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HomeMy WebLinkAboutTrussr ___, 249 Maitland Avenue, Suite 3000 rF D 81 Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com ENOINEERINO ABBOCIATEB March 11, 2020 Building Department Ref: Adams Homes Lot: Lot 15 Blk 5 Subdivision: Fort Pierce - Waterstone Address: 5357 San Benedetto Pl. Model: 1820 B LHG KA # 20-1548 Truss Company: Builders First Source Date of drawings: 2/27/20 Job No.: 2261961 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 quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. 1111 If you have any questions, please do not h e S°/4t�•p V I I I1 / .0 � Sincerely, 7864 O U. <T u S '• R I D P • ' ��` 3/11/2020 Carl A. Brown, P.E. Luis Pablo `For'g�l 0 Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" �=MONROE MENEME�E���®� win ,1���'.'._-".'���t, Wffiel�lrffA E �����`P 1� iii_iii_iiiI 1n %IM4FINVF 1■ ■I ���I//�1 W100=I.-h/ ■1�71W��I/%II//�4/ �� ■1©������ �� In EWA I IF ' 01 011 10=1 64 ®r �1��%/��I/����I% till■ __ 11�W►I//.1���I/����II��I■ a1►�1 W A REVIEWED ❑ REVIEWED WITH NOTATIONS ❑ REVISE ANDRESU86NT ❑ (SEOTUIRATIOO EEXPPN) Corrections or comments male on equipment submit als or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given In the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his- work with that of all other trades and performing his work in a safe and satiajadory manner. FLORIDA �DESIGN %�d� Date -3By Submittal Bo. Proiacl No Project Name• ,uxa wnorwaua.n c..tracc e.vn..w.em.:e IMPORTANT occ�runaoeorc Tbls Drmving Muet Be Appmwd And 'cow i•.'rc�e ncm.,m Retu.ed Before Fabrication Will x. s nM �e��vorto. uowvew.e Begin, For Your Ro b:nCMak All Di.nsioiu And Cond8lons Prior To APBELO Of Port SIGNATURE ELOW 15RICAlES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TOLL: 30 PSF TOLL• a0 PSF BEEN ACCEPTED TCDL OT PSF TGDL' 10 PSF BCDL 10 PSF BCDL: 5 PSF pate — TOTAL 07 PSF TOTAL• 55 PSF DURATION: "5 DURATION: 1.00 CAUTIONI I! NOT ATTEMPT TO ERECT SSES WITHOUT REFERRING TO ENGINEERING DRAWINGS AND LBI SUMMARY SHEETS. PERMANENTBRACNMa MUSTSE PLACE PRIOR TO LOADING nu. Pe. SNEATRING. L INTERIOR GEARING WALLS 1ST BE IN PLACE PRIOR TO STALING TRUSSES. FER TO FINAL ENGINEERING @EIS FOR THE FOLLOWING NUMBER OF GIRDER PLIES MD DUNG SCHEDULE. BEARING BLOCK REOIAREMENT L SCAB DETAILS OF REGUOaED) UPLffTAND GRAVfiY REACl10N5. WARMNG Back iIaM.' WTI NM Be Accepted Regardless of Fault WMout Prior NotRution By Customer WMin de Hsu. And inWSUgaSon By Budd . Rrat Seuma NO ECECPmONS. Pemlanent e.eing. And CeT q And Roof Diq,l S. Co.lea5ons. ROOF PITCH: U12 CEILING PITCH: 0112 TOP CHORD SM: 2 x a BOTTOM CNORD SQE 21I4 OVERHANG LENGM. IV EMCUT: Plumb CANTILBVBR: — TRUSS SPACING: 2A' BURRING CODE: FBC2017 BEARING HEIGHT SCHEDULE PLAN DATE 1 2020 REVISIONS: 1. 2 0. a W\ F� Sod Lyce "a AIT.9 Road Plmd City, FL W50 PR (813) 005.1000 Faa(812)305-1301 Site Information: 6904 Parke East Blvd. a, FL 33610-4,115 Customer Info: Adams Homes Port St Lucie Project Name: 2261961 Model: 18 Ang Lot/Block: 15/5 Subdivision: Waterstone-St Lucie County Address: 5357 San Benedetto PI., . City: Fort Pierce State: FL Name Address and License # of Structural Name: Address: City: Engineer of Record, If there is one, for the building. License #: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 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 31 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. 7n 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# T19536090 T19536091 T19536092 T19536093 T19536094 T19536095 Truss Name Date A01 A02 A04 A05 06 A07 A08 A09 A10 All Al2 B02 B03 B04 B05 Cl CIP C1V C3 C3V C5 No. Seal# Truss Name Date 23 T19536112 C5V 2/27/20 24 T19536113 D02 2/27/20 25 T19536114 E3 2/27/20 26 T19536115 E7 2127/20 27 T19536116 E7V 2/27/20 28 T19536117 E7VP 2/27/20 29 T19536118 H3 2/27/20 30 T19536119 H7 2/27/20 31 T19536120 1-17V 2/27/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. _ IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. `` �dOp�l �`V IN E ..e _ F1 Joaqu Velez PE No. 162 MT' USA, Inc. FL CO6634 6904 dce East Blvd, mpa Fl. 33610 Date: February 27,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type 01Y Ply LOT 15/5 WATERSTONE 1 T19536090 2261961 A01 SPECIAL 8 1 Job Reference (optional �•^•��•� •^'•�`••••"� Y •^•^ �••L • •-r, •, •� ^ �••y, i- uv+�., o.zVu ] rue I Lvm ml I e6 mausrnes, no. mu rep Zr n:ee:41 Zulu rage 1 ID:193OGWBBpX3jR187nOm7kz57ad-1 RgGN6iH8eHVKTUINATrcHbL7W3n5CKB_zW6bzgyFu 1-0-pp E3-0 11-11-12ri-a0l &&0 I 5-8-12 I -27 33-&51.0 3901710&52 N aA1 0.0 5x6 = 6.00 12 6 22 23 5xB i 5x8 4 6 2x4 ro 2x4 i 3 7 1.5x8 STP= 21 2 14 13 12 25 26 11 0 1 fix12 MT20HS= 4x6 = 3x4 = 3x4 = Scala-1:72.4 1.5x8 STP= 24 0 10 w m ' :6X2 MT20HS= 89 14 4x10 MT20HS3.0012 4x10 MT20HS� S-8-0 17-6.8 I 22-1-8 I 31-0-0 i 3&8.0 a-fl.G 0.1MN dnd9 Ada.e Plate Offsets (X,Y)- r2:0-0-14 Edgel r4:0-4-0 0-3-01 f6:04-0 0-3-01 rB:0-0-14 Edger LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) War L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.62 Horz(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matfix-MSH Weight: 197111 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 2-14,8-10: 2x4 SP M 31 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=433(LC 8) Max Uplift 2=-797(LC 10), 8= 797(LC 10) Max Grav 2=1540(LC 1), 8=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at midpt 6-11, 4-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23--5015/2708, 34=4724/2645, 4-5= 2447/1526, 5-6=-2447/1526, 6-7=4632/2545, 7-8=4908/2708 BOT CHORD 2-14=-2261/4844, 12-14=-1480/3327, 11-12=-656/1914, 10-11=-1480/3087, 8-10=-2261/4433 WEBS 5-11=450/970, 6-11=-1297/858, 6-10=-708/1631, 7-10=-271/284, 5-12=450/1024, 4-12=-1385/858,4-14=-708/1789, 3-14=-257/284 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Extedor(2) 15-10-6 to 23-9-10. Interior(l) 23-9-10 to 37-M, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joints) except ]WID) 2=797. 8=797. Joaquin Velez PE No.66162 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Date: February 27,2020 Q WARNING -yetlly Eeslgaparamefersaad READNOTES ON TNISAND INCLUDED M?EKREFERANGEPAGEMX74MJ 1. ID41032DISBEFOREUSE Design valid for use only with Mrelsip connectors. lh6 design Is based only upon parameters shown, end Is for an Individual building component, not ��- a truss system. Before use. the building designer must verify he applicability of dough parameters and property Incorporate this design Into the overall bulltling design. Bracing indicated is to prevent buckling of individual truss wake and/or chord members orty. Additional temporary and permanent bracing M!Tek' Is always required for stabillty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding he fabrication, storage, delivery, erection and bracing of musses and truss systems seeANSVipil Gua01y Colson. 03049 and 3C31 Building Component 6904 Parke East Blvd. Safely Informationovaiioble from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type r Cry Ply LOT 15/S WATERSTONE T19536091 2261961 A02 SPECIAL 2 1 Job Reference o tionel ul der , ,rA ource sr,o,,, .a,y, rL/, l Ciiy, FL - 33567, 6.24v s Feb 1 ZD2a Mu ex InOustrles, Inc. Ina Feb 2711:29:42 2020 Page l • ID:1930GWBBpX3jR187u0m7kz5lad.VdNebSivtryPMyd3Uxu 48VBXYwOUbWOUPej4elzgyFt rl4-0 11-11-12 20 7- 24 33-5-09 1-4-01 6.0 74 8 G380 �11-0-0 1-401 Scala = 1:74.1 5.6 = 6.00 12 5x6 = 5 6 5x8 i 24 25 5x8 4 7 n d 2x4 - IL 2x4 3 8 1.SxB STP = 1.5x8 STP= 23 26 16 m 2 15 14 13 12 11 G d 1 6x12 MT20HS = 3.6 = 3x4 = 3x4 = 9101p 1x12 MT20H5= c 3x4 = 5x8 3GO 12 5.8 0 8-8-0 15-7-7 19-10A 24-0-9 31-PO 39-8-0 8.8-0 6.11-7 4-2-9 4-2-9 8-11-7 '1 Plate Offsets (X Y)- (2:0-2-7 Edgel [4:0-4-00-3-0] [5:0-4-00-2-81 [6:0-4-0 0-2-81 P'0-4-0 0-3-01 [9:0-2-7 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vertl 0.61 11-12 >787 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 180 MT20HS IB7/143 BOLL 0.0 ' Rep Stress Incr YES W B 0.75 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-MSH Weight: 2181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. BOT CHORD 2x4 SP No.2 *Except* 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-e-0, 9=0-8-0 Max Horz 2=417(LC 8) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1), 9=1540(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 34=4621/2604, 4-5=-2726/1736, 5-6= 1932/1427, 6-7=-2726/1736, 7-8=4621/2604, 8-9=4905/2771 BOT CHORD 2-16=-2318/4717, 15-16=-1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090, 9-11=-2318/4431 WEBS 3-16=-282/293,4-16=-739/1735,4-15=-1216f789, 5-15=-569/1133, 5-13=-269/321, 6-13=-265/321,6-12=-571/1066,7-12=-1138f789,7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5tt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 15-0-6, Exterior(2) 15-M to 24-7-10, Interpol) 24-7-1010 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) Joaquin Velez PE No.68182 2=797, 9=797. MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 QWARNING- Verllydefignparamefenantl READ NOTES ON TNLSAND INCLUDED MREx REFEBANCEFAGEMn-74Tlrev. 1G2WS0156EFORE USE ��- Design valid for use only with MriekS, connectors. this design b bcsed only upon parameters shown, and Is for an Intllvitlual building component. not a truss system. Before use, the building designer must verity Me applicablllry of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual muss web and/or chard members only.Additional temporary and Permanent bracing MiTek- isoiwaysrequiredforstabllityandtopreventcollapsewithpossible Poisoner Injury and property damage. For general guidance regarding Me fabrication, storage, all erection and brocing of musses and muss systems, seeANE l goal Call DSB419 and 6C5t Sukding Component 69M Parke East BNd. Sally Inloenalbnwollable mom Truss Plate Iretitute. 218 N. Lee Street. Suite 312, Alexandrlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type x , Oty Ply LOT 15/5 WATERSTONE �22619611 T19536092 A03 SPECIAL 2 1 Job Reference foritionali pmmers nrsroource (nam City. FL{, ream Cary, VL- aaabt, 0.240 s Feb 72020 MiTek Industries, Inc. 11:29:432020 Pagel Seale = 1:74.6 6.00 12 5x6 = 5,9 = 4x10 MT20HS c 3.00 12 5X8 B-8-0 17-0.0 22-8-0 i 31-0.0 39-B-0 B-8-0 840 5-e-0 840 8-8.0 Plate Offsets KY)- [2:0-0-14 Edgel [4:0-3-00-3-01 [5:03-0 0-2-01 [6:0-6-0 0-2-81, [7'03-0 0-3-0] [9:0-2-7 Edael LOADING (psf) SPACING- 2-" CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(ILL) 0.6011-12 >789 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.9811-12 >485 180 MT20HS 187/143 BCLL 0.0 Rep Stress [net YES We 0.96 Horz(CT) 0.56 9 We n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2041b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 *Except* 13-15,11-13: 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 4-14.6-14 Max Hom 2=376(LC 9) Max Uplift 2=-797(LC 10), 9=-797(LC 10) Max Grav 2=1540(LC 1). 9=1540(LC 1) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-0=-4688/2731, 4-5- 2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15_ 1588/3237, 12-14=-968/2197, 11-12=-158813060, 9-11=-2454/4450 WEBS 3-15=-307/324,4-15=-783/1792,4-14=-12411791,5-14=-415/824,6-14=-251/253, 6-12=-415/915,7-12=-11681791, 7-11=-783/1646, 8-11=319/324 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=151t; B=45f ; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intenor(1) 2-7-10 to 13-0-6, Exterior(2) 13-0-6 to 26-7-10, Intedor(1) 26-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 last bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of.20.Opst on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=797, 9=797. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 QWARNWG-Verily tleslgn pammetemantl READ NOTES ON THIS AND INCLUDEDMIFEKREFMANCEPAGEM&74n.m.. 1D1W1015BEFOREUSE Design valid for use only with Mitek® connectors. AB design 4 based only upon parameters shaven and Is for an Individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall building design. Bracing indicated is to prevent bucking of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, soeMSUt iI Qua my CrOedp, DSO-89 and OCSI Buldbp Component 69o4 Palle East Blvd. Sably N/onnplbltovailable ham truss Plate InsflMe. 218 N. We Sheet Suite 312, Mexantltla. VA 22314. Tampa, FL 3361 D Job Truss Truss Type t Oty Ply LOT 15/5 WATERSTONE T79536093 2261961 A04 SPECIAL 2 1 Job Reference o banal Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:29:45 2020 Page 1 ID:193OG W BBp%3jRl87ze0m7kz57ad-wC3nDTInStn)p4o3cOXnm7m3i8OYoxXwScxkFMzgyFq 1-0-q 5-11-1 1 9-6-9 1 15-0.0 19.10-0 1 24-8.0 30-1-7 33-8-15 1 39-8-0 �1-0.9 �1-0-0 5-11-1 3-7-9 5-5-7 410-0 4-70-0 5-5-7 3-]-9 5-11-1 1-4-0 S.00 12 5x8 1\ 5x8 = 3.00 12 5x6 = 3.4 = 5X o 25 6 26 7 Scale-1:73.4 B 28 1.Sx8 STP�Iii= . 10 " 0 12 d 5x8 x 5x8 // LOADING (psl TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plale Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [net YES Code FBC2017ITP12014 CSI. TC 0.79 BC 0.80 ViB 0.47 Matrix-MSH DEFL in (too) Vdefl Lid Vert(LL) 0.57 13 >841 240 Vert(CT) -0.9813-15 >484 180 Horz(CT) 0.56 10 n/a n/a PLATES MT20 MT20HS Weight: 204 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 4-15,8-13 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-e-0, 10=0-8-0 Max Horz 2=335(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Gray 2=1540(LC 1), 10=1540(LC 1) FORCES. (lb) - Mex. CompdIvi Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4956/2969, 3-4=-4745/2875, 4-5=-2838/1878, 5.6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878,8-9=-0672/2875, 9-10=-4858/2969 BOT CHORD 2-16=-2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12=-2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009,5-15=-513/980,7-13=-513/980,8-13=-1538/1009, 8-12=-598/1238,6-15=-339/196, 6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst; h=15ft; B=45ft; L=40ft; eave=58; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Interior(1) 2-7-10 to 11-0-6, Exterior(2) 11-0-6 to 18-11-10, Interior(1) 18-11-10 to 20-8.6, Extedor(2) 20-e-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extenor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 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 = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except (jt=lb) 2=797, 10=797. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cost 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING. Verilydesr9nPmamet0mead BEAD NOTES ON TNISAND INCLUDED MRENREFEBANCE PAGEMO-7473 rev. rDAT2015BEFOREWE Design valid for use only with Mgek® connectors. This design Is cased only upon parameters shown, and Is for an Individual bulltling component, not ��- a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and proper/ damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. saaANSWII Qua, Xy CrIll DSB-59 and SCSI Bulftg Component Soby Inloenalbrxrvailabl0 from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandra. VA 22314. MiTek' 69M Parke East Blvd. Tampa, FL 33610 ob Truss TONE ;;�����JL.ObTR'.'f...co�(opfionalI 2261961 A05 onal 6.znu s FOD I ZUZU Mi I ex mammas, Inc. I nu Feb 27 11:29:46 2020 Page 1 Scale = 1:73.4 6.00 12 Sx8 = 3x4 = 5xB = 4 23 24 5 25 266 28 1.5xe SIP= 5x8 � 3.00 FI2 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.95 BID 0.94 WB 0.80 Matrix-MSH DEFL. Vert(LL) Ved(CT) Horz(CT) in (loc) VdeB Ud 0.62 10-11 >762 240 -0.9611-13 >498 180 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 20 SP M 31 'Except- 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 8=0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) Max Grav 2=15411), 6=1 S40(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-4919/3081, 3.4=A613/2900, 4-5=-3036/2066, 5-6— 3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14— 2601/4556, 13-14=-146B/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405,4-14=-1034/1926,4-13=156/535,5-13=-399/285,5-11_ 399/285, 6-11=-156/535,6-10=-1034/1815,7-10=-078/405 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6, Exterior(2) 9-0-6 to 16-11-10, Intedor(1) 16-11-10 to 22-8-6. Exterior(2) 22-8-6 to 30-7-10, Interior(1) 30-7-10 to 37-0-6, Exterior(2) 37-M to 41-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water panting. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except jt=11b) Joaquin Velez PE No.66182 2=797, 8=797. MYek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING- VeNty Cealoparemefersand READ NOTES ON TNISAND INCLUDED MIIEKBEFENANCEPAG£MNi rev. 16'pY1p15 BEFORE USE Design valid for use only with Mdek® connectors. This design Is based only upon parameters shown, and Is for an individual bullding component, not a truss system. Before use, the building designer must varify, Me applicability of design parameters and properly Incorporate this dedgn Into the overall buliding design. Bracing Indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, deMery, erection and bracing of trusses and truss systems, seeANSVni t Quo 1I1y Criteria. DSB-89 and SCSI III Component 6904 Parke East BNd. Safely Mfermatbexrvaroble from buss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandria. VA 22314. Tampa. FL 33610 ob Truss Truss Type r Cry Ply LOT 15/5 W ATERSTONE r T79536095 2261961 A06 SPECIAL 1 1 Job Reference (optional) 1r,=,,.,y, may, 11... I-1y, 5x6 = 4 6.00 FIT e reu , ucu mi i en umubmes, ma. , he rue zr , ,zaAr eueu rage 1 ID:193OGWBBpX3jR187wDm7kz5?ad-saBXe9m2jU1e2OxSkRaFrYrN1 xeuGggDZWOrJEzgyFo 7-0-0 22-8-0 28-8-0 33-8-15 3&&0 1-0. s-ao 1 s-6-D i s-o-o I s-o-1s I sal-i Scale=1:72.0 2x4 II 5x6 = 5x6 = 24 25 5 6 26 27 7 29 1.5xB STP = 5x8 3DO 12 5xB a.a.n e22.9-516-v10.1t7 39.N0 Plate Offsets (X Y)— 12:0-2-7 Edgel 14:0-3-8 0-2-41 16:0-3-0 0-3-01 17:0-3-8 0-241 19:0-2-7 Edgel 111:0-7-0 0-3-91 115:0-7-0 0-3-91 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) 0.73 12-14 >656 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -1.03 14-15 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.56 Hom(CT) 0.58 9 n/a rite BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 209 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.1 -Except- 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x48P M 31 'Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 _ Max Hoa 2=-253(LC 8) Max Uplift 2= 797(LC 10), 9=-797(LC 10) 'Max Grav 2=1540(LC 1), 9=1540(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 4-7-8 oc bracing. FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3132, 34=-4608/2864, 4-5=-4142/2720, 5-6=-4142t2720, 6-7=-4145/2722, 7-8=4608/2863, 8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14= 2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396, 4-15=-752/1516, 4-14=-550/1116, 5-14=-321/319, 6-12=-081/321, 7-12=550/1117,7-11= 749/1461,8-11=-342/396 NOTES- 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; IvWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Intenor(1) 14-11-10 to 24-8-6, Exterior(2) 24-8-6 to 32-7-10, Intedor(1) 32-7-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=797, 9=797. Joaquin Velez PE No.68182 Mi7ek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: February 27,2020 O WARNING - Vedydeslgn Parameters antl READ NOTES ON THISAND INCLUDED MREKREFERANCEPAGEARAM msv. taDY1015 SEFOREUSE Design valid for use only with MBeall) connectors. This design Is based only upon parameters shown, and is for an Individual bullding component, not ��- a buss system. Before use, the building designer must verify the opplicobllly of design parameters and properly Incorporate III design Into the overall building design. Bracing indicated is to prevent buckling of hdMdual hull web antl/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fable flon, stereos. delivery, erection and bracing of tables and truss systems seeANSVIPII CuollBryy Criteria. DSB-89 and SCSI Building Component SaNp hfoenatbrGvoiloble hem imss Rafe InsBNte. 218 N, lee Sheet, Suite 312. Alexondda VA 22314. 69N Parke East Blvd. Tampa, FL 33610 ob Truss Truss Type r 1 Illy Ply LOT 1515 WATERSTONE T1953fi096 2261961 A07 SPECIAL 1 1 Job Reference (optional) Builders rrrstsoures (Hart City, FL). riam City, i- 33567, 8.240 s Feb 7 2020 MiTek Inc. Thu Feb 27 1129:48 2020 Page 1 Scale=1:72.0 6.00 12 54 = 3x4 = 27 2829 5 5X8 = 5.6 = 3031 32 7 2x4 11 3x4 = 20 II 3x6 3.00 12 3x6 4.6-5 B-&0 12-8.0 12-8-14 I 19.10-0 2fi-0.0 31-0-0 35-1-11 39-8-0 '6.5 4-1-11 4-0-0 0. 14 7-1 6-20d-141 d-Re Plate Offsets (X,Y)-- [2:0-0-10 Edge] [4:0-3-0 0-2-01 [6:0-4-0 0-3-01 L7:0-3-0 0-2-01 19:0-0-10 Eddet LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ld PLATES GRIP TCLL 20.0 Plate Grip COL. 1.25 TC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.17 15-16 >942 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.03 9 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matdx-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (Ib) - Max Hom 2=212(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Gmv All reactions 250 Ib or less at joint(s) except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (I s) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-947/504, 3-4= 33a/121, 4-5=-318/669, 5-6=-58/715, 6-7=-340//07, 7-8=-471/203, 8-9=-1083/577 BOT CHORD 2-18= 280/979, 17-18=-284/986, 16-17=-23/293. 15-16=328/159. 13-15=-426/281, 12-13=0/332,11-12=-351/945,9-11=-346/937 WEBS 3-17=-599/493,4-17=-50/419,4-16=-986/605, 5-16=-7921733, 5-15=-520/206, 6-15=-489/297,7-12=-70/391, 8-12=-588/485, 6-13=-773/717,7-13=-997/675 NOTES- 1) Unbalanced 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=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 5-0-6, Extedor(2) 5-0-6 to 12-11-10, Interiar(1) 12-11-10 to 26-8-6, Extedor(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 2, 302 Its uplift at joint 9, 686 1b uplift at joint 16 and 715 lb uplift at joint 13. 8) Load easels) 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Except: Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27.2020 O WARNING- Verity deaignp4rtmetere.mIREADNDTESON THIS AND INCLUDED MREKREFERANCEPAGEMIP74M rev. 1GOM01SBEFOREUSE. Design valid for use only with MReA® connectors, ills tlesign a based only upon parameters shown, and Is for on Individuol building component, not a truss system. Before use, the building designer must verity tie applicability of design parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated is to prevent bucking of individual truss web and/or hord members only. Additional temporary and permanent bracing 6 always required for stability and to prevent collapse with poseble personal Injury and property damage. For general guidance regarding Me Safely InlarmreBomvolloble from Truss Plate Institu. election and te. 218 N. Lee Street, Suite 312 NeNontlPo, VV122314meM, 03641g and BC61 Bu14Fg GmnanMl MiTek' 6904 Tampa, FL East 336101vd. ab Truss Truss Type t Oty Ply LOT 1515 WATERSTONE f T1953fi096 2261961 A07 SPECIAL 1 1 Job Reference foDtionall diners PlrstOource (Plant city, FL), Plant city, rL- 33bb7, 8.240 s Feb 72020 MTek Industries, Inc. Thu Feb 2711:29:48 2020 Page 2 ' ID:1930GWBBpX3jR187z Om7kz5?ad-KNwrVngUo9VgVWeH85UOmOa8L%z?GRMoaAOshzgyFn LOAD CASE(S) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-S4, 4-7=-54, 7-10=-54, 17.19=-20, 12-17=-20, 12-22=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads(plf) Vert: 1-2=116,2-25=70,25-26=47,4-26=70,4-28=64,2821=53,7-31=64,7-33=70,33-34=47,9-34=70,9-10=116,17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10,12-22=-10 Holz: 1-2=-125, 225=-78, 25-26=-56, 4-26=-78, 7-33=78, 33-34=56, 9-34=78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=3, 2-0=-41, 4-7=-36, 7-9=-41, 9-10=3, 17-19=.20, 16-17=-20, 13-16=10(F=30). 12-13=-20, 12-22= 20 Horz: 1-2=-17, 2-4=27, 7-9=-27, 9-10=17 6) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=42,2-4=13,4-29=45,29-32=26,7-32=16,7-9=31,9-10=21,17-19=-10,16-17=-10,13-16=20(F=30),12-13=-10,12-22=-10 Horz: 1-2=-50, 2-4=-22, 7-9=39, 9-10=29 7) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21, 2.4=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13= 10, 12-22=-10 Ham: 1-2=29, 2-4=-39, 7-9=22, 9-10=50 8) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2- 26, 2-4=-36, 4-7=-16, 7-9=5, 9-10=15, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=12, 2-4=22, 7-9=19, 9-10=29 9) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=15, 2-4=5, 4-7=-16, 7-9=-36, 9-10=-26, 17-19--20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2= 29, 2-4=-19, 7-9=-22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert; 1-2=74,2-4=45,4-7=45,7-9=45,9-10=74,17-19- 10,16-17=-10,13-16=20(F=30),12-13=-10, 12-22=-10 Horz: 1-2=-82, 2-4=-54, 7-9=54, 9-10=82 11) Dead +0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=45,2-4=16,4-7=16,7-9=16,9-10=45,17-19=-10,16-17=-10, 13-16=20(F=30),12-13= 10, 12-22=-10 Horz: 1-2=-53, 2-4=-25, 7-9=25, 9-10=53 12) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 24=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2=-9, 24=2, 7-9=-2, 9-10=9 13) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2= 5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Horz: 1-2= 9, 24=2, 7-9=-2, 9-10=9 15) Dead+ 0.75.Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) Lek): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=53, 2-4=-61, 4-7=-45, 7-9=-30, 9-10=-22, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 24=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Ing Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-91 9-10=-53, 17-19=20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2= 22, 24=-14, 7-9=-17, 9-10=-9 17) Dead+0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Ing 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plg Vert: 1-2=37, 24=45, 4-7=45, 7-9=-45, 9-10=-37, 17-19=-20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 12-22=.20 Horz: 1-2=-7, 2-4=1, 7-9=-1, 9-10=7 18) Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2=,37, 24=45, 4-7=45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 24=1, 7-9=-1, 9-10=7 ,&WARNING -Verify design parameters and READNOTES ON MIS AND INCLUDED MREKREFENANCE PAGE MX7473rev. 10/113V1015 BEFORE USE Nil' volltl for use only with M9ek® connectors. This design Is based only upon parameters shown, and a for an Individual building Component not a truss system. Before use, the building designer must verify the applieabllry of design parameters and properly Incorporate this desgn Into the overall building design, Bracing Indicated Is to prevent buckling of Individual taus web and/or chord members only. Additional temporary end permanent bracing M!Tek' a always required for stability, and to prevent Collapse with possible personal Injury and property damage, For general guidance regarding the fabrlca6on, storage: delivery, erection and bracing of trusses and muss systems. seeANSVIP11 Qua" CM*rN, D5949 card 501 eultlhg Component 69N Parke East Blvd. bty SaInformatlown ailabie ms Pl from Truss; Institute, 218 N. Lee Sheet Sulte 312. Aleaandrla. VA 22314, Tampa. FL 33610 ob Truss Truss Type r Ory Ply=5/5NET19536097 f 2261961 A08 SPECIAL 1 u.c a le. Iram nu r en n ruuemas, nm. r nu reu u i rce:ou eueu rage 1 Scale = 1:72.0 5x5 = 3xB = 3xfi = 2x4 11 Sx6 = 5x12 6.00 12 Sxfi = 3 24 25 4 2627 28 S 29 30 6 31 7 32 833 34 35 9 n 1.$%6 STP = J N N 1.5x8 STP= � 1 2 15736 37 38 39 40 1514 41 42 43 44 45 46 12 10 I = Sx12 = 11 IY 64 = 3xfi = 6x8 = 8 3x8 = 3x6 % 3.00 12 3x6 LOADING (pal SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ve t(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 rda n/a BCDL 10.0 Code FBC2017rFP12014 Matdx-MSH Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc pudins. 7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8), 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250 lb or less at joints) except 2=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1245/434, 3-4_ 1038/444, 4-5=-573/923, 5-6=-856/1302, 6-7=-856/1302, 7-8=-866/1022,8-9=-1360/708,9-10=1598//29 BOT CHORD 2-17=-263/1089, 16-17=-923/751, 14-16=-529/321, 13-14=.435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17=-102/288,4-16=-1311/939, 5-16=-1398/1438, 5-14— 602/680,6-14=-421/437, 7-14=-775/753,7-13=-1427/1490,8-13=1441/1137,9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45111; L=40ft; eave=51t; Cat. 11; Exp C; Encl., GCpi=0:18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ito uplift at joint 2, 4291b uplift at joint 10, 1695 It, uplift at joint 16 and 1859 Ib uplift at joint 13. 8) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they Joaquin Velez PE No.68182 are correct for the intended use of this truss. MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 ,&WARNING -Vedry Eeslgnpa®maf.I..d RE4DNOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM&MM.x. 1GDa2p15BEFOREUSE Design valid for use only with Mrek® connectors, This design Is based only upon parameters shown, and Is for an Individual building component, not a muss system. Before use, Me building designer must verify the applicability of design parameters and property Incorporate this tlesign Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlM possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems, seeANSVTPII QuartCdfeM. DSB-09 and SCSI Building Component Infonnatlomvailable from Truss Plate Inslltute, 218 N. Lee Street, Suite 312, AJexantlria. VA 22314. M!Tek 6904 Parke East Blvd.Safety Tampa, FL 33610 ob Truss Truss Type 1 Oty ply LOT 15/5 WATERBTONE s T19536097 2261961 A08 SPECIAL 1 1 Job Reference a tional =w,==� �•��� =u,a �•T,, �I, rya -y, a.24Us FDD / ZDZU N1llel(Inaunnes, Inc. Ihu Feb2711:29:502020 Page2 NOTES- ID:193OGW BBpX3jR187ze0m7kz5lad.G9sgGBpWOPPDvsg1 PZ7yTBTW W96CT5HfFufvlzzgyFl 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1751b down and 159 lb up at 7-", 111 lb down and 197 lb up at 9-0-12, 111 lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 It, down and 197 Ib up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, 111 It, down and 197 lb up at 20-7-0, 111 lb down and 197 lb up at 22-7-4, 111 lb down and 197 lb up at 24-7-4, 111111, down and 197 lb up at 26-7-0, 111 lb down and 197 lb up at 28-7-4, and 111 Ib down and 197 lb up at 30-74, and 175 lb down and 356 lb up at 32.8-0 on top chord, and 353 lb down and 1281b up at 7-1-8, 92 lb down at 9-0-12, 92 Ib down at 11-0-12, 92 lb down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 Ib down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb down at 26-7-4. 92 lb down at 28-7-4. and 92 lb down at 30-7-4, and 353 Ib down and 128lb up at 32-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=-54, 3-9= 54, 9-11=-54, 17-18=-20, 12-17- 20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B) 91 17= 330(B) 15=-46(B) 12=-330(B) 24=-111(B)25=-111(13)26=-111(B)28=-111(B)29=-111(B)30=-111(B) 31=-111(B) 32= 111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=46(B) 37=-46(B) 38=d6(B) 39=-46(B) 40=-06(B) 41=46(13) 42=-46(B) 43=-46(B) 44=-46(13) 45=-46(B) 46=-46(B) 4) Dead +0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=42, 2.3=13, 3-27=45, 27-34=26, 934=16. 9-10=31, 10.11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Hoe: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B)7=156(B) 9=257(B)17=108(B) 15=-23(B) 12=1 08(B) 24=136(B) 25=136(B) 26=136(B)28=156(B)29=156(B) 30=156(B)31=156(B) 32=156(B) 33=156(B) 34=156(B) 35=165(13) 36=-23(B)37=-23(B)38=-23(B)39=-23(8)40=-23(B)41=-23(B)42=-23(B)43=-23(B)44=-23(B)45- 23(B) 46=-23(8) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=21,2-3=31,3-25=16.8-25=26,8-9=45,9-10=13, 10-11=42, 17-18=-10, 16-17= 10,13-16=49(F=59), 12-13=-10, 12-21=-10 Holz: 1-2=-29, 23=-39, 9-10=22, 10-11=50 Concentrated Loads (lb) Vert: 3=159(B)7=156(B)9=246(3) 17=108(B) 15=.23(B) 12=108(B)24=165(B) 25=156(B) 26=156(B)28=156(B) 29=156(B)30=156(B) 31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B)36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B)40=-23(B)41=.23(B)42=-23(B)43=-23(B) 44=-23(B)45=-23(B)46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20,12-21= 20 Harz: 1-2=12, 23=22, 9-10=19, 10-11=29 Concentrated Loads (Ib) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B) 15=-13(B) 12=128(B)24=197(B)25=197(B) 26=197(B)28=197(B) 29=197(8)30=197(B)31=197(B) 32=197(B) 33=197(B) 34=197(B)35=197(B) 36=-13(B) 37=-13(B)36= 13(B)39=-13(B) 40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=15, 2-3=5, 3-9= 16, 9-10=-36, 10-11=-26, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-29, 2-3_ 19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(8)7=197(8)9=356(B) 17=128(B) 15=-13(B) 12=128(B), 24=197(B) 25=197(B) 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B)34=197(B) 35=197(B) 36=-13(8)37=-13(B) 38=-13(B) 39=-13(B)40=-13(B)41=.13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B)- 8) Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=74, 2-3=45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17- 10, 13-16=49(F=59), 12-13= 10, 12-21=-10 Harz: 1-2=-82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (Ib) Vert: 3=130(8)7=136(B) 9=214(B) 17=108(B) 15= 23(B) 12=108(B) 24=136(B) 25=136(B) 26=136(B) 28=136(B) 29=136(B) 30=136(B)31=136(B) 32=136(B) 33=136(B) 34=136(8) 35=136(B) 36=-23(B) 37=-23(B) 38= 23(B) 39=-23(B)40=-23(B) 41=-23(B)42= 23(B)43=.23(B)44=-23(B)45=-23(B)46=-23(B) 9) Dead +0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=45, 2-3=16, 3-9=16, 9-10=16, 10-11=45, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Harz: 1-2=-53, 23=-25, 9-10=25, 10-11=53 Concentrated Loads (Ib) Vert: 3=116(B) 7=165(B) 9=271 (B) 17=108(B) 15=23(B) 12=108(B) 24=165(B) 25=165(B)26=165(B) 28=165(B) 29=165(B) 30=165(B)31=165(B)32=165(B) 33=165(B) 34=165(B)35=165(B) 36=-23(B) 37=-23(B) 38=-23(B) 39- 23(B) 40=-23(6) 41=-23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 2-3=-16, 3-9=-16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Harz: 1-2=-9, 23=2, 9-10=2, 10-11=9 Concentrated Loads (Ib) Vert: 3=72(B) 7=197(8) 9=335(8) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25=197(B)26=197(B) 28=197(B)29=197(B) 30=197(8)31=197(B) 32=197(B) 33=197(B) 34=197(B)35=197(B) 36=-13(B) 37= 13(B) 38=-13(B) 39=-13(B)40=-13(B) 41=-13(B) 42=-13(B) 43=.13(B) 44=-13(B) 45=-13(B) 46=-13(B) 11) Dead +0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-5, 2-3=-16, 3.9=-16, 9-10=-16, 10-1 1=-5,17-18=-20, 16-17= 20, 13-16=39(F=59), 12-13= 20, 12-21=-20 Horz: 1-2- 9, 23=2, 9-10=-2, 10-11=9 Q WARNING-Vedlydealseperameferoand READ NOTES ON TN/SAND INCLUDEO INTEKREFERANCEPAGEMX7473mv. 1D 0158EFORE USE Design valid for use only with Mreylp connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of de9gn parameters and properly Incorporate this design Into me overall building design. Bracing Indicated a to prevent buckling of individual truss web and/or chord members only. AddlXonal temporary and permanent bracing always required for stablilty and to prevent collapse with possible Personal Injury and property damage. For general guidance regarding the fobrlcotion, storage, delivery, erection and bracing of tosses and muss systems. weANSVTpll Quality Cdh rb, DSM9 and BCSt Building Component Safety lnformafbnovoiloble from Truss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. WOW 69N Parke East BN4. Tampa, FL 33610 T19536097 ID:1930GWBBpX3jR187z Om7kz5lad-G9sgGBpwOPPDvsg1 PZ7yTBTww96CT5HfFufVwZzgyFl LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B)7=197(B) 9=335(B) 17=128(B)15=-13(B) 12=128(B) 24=197(B) 25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B)34=197(B)35=197(B)36- 13(B)37= 13(B) 38=-13(B) 39=-13(B)40=-13(B) 41=-13(B)42=-13(B)43= 13(B)44=-13(B)45=-13(B)46=-13(B) 13) Dead +0.75 Roof Live (bat.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Veil: 1.2=.53, 2-3=-61, 3-9=-45, 9-10=-30, 10-11=22, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1.2=9, 2-3=17, 9-10=14, 10-11=22 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B) 9=232(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B)25=145(B)26=145(B)28=145(B)29=145(B)30=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(8)35=145(B) 36=-13(B)37= 13(B)311-13(B)39=-13(B) 40- 13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10.11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13- 20, 12-21=-20 Horc 1-2=-22, 2-3=-14, 9-1D=-17, 10-11=-9 Concentrated Loads (Ib) Vert: 3=-19(S)7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B)26=145(B)28=145(B)29=145(B)30=145(B)31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 361 37=-13(B)38=13(B)39=-13(B)40=-13(B)41=-13(B)42_ 13(B)43=-13(B)44=-13(B)45= 13(B)46=-13(B) 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=37, 23--45, 3-9=-45, 9-10=-45, 10-11=-37, 17-18= 20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horn 1-2=-7, 2-3--1, 9.10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B) 7=145(B)9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(B)34=145(B),35=145(B)36=-13(B) 37=-13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B) 42=-13(B) 43=-13(B) 44=-13(B) 45=-13(B)46=-13(B) 16) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p[l) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10=-45, 10-11= 37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Horz: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3= 5(B) 7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B)26=145(B) 26=145(B)29=145(B) 30=145(B) 31=145(B) 32=145(B) 33=145(8) 34=145(B)35=145(B) 36=-13(B)37=-13(B) 38=-13(B) 39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=-13(8) 46=-13(B) WARNING-VnirYd.si9nparemefemenOHEAD NOTES ON THIS AND INCLUDEOMBEKBEFEBANCEPAGEMX74mJ l..I M OISBEFOBEUSE Design valid for use only with MTeM connectors, This Design Is based only upon parameters. Mown, and Is for an Individual building component, not a Muss system. Before use, Me building designer must verity Me applicability of design parameters antl properly incorporate this design Into Me overall A building design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wim posdble personol Injury and property damage, For general guidance orienting Me fabrication storage, delivery, erection and bracing of Musses and puss systems, seeANSIAPl1 Go Creaks. DS549 and BCSI Building Component 6904 Parke East Blvd.Safety mtarmafbnavolloble from Truss Plate Institute. 218 N. Lee Si Sul 312. Aleaontlrio. VA 22314. Tampa, FL 33610 ob Truss Truss Type City Ply LOT 15/5 WATERSTONE f T79536098 2261961 A09 SPECIAL 1 1 Job Reference (optioned) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 5x8 = 6.00 12 5x6 G 24 8.240 a Feb 7 2D20 MiTek Industries, Inc. ThI i:1930GW BBpX3iRlB7mOm7kz5?ad-kMQ2TXpYnjX4X?FDZHIeE ' 2--10 0 S2310--o0 12-o-&0. 3x6 = 6x72 MT20HS J 5x6 - 7 3x4 = //w\\ 1.Sx8 SIP = -- 16 w 1 2 15 14 13 12 c 6x12 MT20HS 3x4 = 4x6 = 3x4 = 6x12 MT20HS= 5x6 1 27 11:29:512020 Pagel 27 Scale =1:74.5 Sx8 3.00 12 5x8 G 8-8-0 I 15-7-5 24-0-11 31-0.0 3M-0 8-8-0 6-17-5 8-5.6 I fi-11-5 8.8.0 Plate Offsets (X,Y)-- [2:0-2-7 Edgel [3:0-3-0 0-3-0][4:0-5-0 0-2-01 [7:0-3-0Edgel [9:0-3-0 0-3-01 [10:0-2-7 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.95 Ven(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ven(CT) -0.96 13-15 >497 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.60 10 Ida i BCDL 10.0 Code FBC2017/TPI2014 Matnx-MSH Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. Except: 34,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 1 Row at midpt 6-8 BOT CHORD 2x4 SP M 31 -Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-16,12-14: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Harz 2=-051(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) Max Grav 2=1540(LC 1), 10=1540(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4917/3074, 34=4613/2894, 4-5=-3032/2041, 5-6=-3037/1996, 6-8=-2899/1874, 8-9=4664/2799, 9-10=4929/2938 BOT CHORD 2-16=-2641/4620, 15-16=-1500/2827, 13-15=-1739/3209, 12-13=-1439/2856, 10-12=-2470/4456 WEBS 3-16=-368/403,4-16=-1046/1945,4-15=-132/484, 5-15=-339/256, 5-13= 415/322, 8-13=-181/531, 8-12=-962/1816, 9-12=-298/322 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.Opst h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interfor(1) 2-7-10 to 9-0-6, Extedor(2) 9-0-6 to 16-11-10, Intedor(1) 16-11-10 to 21-0-7, Exterior(2) 21-0-7 to 264-1, Interior(1) 264-1 to 37-0-6. Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0pst 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 ether members. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVI-PI 1 angle to grain formula. Building designer should verify capacity of beading surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 lb uplift at joint 2 and 797 lb uplift at Joaquin Velez PE No.68182 joint 10. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q wANNING-Vedry Eeslgnseremefemend NEAR NOTES ON THIS AND INCLUDED MNEKFEFEBANCEPAGEMs,7473rev. 109Y1015BEFONEUSE Design valid for use only with M090) connectors. This design is based only upon parameters shown. and Is for on Individual buliding component, not a hum system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buciding of Individual truss web and/or chord members day. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses antl truss sysfema seeANSU7P11 Cual Ciliate, DSB-89 and BCSI Building Component Sorry Mfotmallomvcllobie from Tram Plate Insfitute. 218 N. Lee Street Suite 312, Alexandrb. VA 22374. ��- MiTek' 69" Paike East Blvd. Tampa. FL 33610 ob Truss Thus Type City Ply LOT 15/5 WATERSTONE 1 T79536099 2261961 A10 SPECIAL 1 1 Job Reference (optional) omme,s rim,ovmce leant City, FL), nam ury, rL- saoop mz906 FED 72UZU Sx6 = 6x12 MT20HS C 31 11:29:522020 Pagel Scale = 1:75.1 5x6 = 20 II 54 - 4 5 30 7 /0 6.00 12 2x4 C 26 14 27 28 6 Zt4 II �2jx4 53 1 1.5x8 STP= 25 29 qq 2 18 17 16 15 14 _ 4 1 8.14 MT20HS = 51 = 415 = _ 1?7m 5x8 = 8x14 MT20HS= 5x8 m 3.00 12 Sx8 so LOADING (ps' TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress it YES Code FBC2017/TPI2014 C51. TC 1.00 BC 0.67 W B 0.56 Matrix-MSH DEFL. in (too) Udefl Ud Vert(LL) 0.68 15-17 >704 240 Vert(CT) -0.95 17 >499 180 Horz(CT) 0.55 12 Na Na PLATES MT20 MT20HS Weight: 228 lb GRIP 244/190 187/143 FT=20% LUMBER- SPACING. TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. 1-4,10-13: 2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 'Except- 1 Row at micipt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):7 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Harz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12=-797(LC 10) Max Gray 2=1540(LC 1), 12=1540(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 23=-4912/3208, 3-4=-4607/2944, 4-5=-4155/2812, 5-6=A155/2812, 6-7=-3887/2669, 7-9=-3697/2514, 9-10=3697/2514, 10-11=-4713/2877, 11-12=-4921/3038, 6-8=-336/255, 8-10= 359/263 BOT CHORD 2-18=-2764/4606, 17-18=-1875/3299, 15-17=-2246/3973, 14-15=-1627/3338, 12-14=-2564/4446 WEBS 3-18=-326/390,4-18=-786/1550,4-17=-599/1023,5-17=-457/448, 7-17=-167/405, 7-15=-293/300, 10-15=-480/888, 10-14=-707/1474, 11-14=-229/273 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L--i eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 19-10-6, Extenor(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extedor(2) 37-M to 41-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 12 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 797 lb uplift at joint 2 and 7971b uplift at Joaquin Velez PE Nc.68182 MiTek USA, Ina FL Cart 6634 joint 12. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bosom chord. 6904 Parka East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNWG-Vedfydeelgnpemmetersbnd READNOTES ON THISAHD INCLUDED WERREFERANCEPAGEm/t7473mv. 1a'0.44?015BEPORE USE. Design valid for use only with MOekO connectors. ibis design Is based only upon parameters shown, and Is for an Individual building component. not o truss system. Before use, the foul leg designer must verity Me applicability of design parameters and propery Incorporate this design Into the overall building design. Bracing indicated is to prevent bucWing of lndlvidual Luse web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and booing of trusses and truss systems seeANSU1P11 Qual CmeM, DSB419 and SCSI Building Component Safety Informalbnavailable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexontltla. VA 22314. ��- MiTek' 69" Palle East Blvd. Tampa. FL 33610 ob Thus Truss Type O1y Ply LOT 15/5 W ATERSTONE 1 T79536100 2261961 All SPECIAL 1 1 Job Reference (optional) r ouwmers nrmaaursx i any, ry, rrum r.ny, IL- Jabal, 5x6 = 6.00 12 4 2x4 3 25 1.5x8 STP- 24 17 1 2 5x6 = d •. 3x6 m 3.00 12 2x4 11 6x8 = i ti a P6e / LULU MI I eK ibYrX016Sf6ghjlz4cnz.9x6B( 31.6.0 7.8-0 5x6 = 7 k\ 30 16 4x6 3x4 = 13 32 12 33 11 14 4x6 = 3x6 = 6x8 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 VaIf(LL) -0.29 11-13 >792 240 TCDL 7.0 barOIL1.25 BC 0.94 Vert(CT)-0.4411-13 >528 180 BOLL 0.0' Rep Stress 1, YE WB 0.88 Horz(CT) -0.02 13 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD fi 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 13=0-4-0, 9=0-8-0 Max Holz 2=351(LC 9) Max Upli42=-495(LC 10), 13=-614(LC 10). 9=-482(LC 10) Max Grav 2=796(LC 19), 13=1539(LC 15), 9=881(LC 16) FORCES. (lb) - Max. CompJMax, Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2041/1512, 3-4=-1729/1312, 4-5=-1085/947, 56=-247/299, 6-7= 207/436, 76- 1115/803, 8-9_ 1238f763 BOT CHORD 2.17=1218/2080, 16.17=-829/1621, 15-16=-485/692, 13-15=867f730, 9-11=-452/1032 WEBS 3-17=,307/321,4-17=-3561738, 4-16=-490/284, 5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=-473/971, 8-11=-526/508 Inc. I ❑u Feb 2/ 11:29:54 2020 Page 1 Scale =1:73.7 5xe C 8 1.5x8 STP= d 31 d 0 9101v d 3x6 = PLATES GRIP MT20 2441190 Weight: 198 lb FT=20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-5-0 oc bracing: 13-15 1 Row at micipt 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Extedor(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-106, Extedor(2) 19-106 to 27-9-10, Intedor(1) 27-9-10 to 37-0-6, Extern 37-06 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage t0 prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495 lb uplift at joint 2, 6141b uplift at joint 13 and 482 lb uplift at joint 9. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING. Verify design pexmeferaand READ NOTES ON THIS AND INCLUDED MREKREF£RANCEPAGEMIF74" rev. 1d 0156EFDREUSE Design valid for use only with Meek® connectors. Mis design B based only upon barometers shown, and Is for an Individual building component not a nu%system. More use, the bullding all must verify the applicability of tlesign parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual fuss web and/or chord members only. Additional temporary and permanent bracing B always required for stability and to prevent collapse with possible personal hjury and property damage. For general guidance regarding the fobtica9on, storage, delivery, erection and bracing of trusses and buss systems seeANSi Qupltly CMnq. DS9d9 and aC51 auldh0 Cemparonf Safety Mformatlanovailoble from Twss Plate Inslifurl 218 N. Lee Street, Suite 312. Alexandrlo. VA 22314. ��- MiTek- 6904 Palle East Blvd. Tempe. FL 33610 ob Truss Truss Type 1 City Ply LOT 1515 W ATERSTONE f T79536101 2261961 Al2 SPECIAL 1 1 Job Reference (optional) _.__._......___._ ..._ n n .._... _,.r,.I cycu mu v¢ nuusmes, Inc. mu rep zr 1 nzu:on zuzu 3xB \\ 5x6 os 3.00 F12 8.12 = 30 II a 5x6 = 51I 9 10 Scale =1:73.4 ! I //// // \\ // 1.5x8 STP = 13 141, 1? 19 is 17 16 is 3x6 = 3x6 = 3.6 = 6x12 MT20H5= 3x4 = 7-7-8 9-10.0 Pin 15-9-4 20.1-8 202-0 25-0-0 33-1-11 I 39-&0 Plate Offsets (X Y)-- 12:0-1-15,1-2-131 [2:0-4.6 Edael I3:0-6-0 0-2-81 19:0-3-0 0-2-01 rl O:0-6-00-2-B1 I71.0-3-0 0-3-01 [18:0-3-8 0-3-01 122:0-3-0 0-0-01 125:0-4-0 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.25 24 >981 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.33 24 >751 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor NO WE 0.70 Horz(CT) -0.03 18 n(a n/a BCDL 10.0 Code FBC2017)rPI2014 Matrix-MSH Weight: 237111 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 5-23: 2x8 SP 240OF 2.OE, 20-22: 2x6 SP M 26, 8-18: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 16=0-4-0, 13=0-8-0 Max Horz 2=321(LC 7) Max Uplift 2=-691(LC 8), 18=-932(LC 8). 13=-406(LC 8) Max Grav 2=1187(LC 1), 18=2161(LC 1), 13=787(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3450/1751, 3-4=-3077/1697, 4-5=.2993/1733, 5-6=-3360/1924, 6-7=-1098/877, 7-8=-2231736,8-9= 192/586,9-10=-137/471,10-11=-422/262,11-12=-1076/465, 12-13=-1222/516 BOT CHORD 2-25=-1429/3117, 24-25=-1405/3091, 23-24=-847/1665, 21-22=-938/1657, 18-20=-119W48,8-20=-307/255,15-17=-164(714,13-15= 336/1048 WEBS 3-25=-424/1159, 3-24=-321/23, 4-24= 176/251, 22-24=-632/1451, 6-22=-801/1838, 6-21=-1505/917,7-21=-797/1542,7-20=-1074/642,9-18=-290/80,10-18=.901/343, 10-17=-188/531, 11-17=-616/383, 11-15=-64/397 Structural wood sheathing directly applied or2-6-6 oc purlins. Rigid calling directly applied or 10-0-0 oc bracing, Except: 4-10-8 oc bracing: 2-25 5-04 oc bracing: 24-25 6-5-10 oc bracing: 23-24. 5-10-0 oc bracing: 18-20 1 Row at midpt 10-18 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 2, 932 lb uplift at joint 18 and 406lb uplift at joint 13. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 179 lb down and 164 lb up at 7-0-0, and 115lb down and 182 lb up at 9-0-12, and 115lb down and 162 lb up at 11-0-12 on top chord, and 343 lb down and 129 Ib up at 7-1-8, and 81 lb down at 9-0-12, and 81 lb down at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Jualu O WANNING-Vedry deslgnparameters and NEAO NOTES ON MIS AND INCLUDED mITEK/DFENANCEPAGEMa-7473rev. 1aaSSrar5jrEF0,EUSE Design valid for use only with Walk& connectors. This design is based only upon parameters shown, and Is for on indhAtlual building component, not a muss system. Before use, the bullding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing hdicoted is to prevent buckling of individual from web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and muss systems. seeANSWil QualSy Criteria, DSS41g and SCSI Building Comppnenl Safety Info mralionavoilable from Thus Plate Institute. 218 N. Lee Sheet. Suite 31Z Alexontlrla. VA 22314, MiTek' 6904 Parke East Blvd. Tampa, FL 33610 ab Truss Truss Type , mY Ply=1515WATERSTMET19536101 r 2261961 Al2 SPECIAL 1 4 cancers rirs[pource Irian: -iry, FL), riam ury, 1,1--Jab07, 8.240 a Feb 72020 MiTek Industries, Inc. Thu Feb 2711:29:55 2020 Page 2 ID:3>A7Yd6RbYn%016Sf6ghjjz4cnz-d7gZJus3ne W 7dZ_C6j7AEBn8Agc8OROPAMGcnzgyFg LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3_ 54, 3-6=-54, 6-9=-54, 9-10=-54, 10-14=-54, 25-26=-20, 23-25=-20, 21 18-19=-20, 18-29=-20 Concentrated Loads (Ib) Vert: 3=-179(F) 25=-343(F) 24=-59(F) 4=-115(F) 32=-115(F) 34=-59(F) Q WABNWG- Verify design par4metenand READ NOTES ON TNISAND INCLUDED Mn-EKBEFENANCEPAGEMIF7473rev. 1S41a4915BEFOBE USE. Design valid for use only with MBeIsE, connectors. This design Is based only upon parameters shown, and Is for an individual building component, not o frays system. Before use, the bulIdIng designer must verify me applicability of design parameters and properly Incorporate this design Into the overall bullding design, Bracing indicated is to prevent buckling of IndNltlual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for slobOBy, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrication, storage, delivery, erection and bracing of trusses and huts systems. seeANSUIPIi Qually Wells. OSB-89 and SCSI Building Component Splefy h/ormptbmvollable from anus Plate InsBfute. 218 N. Ise Street Suite 312 Alevandrlo, VA 22314, MiTek' 69U Parke East Blvd. Tampa, FL 33810 ob Trus Teas Type . Oty Ply LOT 15/5 WATERSTONE t T19536102 2261961 BD2 SPECIAL 1 1 Job Reference (optional) umlaer5 Flrs[source Imam uny, FL), MGM Glty, FL-33b3/, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:29:56 2020 Page 1 ID:3sd?Yd6RbYnX0i6Sf6ghjjz4cnz-SJExXEthbFANdn7AlgEMjSjygZ8itsgXdq6p8DzgyFf 4-10.5 8-1-8 9-1 0 14.8.0 21-1-2 27.8-0 29-0.0 410.5 3-3-3 -10. 5-8-0 6-5­2 6$ 1-4-0 Scale = 1:49.9 30 = 3x6 G 5x8 = 3 4 23 5 m )6 0 N 13 30 = - - 3x4 = Gx12 W20HS= 3x4 = 2x4 11 &0.0 8-1-8 14-8-0 21-1-2 27.8-0 8.0-0 - 0. -8 6-6-8 - 6-5-2 6.6-14 Plate Offsets (X,Y)- [1:0-0-4 Edge] [4:0-2-0,0-2-81 [5:0-6-0 0-2-81 [6:0-3-00-3-01 [12:0-3-8 0-3-01 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(L-) 0.10 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.16 10-12 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.69 Hom(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matnx-MSH Weight: 1411b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-12: 2x4 SP No.1 WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 12=0-4.0, 7=0-8-0 Max Horz 12=-242(LC 8) Max Uplift 12=-694(LC 10), 7=-376(LC 10) Max Grav 12=1463(LC 1). 7=739(LC 16) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-222/444, 2-3=-369/658, 3-4=0/272, 4-5=-75/385, 5-6=-497/294, 6-7=-1061/511 BOT CHORD 1-14=364/290, 12-14=-841/698, 3-14=-567/515, 10-12=0/378, 9-10=-250/891, 7-9=-248/895 WEBS 2-14=295/331, 5-10=-199/544, 5-12=-952/632, 6-9=0/267, 6-10=-676/460 Structural wood sheathing directly applied or 5-3-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 1-14. 2-2-0 oc bracing: 12-14 1 Row at midpt 5-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3-11-10, Interior(1) 3-11-10 to 5-0-6, Exterior(2) 5-0-6 to 18-7-10, Intenor(1) 18-7-10 to 25-", Exterior(2) 25-0-6 to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been: designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 10.0pst. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69411c uplift at joint 12 and 376 lb uplift at joint 7. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 27,2020 Q WARNING- Vsdryds.19nparemetersand READ NOTES ON MISAND INCLUDED MBEKNEFEBANCEPAGEM674nrev. laseecarSBEFONE USE. DesiBn valid for use only wim "m" connectors. this design 6 based only upon parameters shown, one a for an Indlvlduol buiiding component, not a fens system. Belore use, ma building designer must verily the applicobilily of design parameters antl properly Incorporate this design Into me overall bulitling design. &adng lntllcatetl is to prevent buckling of IndAklual inns web and/or chord members only. Addl6onpl temporary and permanen�brocing b always requlretltor stobllily a no prevent collapse vAm possible personal lnlury antl property tlamaBe. For Beneml guidance reportling me fobrico6on storage, Callvery. erection and bracing of busses antl kuss systems. seeAN91/IP'I pyalMv Cmrrdo, 056-09 end aC616u1aFp Cemponr nl Sw tY mfomraaerxrva0abl. ham Truss Mote Institute, 218 N. Lee Street Sulie 3,2, Alaxantltla. VA 22 1d. M�- MiTek' W04 Parke Eest BNd. Tampa. FL 33610 T19536103 2261961 B03 SPECIAL 1 1 Job Reference u0 ona Builders RrsiSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020020 MiMiTek Industries, Inc. Thu Feb 2711:29:57 2020 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjlz4cnz-Z W Nka W MZI EFW NJXIbFfG9aY6cK1 hsUrNgfzgyFe 7-0.0 7-1LI 12-3-0 16-a-0 213E 27-8-0 29-" 7- -0 10 a-s-0 1 4-5-0 1 1-11"-10114.0 Scale = 1:48.7 3c4 � 3x4 11 3x4 = 46 = 6.00 FIT 2 3 23 4 24 25 26 5 Id d -d ,a 3x6 = dxv = 1.5xe STP= 3x8 = 2x4 II 6x8 = 1.1-2 1dU a-0O >EO 7.1M tse-0 z1+18 27-4a 11-0e 11 zno-la 1 see a-1M I 4aE 1 6<10 { 01-2 Plate Offsets (X,Y)- [1:0-0-4 Edgel. fl:0-1-4 0-0-2] [12:0-3-e 0-3-01 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.21 14-22 >448 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.69 Vert(CT) 0.18 14-22 >541 180 MT20HS 187/143 BCLL 0.0 Rep Stress [nor YES WB 0.63 HOa(CT) -0.06 12 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 138lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 `Except` 3-12: 2x4 SP No.3 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0-8-0,7=0-8-0,1=0-4-0 Max Hoa 1=-201(LC 8) Max Uplift 12=435(LC 10), 7=-498(LC 10), 1=444(LC 10) Max Gray 12=950(LC 1), 7=874(LC 16), 1=370(LC 19) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-2-9 oc bracing. Except: 6-0-0 oc bracing: 12-14 FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-239/471, 2-3=-220/531, 3-4=-197/457, 4-5=-780/768, 5-6=-907/778, 6-7=-1324/947 BOT CHORD 12-14=-349/441, 3-14=-276/204, 10-12=-251/463, 9-lD=-636/1108, 7-9=-636/1108 WEBS 4-10=-84/380, 4-12=666/425, 6-10=-522/406 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124ni TCDL=4.2pst BCDL=5.Opsf; h=1511; B--4511; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 10-11-10, Interior(1) 10-11-10 to 12-8-6, Exterior(2) 12-8-6 to 20-7-10, Interior(1) 20-7-10 to 25-0-6. Exterior(2) 25-0-6 to 29-0-0 zone; Cantilever left exposed ; end vertical left exposed; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOlr1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall by2-0-0wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ib uplift at joint 12, 498 lb uplift at joint 7 and 444lb uplift at joint 1. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cert 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING -Ved/y design psomertersand READ NOTES ON MISAND INCLUDED MWEKREFEMAICEPAGEM67479rev. 160.3,2015BEFORE USE. Design valid for use only with MRel:0 connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss Wsrem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this tlesign Into Me overall bulldi g design. among Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adtliflonal temporary and permanent bracing a always required for stablllty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of hussars and Tuss systems, seeANSVWII to lBByy Criteria. DSBd9 and SCSI Building Component mfermafbnavallobie from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandra. VA 22314. ��- WOW 6904 Pare East Blvd.Safety Tampa, FL 33610 ob Truss Truss Type 1 Cry Ply LOT 1115 WATERSTONE T79536104 2261961 804 SPECIAL 1 1 Job Reference (optional) builders Firsabourae tYlam 141y, FL), Plant Uty, FL-JJb67, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:29:58 2020 Page 1 ID:3xt7Yd6RbYnXOl65f6ghjjz4cnz-1 iLhx 7sO5s4HZtFGgotpNSNphUOg5BbwC6zgyFd 1-0-0 5-0-0 7-1D-0 13-3-0 18-e-0 214-10 27-8-0 29-0-0 1-4-0 i 5-0-0 i 2.10D 5-5-D i 5-5-0 ~2.8-10 63fi 1-0-0 3x4 = 6.00 12 2x4 11 3x4 = 46 = 4 22 5 23 24 25 6 1.5.8 STP= 11 12 4x6 = 3xB _ 3x4 = 6xB = Scale = 1:50.7 -0-0 6-RO 7-eO 7.1Da 1-10. l�LL1 ai 4-0e 2-89 0. 10.16a ts- 9-0U 61-02 Plate Offsets (X,Y)— 12:0-0-8,0-11-5] f2:0-1-0 Edgel r3:0-2-00-2-81 18:0-0-4 Edgel f12:0-3-80-3-0I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.29 10-12 >804 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -OZ9 10-12 >403 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) -0.05 12 n/a ri BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 130 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'ExceI 4-12: 2x4 SP I WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 REACTIONS. (size) 12=0-8-0, 8=0-8-0, 2=0-4-0 Max Horz 2=175(LC 9) Max Uplift 12=-492(LC 10), 8=-477(LC 10), 2=-510(LC 10) Max Grav 12=934(LC 1), 8=831(LC 16), 2=450(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-225/393, 34=-197/411, 4-5=-168/366, 5-6— 8841777, 6-7— 997/824, 7-8= 1195/917 BOT CHORD 12-13— 352/466, 4-13— 287/269, 10-12= 354/642, 8-10=-609/1027 WEBS 5-10=-17/328,6-10=-148/313, 7-10=-340/357, 5-12= 756/526 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-" oc bracing: 12-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuli160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to B-11-10, Interior(1) 8-11-10 to 14-8.6, Extedor(2) 14-8-6 to 22-7-10, Interior(1) 22.7-10 to 25-0-6, Extedor(2) 25.0-6 to 29-0-0 zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 492 lb uplift at joint 12, 477lb uplift at joint 8 and 5101b uplift at joint 2. (J Joaquin Velez PE No,68182 MiTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 27,2020 AWARNING -VeNtyCesignPeramefora4ndREAD NOTES ONTHIS AND INCLUDED M/TEKNEFENANCEPAGE MIP74Mrvv 1ND34WI5BEFORE USE. Design valid for use only with Mgek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a fuss system, Before use, me building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent bracing 's always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and huss systems. seeAN9/IPl1 Quppry CrBnb. DSB-89 and BCSI Building Component Sa/My InfarmalbNvollaDletora Tmlss Plate IrudNte. 218 N. Lee Street Suite 312. Alexorl VA 22314. �1 MiTek- 6904 Parka East BNd. Tampa, FL 33610 Job Truss Truss Type , Cry Ply LOT 195WATERSTONE 1 T79536105 2261961 B05 SPECIAL 1 1 Job Reference (optional builders nrstaourae (rrsnt ury, rya, rant ury, rL-aaaU1. 6.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 27 11:29:59 2020 Page 1 1 4 0 3-0.0 410.0 6-5.0 6.00 12 4x6 = axis = 2x4 If 3 21 22 4 23 5 5X8 = 1.5%8 STP= 11 '- 12 3x4 = 3x8 = 2x4 II 3x4 = ads II Scale=1:50.7 LOADING (psl SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2017/TPI2014 Cat. TC 0.69 BC 0.67 W EI 0.38 Matrix-MSH DEFL. Vert U-) VertV) HOrz(CT) in (loc) Well L/d 0.18 13-14 >529 240 0.1513-14 >650 180 -0.07 7 n/a WE PLATES GRIP MT20 2441190 Weight: 1261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. Except: WEBS 2x4 SP No.3 5-8-0 oc bracing: 12-13 REACTIONS. (size) 2=0-4-0, 12=0-8-0, 7=0-8-0 Max Hom 2=134(LC 7) Max Uplift 2=-563(LC 8), 12=-655(LC 8), 7=485(LC 8) Max Gray 2=405(LC 1), 12=1002(LC 1), 7=810(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=400/657, 34=-344/626, 4-5=.966/668, 5-0=-966/668, 6-7=-1186/614 BOT CHORD 2-14= 480/332, 13-14=498/344, 12-13=-936/673, 4-13=-847/502, 9-10=-377/1000, 7-9=-379/993 WEBS 6-9=0/288, 5-10= 373/303, 4-10=-386/1001 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=40k; save=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 655lb uplift at joint 12 and 485 Ib uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ile down and 601b up at 3-0-0, and 62 It, up at 5-0.12, and 62 Ib up at 7-0-12 on top chord, and 40 lb down and 139 lb up at 3-0-0, and 15lb dawn and 601b up at 5-0-12, and IS III dawn and 60 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pll) Vert: 1-3=-54, 3-6=-54, 6-8=-54, 13-15=-20, 12-18= 20 Concentrated Loads (lb) Vert: 3=2(F) 14=-20(F) 21=4(F) 22=4(F) 24=-B(F) 25=-B(F) Joaquin Velez PE No.66102 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 ,&WARNING- wallydeafgaparamefemend READND7ES ON TH/SAND INCLUDED Mn'EKREFERANCEPAGEMII.74y3re, IfYDYteIS BEFORE USE. Design valid for use only with MrekWr connectors. this design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of tlesign parameters and properly Incorporate this design Into Me overall building design. Bracing Indicated bro prevent buckling of Individual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. Fat general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems seeµgVlpO Quality CMedp, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety tnfamtatbrgvoiiable from Truss Plate Institute, 218 N. Lee street Suite 312. Alexandria, VA 22314. Tampa. 1 33610 -Job Tnlae Truss Type f . Cry Ply LOT 15/S WATERSTONE T19536106 2261961 C1 JACK 4 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:00 2020 Page 1 ID:3xt7Yd6RbYnXO16Sf6ghhz4cnz-z4TSM=BfUgo6ORy_gJJIIumCAkzpgc7YS41 H_zgyFb -1-0-0 I-11-4 1.4.0 0-11-4 Scala = 1:7.6 Plate Offsets (X Y)-. [2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc)/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 Ida We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4—Mechanical Max Hoa 2=79(LC 10) Max Uplift 3=.3(LC 1), 2=-195(LC 10). 4=-15(LC 1) Max Gray 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3lb uplift at joint 3, 195lb uplift at joint 2 and 15lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING -VeN/y design lummers. end READ NOTES ON TNISANDINCLUD£D MITEKBEFERANC£PAGEMM174"ne. IDNat61SBEFOHE USE Design valid for use only with M6el8 Connectors. This design is based only upon parametersshown, and Is for on Indivdual building component, not a buss system. Before use, the building designer must verty the applicability of design parameters and properly Incorporate this desgn Info the overall building design. Bracing indicated is to prevent buckling of IndrAdual truss web antl/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tnsss systems, seaANSVIP11 CuaiMMyy Cmenu. DSS-09 and BCSI Building Component Safety lnformntbnovoibble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexondra, VA 22314. MiTek' 690a Parka East BNtl. Tampa, FL M610 ob Truss Truss Type , . Oty Ply LOT 15/S WATERSTONE T79536107 2261961 C1P Jack -Open 2 1 Job Reference (optional) owners riaoounce triam Cary, FL), riam clry, rL- ddbbf, 8.24U s Feb 72020 MiTek Industnes, Inc. Thu Feb 27 11:30:012020 Page 1 ID:1930GWBBpx3jPl87wOm7kz57ad-SH1 gayxgOnoqYO8YNqYOVOxya4CYHsHn5papRzgyFa -1-4.0 P11-4 10.0 0.11-4 Scale =1:7.6 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.D4 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress [net YES W B 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-3-8, 4=Mechanical Max Hom 2=79(LC 10) Max Uplift 3=-6(LC 7), 2=-213(LC 10), 4=-23(LC 15) Max Greer 3=15(LC 10), 2=158(LC 1), 4=32(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (11 or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 6lb uplift at joint 3, 213 lb uplift at joint 2 and 23 Ito uplift at Joint 4. Joaquin Velez PE No.68182 I USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 QWARNING. Veritydes/gnparasme aanCREAONOTES ON THISANO INCLUDED WEKREFERANCEPAGEMn-7473rev. 711113si BEFORE USE Design valid for use only with MPeI� connectors. This design 6 based only upon parameters mown and Is for on Individual building component not �'� a truss system. Before use, Me building designer must verity me applicability of design parameters and properly Incarcerate this design Into Me overall building tlesign. Bracing Indicated lsto prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANSV1pil Quality Critedo. 08549 and SCSI Bulding Component Sooty Infonnallo from Truss Note Institute, 218 N. Lee Street. Suite 312, Alexondrlo. VA 22314. 6904 Perks East MIA. Tampa, FL 33610 avallable Job Truss Tnus Type I t Oty Ply LOT 1515 WATERSTONE T79536108 2281961 CiV SPECIAL 6 7 Job Reference (optional) nuilal rinabource (riam Corry, FL), ream uil FL- aaabr, 8.240 s Feb 72MU MiTek Industries, Inc. Thu Feb 2711:30:01 2020 Pagel ID:1930GWBBpx31R187wOm7kz5?ad-SH1 gayxgOnofiY08YNgYOVOxya4DYHsHn5papRzgyFa -1-4-0 0-11-4 I- 1-0.0 0Q114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.20 Ven(LL) 0.00 7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 HOrz(CT) 0.00 2 rVa n/a BCDL 10.0 Code FBC20177TP12014 Matrl LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=10echanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4— 14(LC 1) Max Gray 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. Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lIs FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 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=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and tortes 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 ANSI/TPI 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 4lb uplift at joint 3, 181 lb uplift at joint 2 and 14111 uplift at joint 4. Joaquin Velez PE No.68162 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 OWARNING-Verltydesl9nPeivandsrsand READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGEMIL74T9rev. 1441XaQ01SGEFOREUSE. Design valid for use only with MBek® connectors. IDIs design Is based only upon parameters shown, and Is for on IndMdual building component, not a trust system. Before use. Me building designer must verify Me cppllcobllity, of design parameters and properly Inccrporote this design Into Me overall building Design. Bracing Indicated 6 to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, sealed felt Qua' Cdbdo. DS349 and SCSI Building Component Safety hrformaftom,ollable from Taus Plate Institute. 216 N. Lee Street. Suite 312, Alexondha, VA %4, ��- MOW 69" Parke East Blvd. Tampa, FL M610 Job Tess Thus Type r k Oty ply LOT 15/5 WATERSTONE T79536109 2261961 C3 JACK 4 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL- 33567, D.Zqu a Feo / epeu MI I ex mauslnes, Inc. I nu FeD 2711:30:02 2020 Page 1 ID:3xt?Yd6RbYnXOI6Sf6ghjjz4cnz-wTbCnHySBSwWUbK65Lnyjz6i OeHk6001Z8LtzgyFZ Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Grav 3=72(LC 15). 2=197(LC 15), 4=49(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; 3=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and tomes 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 DO bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 3 and 157 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING -Verity decfspr a etere and READ NOTES ON TNISANO/NCLUDED MITEKREFERANCEPAGEMIL74YJ rev. laMYlarSBEFOREUSE. Design valid for use only with MRekO connectors. 11hls design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use. the building designer must verity the applicability of desgn parameters and properly Incorporate thls design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or hord members only. Additional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeMSIM11 Quality CMnB, DSO49 and SCSI BuldlID Component 69N Parke East Blvd. Safety Infaenntbinvoiiobie from truss Rate Institute. 218 N. We Sheet, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 b [261961 Truss Truss Type r r Oty Ply LOT 1515 WATERSTONE T19536110 C3V SPECIAL 6 7 Job Reference foalionall v Builders Fllst3aurce (Plant Glty, FL), 1'lam LAy, FL-33557. 8.240 a Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:03 2020 Page 1 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017rrP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=132(LC 10) Max Uplift 3=-57(LC 10). 2=-149(LC 10) Max Gray 3=74(LC 15), 2=196(LC 15), 4=49(LC 3) Scale = 1:12.7 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 BC 0.09 Vert(CT) -0.01 4-7 >999 180 WEI 0.00 Horz(CT) 0.00 3 n/a n/a Matrix -MP Weight: 12lb FT=20% BRACING - TOP CHORD Structural woad sheathing directly applied or2-1"oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max Comp./Max. Ten. -All fames 250 (11 or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vascl=1241 TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40It; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live lead nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at )olnt(s) 2 considers parallel to grain value using ANSVrPI 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 57 lb uplift at joint 3 and 149 lb uplift at joint 2. Joaquin Velez PE No.68182 Ii USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 AWARNING-VedlydegnPemmelereendREADNOTESONTHISANDINCLUDED MREKREFEFvNCEPAOEMn.7fzsxev.fa0349159EFOREUSE Design valid for use only with Maek9 connectors. lhls design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use, the bullding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buciring of lndlvlducl truss web and/or chord members only. Additional temporary and bracing MOW permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bmcing of hums antl truss systems, seeANSVDRI Qualify CdlMdo, DS349 and SCSI Building Component 6904 Parke East Blvd. Safety Sdommfb alloble from Truss Plate Institute. 218 N. Ise Sheet, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Jab Truss Truss Type I • City Ply LOT 15/5 WATERSTONE T79536111 2261961 C5 JACK 4 1 Job Reference (optional)' ­'_jF;.n..,,y.rLn Piet itCity, rL55567, - 3x4 = u-2 s nee r zwu No eK mausales, Inc. I nu l-eo 27 11:30:03 2020 Page 1 ID:3xt7Yd6RbYnX016Sf6ghkz4cnz-Of9a7dz4yP2NuAW gosOVwW EjOg00BLZEPIh W zgyFY Scale = 1:17.6 LOADING (ps" SPACING- 2-0-0 CS1. DEFL in (too) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ve art 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES ViB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3=-107(LC 10), 2=-167(LC 10) Max Gray, 3=134(LC 15), 2=267(LC 15), 4=87(LC 3) FORCES. (lb) -Max. CompJMa r. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsh h=15ft; B=45ft; L=40111; eave=5ft; Cat. II; Exp C; Encl., GCpil8; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 3 and 167 lb uplift at joint 2. Joaquin Velez PE No.68182 Ill USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 QWARNING- yelly Eeslgnperemetersand READ NOTES ON TNISANO INCLUDED MREKBEFERANCEPAGEMLL74TJrev. 1NAY1016BEFORE USE Deslgn valid for use only with 1,11fel0 connectors. This design Is based oNy upon parameters shown. and B for an Individual building component, not a buss system. Before use, Me building designer must verify the appllcablllty of design parameters and property Incorporate this design Into the overall building design Bracing Indicated is to prevent budding of lndNlduai cuss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, delivery. erecflon and bracing of tnnves and truss systems, seeA]I II QualayCdMria. DSB419 and BCSI 11uIdInO Component Safety mfommtbmm Thies Rate Institute, 218 N. Lee Sheet Sinter 312, Aiexandta VA 22314. ��- MiTek- 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type I s City Ply LOT 15/5 WATERSTONE T19536112 2261961 C5V SPECIAL 6 1 Job Referents (optional) 4 Builders FMA50ume (Plain Gay, Fl), Plant City, FL-33557, LOADING (pi SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017frP12014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=185(LC 10) Max Uplift 3= 112(LC 10), 2=-161(1-C 10) Max Grav 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:04 2020 Page 1 ID:193CiG W BBpX3jR187mOm7kr5?ad-ssizCzajiAEa?IjDVNF2820xoOdlebjT32EOIzgyFX Scale = 1:17.6 CSI. DEFL. in (too) Udefl Ud PLATES GRIP TC 0.47 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 BC 0.37 Vert(CT) -0.06 4-7 >999 180 WB 0.00 Horz(CT) -0.01 3 n/a Na Matrix -MP Weight: 18lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid telling directly applied or 6-0-0 oc bracing, FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Ops1; h=15h; B=4511; L=40h; eave=5f; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pet bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss Connections. 5) Bearing at joints) 2 considers parallel to grain value using ANSI/TPI 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 1121b uplift at joint 3 and 161 Ib uplift at joint 2. Joaquin Velez PE No,66162 MiTek USA, Inc. FL Cart 6634 $904 Padre East Blvd. Tampa FL 33610 Date: February27,2020 ,&WARNING-Velllydeslgn(wrametersanCREADNOT S ON MIS AND INCLUDED MREKNEFERANCEPAGEMI.7473re1 100,2015BEFONE USE Deagn valid for use only with MRe& connectors. this design Is based only upon parameters shown, and 3 for an Individual building component, not a truss system. Before use, the building designer must very, the appllcoblllty, of tleslgn parameters and property Incorporate this design Into me overall buldIng tleslgn Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. AddlHonol temporary and permanent bracing Is always required for stablllty, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding me Safely Internartiona lable from inns Plate Institute. 218 N. Lea street. systems, ul a 312, A allontltlo. VGA 22 14Me� DSIMIe and aCSI fW1Ehp CemponanT ��- MiTek' Tani FIL 33610 Blvd. Job Truss Truss Type 1 1 a Dry Ply LOT 15/5 WATERSTONE T79536113 2261961 D02 HIP 1 1 Job Reference (optional) a Builders rimraource (mete snTY, Fuji, Plate CITY, rL- aaoBl, 8.240 a Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:05 2020 I Sx8 = 16 17 4x6 = 3x6 = 2x4 11 4xb — 3x4 = 3x6 = Scale =1:363 Plate Offsets (X,Y)-- [3:0-6-0,0-2-81 [4:0-3-4,0-2-01 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) 0.14 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.19 9-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(CT) 0.06 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 86 Its FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 5=0-8-0 Max Horz 2=-171(LC 6) Max Uplift 2=-784(LC 8), 5=-804(LC 8) Max Grav 2=1422(LC 1), 5=1426(LC 1) FORCES. (lb) -Max. CempJMax. Ten. -All forces 250 fib) or less except when shown. TOP CHORD 2-3_ 2542/1275, 3-4=-2217/1247, 4-5=-2531/1309 BOT CHORD 2-9=-974/2206, 7-9=-977/2229, 5-7=-1003/2193 WEBS 3-9=-80/686,3-7=-298/60,4-7=-56/694 BRACING - TOP CHORD Stmctural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-9-0oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15D; B=45ft; L=40tt; eave=511; Cat. II; Ely C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This Muss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 784 Ib uplift at joint 2 and 804 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 11616 down and 87 lb up at 7-0-0, 86 lb down and 162lb up at 9-0-12, and 86 lb down and 162 It, up at 10-11-4, and 116lb down and 290 Ib up at 13-0-0 on top chord, and 374 lb down and 163 lb up at 7-0-0, 65 lb down at 9-0-12, and 65 lb down at 10-11-4, and 374 Ib down and 163 lb up at 12-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the III are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3=-116(B)4=-116(B) 9=-374(B) 7=-374(B) 16=-86(B) 17=-86(B) 18=40(B) 19=-40(B) Joaquin Velez PE No.60182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 27,2020 AWARNING -Ved/ydeslgnparameterandREADNOTES ONTHISANDINCLUDEDMREKREFERANCEPAGEUX"T9rev.frW IVISBEFOREUSE Design volld for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the building designer must verily Me applicability of design parameters and properly Incorporate Mis design into Me overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability antl to prevent collapse whh possible personal Mury and property damage. For general guidance regarding Me fabrication. storage. delivery, erection antl bracing of hums and truss systems. seeANSVTPl1 Quality CMedo, DSB49 and SCSI building Component Sabty Inlatmalbnovollobie hem Truss Plate Insfi'tute. 218 N. Lee Sheet. Suite 312, Alexanddo. VA 22314. �� MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Thus Tnus Type f e Cry Ply LOT 1515 WATERSTONE T79536114 2261961 E3 JACK 3 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:06 2020 Page 1 1 D:3xt7Yd6RbYnX016Sfegtgjz4cnz-oEgjdf7yFKOygJuSLwQj7ZBohblkDY50wNXLUezgyFV -14-0 3.0.0 i 7-4-0 3-0.0 Scale=1:12.8 3-0.0 LOADING (psf) SPACING- 2-" CSL DEFL in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 HOrz(CT) -0.00 3 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 121In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10). 2=-213(LC 10), 4=-42(LC 7) Max Gmv 3=66(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=451t L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to muss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3, 213 Ib uplift at joint 2 and 42 lb uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 AWARNING-V dfyCeslgnPmamerersendRFADNOTESONThnfANDWCLUDEDMrtEKBEFENANCEPAGEM6)4TJrev I&Wz015BEFOBEUSE Design valid for use onlywlm MOek® connectors. Ibis design Is based only upon parameters shown. and Is for on Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate MIs design Into me overall building design. Bracing indicated is to prevent buckling of Individual hum web and/or chord members only. Adchlonol temporary and permonent bracing Is always required for stability and to prevent collapse with possible personal hJury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of homes and truss systems, seeANSVTPI1 Qua"Criteria. DSB.69 and SCSI Building Component Solely Infoona6onwolloble from Truss Plate Institute, 218 N. Lee Street Sulfa 372 Alexontlrlo, VA 22 14. MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type .r 1 Oty Ply LOT 15/5 WATERSTONE 1 T79536115 22fi1961 E7 JACK 4 1 Job Reference (options) . Bulldels Flralbource (Ylam Glty, FL7, Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:06 2020 Page 1 ID:3)17Yd6RbYnX016Sf6ghjjz4cnz-oEgjdfTyFKOygJu5LwOj7Z8fNbcjDY50wNXLUezgyFV 7-0-0 Scale=1:22.6 Plate Offsets (X,)-- 12:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ix) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ved(LL) 0.19 4-7 >436 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.72 Vert(CT) -0.21 4-7 >400 180 BCLL 0.0 ' Rep Stress [nor YES We 0.00 Horz(CT) -0.01 3 rVa War BCDL 10.0 Code FBC2017TFP12014 MaIdi Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3= 162(LC 10), 2=-984(LC 10) Max Gray 3=198(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (Ib) - Max, Comp./Max. Ten. -All forces 250 ill or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber.DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 162 to uplift at joint 3 and 184 In uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 27,2020 QWARNING- whffydssri r .telsand READ NOTES ON TNISANOINCLUDEDMI KREFERANCEPAGEMM17473mv. laae1aalse EFORE USE. valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and b for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Mis design Into the overall building design. Bracing indicated is to prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVO'II Quality Criteria, DSB.89 and BC61 Bolding Component Safety Informatbrravailable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Hit MiTek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type e b a City Ply LOT 15/5 WATERSTONE T7953fi116 2261961 E7V SPECIAL 10 1 Job Reference o 'anal oununrs rna,aumuro lnnla s.ny, ry, rlam 1.1y, rL- uouo 1, R 3x4 e.29U s tea / Zulu MI I eK mum es, mc. I nu rep z/ 11 mu:U/ zuxu rage 1 ID:193CGWBBpX3jRl87nOm7kz5?ad-GR05q?OaDdYpRTTlvexyfmgp07xgy?Lg91 Gul4zgyFU LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lop) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vart 0.21 4.7 >405 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 ' Rep Stress Inor YES W B 0.00 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3--Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grav 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:22.6 PLATES GRIP MT20 244/190 Weight: 25 lb Fr=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD .Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1 Sit; B=45ft; L=40tt; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSVFPI 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 166 Ib uplift at joint 3 and 179 lb uplift at joint 2. Joaquin Velez PE No.88182 MiTek USA, Inc. FL Cott 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February27,2020 O WARNING. Verily EesignperameteraenCREAONOTES ON WISANO INCLUDED MREKREFERANCEPAGEMIF7473reV. 1d 0156EFORE USE De9gn vplitl for use only wnh Mirel�+carnecton. lttis tlesign k based only upon parameters shown, antl 6 for an IndNlcxal binding component, not ��- a huss system. Before use. me Wrong designer mwi vetlfy me appllcobllity of design parameters antl properly Incorporate mis tlesign Into me overall bulltling design. Bradng lndlmtedbto prevent buckling of lntlivldual buss web and/ or chortl members only. AtltllXonol temporary and bracing MiTek- permanent Isalways requlretl far s1ob01N antl to prevent collapse wlm posslWe personal InWry antl propery damage. For general gultlarlce reBprtling me foblicafion, storage, d."ery, erection and bracing of busses antl buss systems. seeAN3VIP11 p��lMms.. CMrrM. D96d9 and 6C91 aultltnG Componenl Sabty intolmptbrlavolloble ham Truss Rate InstlMe. 21a N. Lea Sheet Suite 312 Alexondtla. VA 22314. 6904 Peke East BNtl. Tampa, FL 33610 Job Thus Truss Type f 4 Ip 1 City Ply LOT 1515 WATERSTONE T79536117 2261961 E7VP SPECIAL 7 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567. ,on, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:08 2020 Page 1 ID:3xt7Yd6RbYnXC16Sf6ghjjz4cnz-kdyT2LiDnxgg3d2USLSBC DzZPFchSblOhOSZXzgyFT Scale=1:22.6 Plate Offsets_(X,Y)-- 12:0-6-7,0-0-51 LOADING (psQ SPACING- 2-0-0 Cat. DEFL in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 ' Rep Stress ]nor YES We 0.00 Horz(CT) -0.01 3 We Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 31 Ib FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Ho¢ 2=308(LC 10) Max Uplift 3=-150(LC 10),.2=-307(LC 10), 4=-153(LC 10) Max Grav 3=156(LC 15), 2=336(LC 1), 4=142(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; B=45ft; L=40h; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C.for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load nonconcument With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-041 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 ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 Ib uplift at joint 3, 307 lb uplift at joint 2 and 153 to uplift at joint 4. Joaquin Velez PE No.68182 MiTek USA, Ina FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 Q WARNING - Vedrydnignpvametersand READNOTES ON THISANU INCLUDED M?EKREFENANCEPAGE1110-74nnev. 144132p1513E70NEUSE Design void for use only wlfh MlraIG connectors. This design 6 based any upon parameters shown and h for on Individual building component, not a hum system. Before use, the buldIng designer must verity the applicability of design Parameters and properly Incorporate ins design Into the overall building design, Bracing Indicated is to prevent bucking of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with Possilea personal Injury and property damage. For general guldance regarding the recreation, storage, delNery, erection and bracing of trusses and hum systems. seeANSI/IPII Qual6Byy Cetera, DII and BCSI Bustling Component Safety lrfolmalar availoble from Truss Plate Inshtute, 218 N. Lee Sheet Sulte 312, Alexandria, VA 22314 6904 Parke East Blvd. Temp., FL 33610 Job Truss Truss Type r -r 19 1 Oty Ply LOT 15/5 WATERSTONE T79536118 2261961 H3 JACK 1 1 Job Reference (optional) Builders First5ourc, (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:08 2020 Page 1 ID:3ro7Yd6RbYnxOI6Sf6ghjjz4cnz-kdyT2LIDnxgg3d2USLSBC D71 PRyhSblOhOS2)(zgyFT LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too). Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.01 4-7 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 160 BCLL b.0 ' Rep Stress Incr NO W B O.OD Horz(CT) -0.00 3 n/a Ida BCDL 10.0 Code FBC20171TPI2014 Matrix -MP LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD REACTIONS. (size) 3=Mechanical, 2=0-4-8, 4=Mechanical Max Horz 2=133(LC 8) Max Uplift 3=-58(LC 8), 2=-246(LC 8). 4=-48(LC 5) Max Grav 3=73(LC 1), 2=234(LC 1), 4=54(LC 3) FORCES. (Ib) - Max. Comp✓Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:12.6 PLATES GRIP MT20 244/190 Weight: 16 lb FT=20% Structural wood sheathing directly applied or 4-2-3 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58111 uplift at joint 3, 246111 uplift at joint 2 and 48 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56111 down and 62 Ib up at 1-5-12, and 56111 down and 62111 up at 1-5-12 on top chord, and 22111 up at 1-5-12, and 22111 up at 1-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=46(F=23, B=23) 9=22(F=11. B=11) Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 27,2020 AWARNING-*dfydesignpi.merersendREADNOTESONTNISANDINCLUDED RITEKREFERANCEPAGER674nmv.fhi3Ya158E011EUSE. Dedgn valitl for use only with MRek® c.nnecfors. TNs tlesign Is base.Ny upon parameters shown, and Is tar an Ind1ldual bulltling component not a truss system. Before use. Me bulltling designer must vetlN me appllcablllN of design ppramefen antl properly Incorporate ruts tlesign Inro ire overall butding design. &acing indicated is fc prevenibuckling of lnClviduol rhos web and/.'chord member only. Atltlltbnal temporary and permanent bracing 6 always required for sfobOiN and fo prevent collapse wim possible personal Injury antl prop., tlain.. For general guklance reBprding me fobricotlon, storage, III I , eiectlon and bracing of busses no truss systems s.eANSURiI Du Crlbrlo, DS1469 and.O31 lWldbD Comppnmt ai mrormalbrnvoilpble nom Tlua Fro}e Instllute. 2Is N. Lee Street Sulta 312 Atexontlrio, VA 22314. MiTek' 6904 PaAe Eesi BNtl. Tampa. FL 33610 Jab Truss Truss Type y `s 4 1 Oty LOT 1515 WATERSTONE T79538119 2261961 H7 MONO TRUSS 2 �Ply__J Job Reference (optional) Builders FuslSOurce (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 27 11:30:09 2020 4-fi-7 9-10-1 4-6-7 I 6.3-10 r Scale=1:22.0 Plate Offsets (X Y)-- r2:0-2-4 0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.15 6-7 >788 180 BCLL 0.0 ' Rep Stress [nor NO We 0.39 Horz(CT) 0.01 5 rda WE BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH IWeight: 43 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-166(LC 8), 2=-226(LC 8), 5=-78(LC 8) Max Grav 4=159(LC 1), 2=443(LC 1), 5=300(LC 3) FORCES. (go) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3= 734/233 BOT CHORD 2-7= 330/681, 6-7=-330/681 WEBS 3-7=0/322, 3-6=-719/349 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins. BOT CHORD Rigid ceiling directly applied or 9.8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ff; L=4011; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 to uplift at joint 4, 2261b uplift at joint 2 and 781b uplift at joint S. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56lb down and 62 lb up at 1-5-12, 56 lb down and 62 lb up at 1-5-12, 5lb down and 68lb up at 4-3-11, 51b down and 68lb up at 4-3-11, and 50 lb down and 138 lb up at 7.1-10, and 50111, down and 138 lb up at 7-1-10 on top chord, and 22111, up at 1-5-12, 221Is up at 1-5-12. 11 Ib dawn and 7 lb up at 4-3-11, 11 lb down and 7 lb up at 43-11, and 51 Ib down at 7-1-10. and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=-20 Concentrated Loads (lb) Vert: 3=36(F=18, B=18) 7=-11(F=-5, B=-5) 11=46(F=23, B=23) 12=99(F=-50, B— 50) 13=22(F=11, B=11) 14=.51(F=.25, B=-25) Joaquin Velez PE No.68102 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 27,2020 Q WARNING -Verity dest9nperemetemand READ NOTES ON THIS AND INCLUDED MREKREFERANCE PAGE ARL7473rev. 149312015 BEFORE USE Design vole for use orgy with MBek® connectors. This design Is based only upon parameters shown, and k for an inclAdual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design, Bmcing lndlcaled is to prevent buckling of Indidual truss web and/or chord members only. Additional temporary and bracing MiTek' permanent Is always required for stablldy and to prevent collapse with possible personol inury antl property damage. For general guidance regarding the fobricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality CdNda, DSB49 and BCSI Balding Componmr Sorely Infomrallanavallobie from rxas Plate Institute. 218 N. Lee Street, Suite 312, Aleaandrlo. VA 22314. 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type f, 1 ply Ply =LOT15/5WATERSTONET19536120 2261961 H7V SPECIAL 3 1 Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2711:30:10 2020 Page 1 3x4 Scale v 1:22.1 LOADING (psl SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL -7.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0,0 Rep Stress Incr NO W B 0.34 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP.No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8), 2=-248(LC 8), 5=-163(LC 5) Max Grav 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293, 3-6=-918/685 NOTES- 1) Wind: ABC 7-10; Vult=1 601 (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; B=45N; L=401t; eave=5ft; Cat. II; Exp C; Encl.. GCpl=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 girders) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170lb uplift at joint 4, 248 lb uplift at joint 2 and 163lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 52 lb up at 1-5-12, 67 lb down and 52 lb up at 1-5-12, 80 Ib up at 4-3-11, 80 Ib up at 4-3-11, and 50 Ito down and 1741b up at 7-1-10, and 50 lb down and 174 Ib up at 7-1.10 an top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12, 11 Ib down and 7lb up at 4-3-11, 11111 down and 7 lb up at 4-3-11, and 51 lb down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-8=20 Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd. Tampa FL 33610 Data: February 27,2020 ,Q WARNING. Vedry desJI porametereand READ NOTES ON TN/SAND INCLUDED MRENREFERANCEPAGE MX74M rev. 1645V1015BEFOREUSE Deslgn valid for use only with MBek® connectors. This design Is based only upon parameters shown. and Is for on Individual building component, not �'- a two; system. Before use, Me bulltling designer must verify the applicability of dedgn parameters and properly Incorporate this design Into Me overall bulltling design. Bracing Indicated Is to prevent bucNing of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is clways required for stability and to prevent collapse with possible personal Injury and property damage. For general guldance regarding Me fabrication. storage, delivery, erection and bracing of trusses and lnus system% seeANSUIPII CualByCmodG, DSO-09 and BCSI Building Component Safety tnlormaUonavoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexontltlo. VA 22314. 69M Pade East Blvd. Tampa, FL 33610 Job Trul Truss Type ,j.�l�7=job WATERSTONE T1953fi120 2261961 H7V SPECIAL nce foptionall wijuers mrstauurce trlam ury, rL1, VIM Ulry, FL- aabbl, 8.2405 Feb 7 2020 Mil Industries. Inc. Thu Feb 27 11:30:10 2020 Page 2 ID:193DGWBBpX3jR1B7ze0m7kz5?ad-h04ET02TIYwOlwCta UtHPINTC?z9HIbYNZGPzgyFR LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13— 99(F— 50, B=-50) 14=23(F=11, B=11) 15=-11(F=-5, 8=-5) 16=-51(F=-25, B= 25) Q WARNvm- Verity design paramelersandREAONOTES ON TNLSANO INCLUDED MREKREFERANCE PAGEMIL7473ni 11140.4.2015BEFORE USE. ��- Design valid for use only with West connectors. AB deal Is based only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated IS to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property Quo' World. For general guidance regarding the Batty Nfmmatbrpmeloble from Truss Plate Institute. 218 N. Lee Street, Suite 312, Assai 1. VA 22314MaM, USBd9 and BC51 Bu1tlNp Component Tampa, FLa 33610Ntl. Symbols PLATE LOCATION AND ORIENTATION 14- 3/4 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. Q �/ldr For 4 x 2 orientation, locate plates 0-'49' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In Mitek 20/20 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 7 Indicated by symbol shown and/or CYy// by text in The bracing section of the output. Use T or I bracing If indicated. i102WAI Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown incasixteenths s III (Drawings not to scale) 0 c O x U a O 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 PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907,ESR-236Z ESR-1397,ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/rPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MTek® All Rights Reserved MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, IS always required. See 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 trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut membersto bear fighty 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/IPI 1. 7. Design assumes trusses wW be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camber for dead load deflection. 11. Plate type, sae, 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 putins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. ff no celling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/IPI 1 Quality Criteria.