Meoverell buildingdeaign. BmcirgindicatedistoPreventmddingofindiNdualWsswebarborchordmembersonly. Additional tempaneyand permanentbracm, o always required(urstabJHy and to MiTek' prevent wwithllaps, possible personal lnjualand property damage. For general guidance Warding Me fabrication, storage, delivery, erection and bresud-(trusses and buss systems, see A11SWPI7 duality Criteria, DS949 and SCSI Building Component Selefylnforma6on avaflablefmm Tmss Platalmgtide,218N.Lae Street,Suite312.Aleundda,VA22314. g9p4 pane Easti Fast Blvd. Tampark Job Truss Truss Type Oty Ply LOT 12715 WATERSTONE 2324733 C1V JACK -OPEN TRUSS q 1 w,Mem Tars...,':.. r„ ....,._ Job Reference o tienal r ^w,-y. rain ury, aeer, 6.240 s Mar 92020 MTek Industries, Inc. Thu Apr 23 12:57:59 2020 Pagel ID:WJk.9E47OX5F2oOUagS01OzHJZu4gf%mtgDcjbgiRWBi KA?28g86989J5w21?BiLOzNgPM -1 k 0-114 1-0-0 0-114 Scale =1:7.6 Plate Offsets (X Y)-- I2:0-1-3 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) gdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 2 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4=Mechanical Max Hoc 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-182(LC 10), 4=.14(LC 1) Max Grew, 3=16(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD - Stmclural wood sheathing directly applied or 0-11-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. 11; Exp C; Encl., GCPI=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-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 ANSITPI 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 100111 uplift at joint(s) 3, 4 except at=lb) 2=182. 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 Valaz PE No.68182, MiTek USA; IneACeit 6634, '6H4 Parke East Blvd. Tampa FL 73810 Data: April 23,2020 A wmailly - VaNtydeslgnparzmefers and READ NOTES ON MIS AND INCLUDED MUEKREPFAENCE PAGE Wh7473 or. 1011320f5 BEFORE USE Design valid for use only with MTekH connecters. This design Is based only upon parameters shown, and is for an Individual building component, rat ��• Was system. Before use, live bugdmg designer must ver Ne applicability of design parameters and property lineaments, Me design Inb the overall buikdng Eeslgn.Bening Indicated is ta Prevent buidu[ng offedivldual truss web candor chod mambas only. Additional temporary, and pemanentbrauig aays required for stability and to lelw MiTek' o6apse prevent cwin rexeMe pemonal injury, and property damage. Forgeneralgukanceregardirg tie fabdwOin, season. delivery. erection and bracing oftruves and trusseyeteres,see ANStlTP/f Quality Cdfedq OSS49 antl 9CS1 Building Component Se/efyln/orma0on va ailabiefmmmss TPlate Inclute,218 N. Lee Street. Suite 31Z Alexandra, VA 22314. 6904 Panic EastB East Blvd. 3e Temps, Job Truss Truss Type Oty Ply LOT 127/5 WATERSTONE 2324133 CO2 COMMON TRUSS t 1 T20052399 Builder Firc/Sm,mn /ole"r lou On I ou...• r... o enec-. is.z9u s Mar a [U[U MI I ex Inaustnes, Inc. Thu Apr 2312:57:58 2020 Scale=1:37.3 4x6 IY 2.4 II 2x4 II 2x4 II 6x6 — 2x4 II 2x4J11 2x411 V Plate Offsets (X Y)— r60-3-2 0-2-01 r15-0.3-0 0-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Veri(LL) 0.00 10 rdr 180 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 10 me me BCDL 10.0 Code FBC2017/TPI2014 MatrixSH Weight: 10011, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-M on purling. 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 9) 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=-170(LC 10) Max Grav All reactions 25016 or less atjoint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=320(LC 16) FORCES. (Ib)-Max. CompJMax.Ten. -All fames 250(lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=.96/395 WEBS 5-16=-149/319, 3-18=-232/350, 7-14=-147/319, 9-12=-231/350 NOTES- 1) Unbalanced mar live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.0psf, h=15ft; B=45ft; L=39ft; eave=eft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) -1-4-0 to 2-7-3, Exteriar(2) 2-7-3 to 6-0-0, Comer(3) 6-M to 14-0-0, Exledor(2) 14-0-0 to 17-0-13, Comer(3) 17-4-13 to 21-4-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For Studs exposed to wind (name] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI7rPl 1. 4) Gable mquires continuous bottom chord hearing. 5) Gable studs spaced at 0-0-0 oc. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard 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 0 does not corrode the plates. If ACC, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 13 except at=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. 10) Beveled plate or shim required to provide full bearing surface with truss chard aljoint(s) 10. 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 N6:681t6Y' MITek USA; Inc.FL tart 6634' 6906 Parke East Blvd. Tampa FL 70610 Date: April 23,2020 AWARNING -Verity design parameters arWREAD NOTES ON MIS AND INCLOUEO MITEK REFERENCE PAGE MII.7C73 rev. f0/e9ROfE BEFORE USE sesses Design valid for use only with Mlrek® mnnectom. This design is based only upon parameters show, and k for an Individual building component, not a truss.tatem, Berom use, the bmlding designer must verify the applicability of design parameter and properly incorporate Mis design into the overall ��- bulldingdesign. Bmdng indicated is to prevent buckling of Individual buss web andlar Good members only. Additional temporary and permanent loading always required for stability and to prevent collapse with passible personal injury and prepedy damage For general guidance regarding the MOW fabrication. storage, deirvery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DSB49 sad BCSI Building Component SafeWhoh egon avalablefrom Truss Plate Insatiate, 218 N. Lee Street Suite 312, Alexandria, VA 22314. to 6906 Parka East Blvd. East Tampa, 36610 Job Truss was Type Ply LOT 127/5 WATERSTONE 2324133 C3V jQtY JACK-0PEN TRUSS q 1 T20052400 So r 'PlantC FL uce Ity, ), Plant Cry, FL-33567. 8.240 s Mar 92020 MiTek Industries, Inc. Thu Apr 23 12:58:00 2020 Page ID:WJkm9E470X5F2aDUagSOIOzHJZu-btOv_CuN1jXKb5NblhEbLCJsZTW2VACXfxGtszNgPL -14 -D 2.114 14-0 2.114 —� Scale=1:12.7 Plate Offsets (X Y)- [2:0-1-0 Edge] LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (too) I/de0 L/d PLATES . GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 47 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ved(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 3 n/a n1a BCDL 10.0 Cade FBC2017rrP12014 Matnx-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-7-10, 4-Mechanical Max Hom 2=132(LC 10) Max Uplift 3=56(LC 10), 2=-150(LC 10) Max Gmv 3=73(LC 15), 2=196(LC 15), 4=49(LC 3) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (Ib) orless except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 Do pur ins. BOT CHORD Rigid ceiling directly applied or 10-" on; 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=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterim(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 par bottom chord live load noncencurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 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 100 lb uplift at joint(s) 3 except (It=lb) 2=150, 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 Yelak PE No.6818t MTek USA; Inc,F]. Ced'6634', 8906 Parke:East BIVII.Tempa PL 3$fi7P Data: April 23,2020 AWARNING-yenlydealgeparompta—MIREAONOTES ON THISAND INCLUDED MITEKREFERENCE PAGE 11111-7473tev. f"112015BEFORE USE. Design valid for use only Win MTeW semesters. This design is based only upon parameters shown, and is bran Individual budding component, rot a truss system. Before use. Me an ding designer must very Me applicability of design parameters and properly inmmerate Nis design into Me overall buddlingdesign. Bracing indicated is to prevent buckling ofindividual buss web androrchord members only. Additional temporary and permanent broom, Is a6vays required forslzbility and topreventmllap er win possible personal injury and progeny damage. For general guidance regami ng the MiTek fabrication. ( astamps.delivery, wooden and bracing ofbxacce and bass systems:sea ANSBTP/f Quality Crites., DSB49 and SCSI Building Component Saletylntlas avaJablefmm Tmu PlatelnatNte,218N.Leesbeel,Suife312,Alerandda.VAM314. 6904 Parke EastB East Blvd, Tampa,0. Job Truss Truss Type Oty Ply LOT 127/5 WATERSTONE 2 2324133 c5V JACK -OPEN TRUSS 4 1 T20052401 B Id F S +• n •�^• + �-��•�•• d.24u s mar a 202U Mrrek Industries, Inc. Thu Apr 23 12:58:01 2020 Pagel ID:WJkm9E47QX5F2c0UagS01QzHJZu-33nHBYsT8LrOylga81DT7ZIQRlJn7OLmJgpPlzNgPK -ta-o 4.114 ' 4.11-4 Scale=1:17.6 Plate Offsets (X Y)— f2:0-1-3 Edpel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 VerbLL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 1 n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3-Mechanical, 2=0-7-10, 4=10echanical Max Hoe 2=185(LC 10) Max Uplift 3=-111(LC 10), 2=-161(LC 10) Max Grav 3=135(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1b) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 o , bracing. NOTES- 1) Wind: ASCE 7-10; Vufl=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf, h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 par bottom chord live load nonconcumenl with any other live loads. 3) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing atjoint(s) 2 considers parallel to gain 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 joints) except at=16) 3=111, 2=161. 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 Valet PE No.68182 MTIiku5A;Ittc FLC-eR6674, '6904 Padre East elvd.•Tarripa kL 3*10, Date: April 23,2020 AWARNING- VeNycesrgnpammetersdrMREAD NOTES ON Thl AND INCLUDED MITEKkEFERENCEPAGEWI.7473rev. 1"MOISBEFORE USE Design valid for use only wiN MBeW connecthm. This design is based only upon numerous Shown, and is bar an individual building component, and a Was cyclones. Before use, Me building designer must verify Me appflaflA ity of design pammetus and papery incorporate Nis design Into Meowmll buildingdesign. Bmcirg indicated is to prevent building of individual Mass web mayor chats members only. Additional temporary and permanintbmeng is assays required for stability and b prevent collapse with possible personal injury and property damage. Forgermatguidanceregardirg the MiTek fabrication, storage, defiNey,erection and bracing grossness and Mass systems, sea ANSUTPI1 Quality Criteria, DSB-S9 and BCS1 Building Component Sastylishorproadon available room Tessa Plate tnstiWte,218 N. Lee Street69pd Suite 312, Alexandra, VA 2231& Parke East Blvd. Eas Tampa, FL 36610 Truss Truss Type Oty Ply LOT 127/5 WATERSTONET20052402 L203b24133EN JACK -OPEN TRUSS 14 t nA Reference (nn'nne) Ic.n miry, ii ".in 'try. rL-a5obr, 8.24D S Mar 92020 MiTek Industries, Inc. Thu Apr 23 12:58:02 2020 Pagel ID:WJkm9E470X5F2o0UagS01GzHJZu-XFL1Put5ve—FZvFmiSkigmIVRN—OWRgVhONykzNgPJ Scale=1:22.6 1,4 Plate Offsets (X Y)— 12:0-2-7 0-0-91 LOADING (psf) SPACING- 2-M C31. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ved(LL) 0.21 4.7 >403 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >390 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.03 3 me n/a BCOL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 251b FT=20% LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanica1, 2=0-7-10, 4=Mechanical Max Ho z 2=241(LC 10) Max Uplift 3=-i66(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (Ib)-Mai 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 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=45ft; L=39ft; eavei 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to 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 tress to bearing plate capable of withstanding 100 lb uplift at joinl(s) except (jt=lb) 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. Joaquin yelazPE Nn68192 tfuTeli ll$A; IneFL Cert 6634, 6904 Par East Blvddampa FL lilil Data: April 23,2020 AWARNING-Wriry desl9n ParamererserNREADNOTES ON 711ISANDINCLUDED MIMEKREFERENCEPAGEMII-7473rev. 1""0151dreci USE aawaa Design valid for use orrywllh West!) coma gems. This design is based only upon parameters shown, and is foran individual building component, not a truss statism.Before use, e building designer must verily no appliczbiliyof design parameters and properly incorporate Iles design into Neoverdp ��r buildingdesign. Bracing indicated is to prevent buncring of individual truss web andlor chord members only. Additional temporary and permanentbradrg for MiTek' is always required stability and W prevent collapse wtN passible eliminated lnlury and property damage. For general guidance repenting the fabrication, storage. delivery, erection and bracing -!trusser and mass systems, sea ANSUTPIf Quality cr/MI., PS849 antl latest evident, Component Saferylnfarma0on availabletram Tmw PlateinsbWte,21a N.Lee Street Suite312,Nemndda,VAU314. fi904 Parke East Blvd. Tampa,re 3ast toss Truss Type Oty ply LOT 12715 WATERSTONE r13274133 HN DIAGONAL HIP GIRDER 2 1 T20052403 nA Reference rne, ussource (Plant City, FL), Plant City, FL. -33567, 8.240 s Mar 9 2020 MiTek Industries, Inc. Thu Apr 23 12:58:03 2020 Page 1 ID:WJkm9E47OX5F2D0UagS010zHJZu-7SvlcEujfy66B3gyG9FxC_geAmJ_FhSeDd9wUBzNgPI -0-10.10 4-0.0 9-10-13 1-10-00 4-0-0 5.10-13 Smote=1:22.6 Plate Offsets (X Y)— I2:0-4-7 0-0-111 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udefl L/d GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.13 6-7 >880 240 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.23 6-7 >520 180 FWeight: BCLL 0.0 Rep Stress Incr NO WB 0.86 Hoa(CT) 0.02 5 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-1 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or6-4-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Hom 2=292(LC 8) Max Uplift 4=-289(LC 8), 2=-229(LC 8), 5=-67(LC 8) Max Gran, 4=350(LC 13), 2=412(LC 1), 5=323(LC 13) FORCES. (Ib)-Max. Comp/Man. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=-1409/523 BOTCHORD 2-7=-733/1413, 6-7=-742/1437 WEBS 3-6=-1404/721 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf, BCDL=5.Opsf; h=15ft; B=45ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed fora 10.0 psf bottom chord live load nenconcumentwith any other live loads. 3) a 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-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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) oftruss to bearing plate capable ofwfthstanding 100 lb uplift atjoini(s) 5 except Ql=1b) 4=289,2=229, 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-00, B=-40), 8=0(F=10, B=10)-10-5=49(F=-15, B=-15) This item has been electronically signed and sealed by Velez, Joaquin, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Joaquin VaiezPE No.68182 MTek.USA, Ina,FLCah 6834, 6961 Parke Easellvd. Tem'pa F1,33810 Date: April 23,2020 AWARNING -yedydeslgapamand-1-amlREAD NOTES ON TWSAND INCLUDED MB REFERENCE PAGE MIId473my. 10/O31013BEFORE USE • Design valid for me anlywiW MJekO mnnecters. Thus design Is based only upon parameters shown, and Is for an Indlviduat building component rat a Was system. Before use, rile building designer must verify Me applicabllity of design parameters and properly Incorpareb Mile design into We overall bulNing Eeslgn. Breen, indicated is to prevent buckling of lndlvldual those web andor chord members only. Additional temporary, and permanentbmang MiTek' Is amp metered ar+tabiliry dlapae with W prevent opossible pereonal injury and pmpemydamage. For general guidance regarding Me labdwlbn, aWrage, delivery, erection antl branng o(Wsaw end boas eyxtems, see ANSWPIIOualily Cdlmie, DSB-99 end BCSIBuilding Component ke Sa/etylefarmadav oo aflabletram Tmss Plate InstWW,21a N.Lee=teat Suite312.Neaandda,VA22314. 6904 Part Blvtl. Tampa,FL East Symbols PLATE LOCATION AND ORIENTATION 1 a 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. For 4 x 2 orientation, locate plates 0- y,-7 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. loons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIfrPlt: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-48 I dimensions shown in can -sixteenths (Drawings not to scale) 1 2 3 0 O S U OIL O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 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 orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced busses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load defection. 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 purtins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 R. spacing, or less, if no ceiling is installed, unless otherwise noted. IS. 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 ANSIrrPI 1 Quality Criteria.