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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 F D Altamonte Springs, Florida 01 P: (321)972-0491 1 F: (321)97272-0484 1 E: info@fdseng.com Website: www.fdseng.com ASSOCIATES February 25, 2020 Building Department Ref: Adams Homes Lot: Lot 29 Blk 1 Subdivision: Fort Pierce - Waterstone Address: 5343 Lugo St. Model: 2000 CR LHG KA # 20-1474 Truss Company: Builders First Source Date of drawings: 2/20/20 Job No.: 2255491 Wind Speed: 160 Exposure: C Truss Engineer: Walter P. Finn 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. ��NNUtwnIrrr � If you have any questions, please do notob)vt0 c R ENS Sincerely, No 87 ` :?3 ST E OF 44/� S C, 2/25/2020 NAL- %% Carl A. Brown, P.E. Luis Pablo /i"b1 al, Todd M. Born, P.E. FL. # 56126 FL. # 87864 FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" 38-08-00 �R11e7r�fei �Rit•Rl������ ��iLit•Ri��t•Rl�t•R1 iI 6 r INII�� �i 11c, �- I1� r r 11�.a rr IICr�- iA_�I►�i� 11C��--��� Mw�1 °— - — 11M�'i�Mn Mq _=2I 'I t ��1 ��= DJ t�3/1ft ,1 a��-�■ rr `Ir�1�i ■-■1,XiMMMM rr 1�j REVIEWED [IREVISEANDFESt W ❑"' /� 'REVIEWED WMI NOTATVONS ❑ pqT REVIEWED (SEE EVtu+moN) Corrections of made an �•'e^ r^"_ub or shop drawtngs during this review do not retie" Con- tractor from comphance with requiwments of the draw- ings and specifications. This check Is only for review of generai caHo rnanee with the deco Concept of the project and general compliance with the in onmfiorr given in the contract documents. The contractor is responsible for confirming and corela" al quwftn and dimes sions, selecting bbrktition pmcessa NO tscheiQm of construction, coordinating his work with that of all other trades and perbrmi g his work'in a sate and satda7 manner. /J IA DESION SMUTMS. ),e7 nH Submittal So. Project Project Naine, ry uL Duewwre curs cause mroPone "Iaa m aver StlS fF➢atl iPAYl012galEDr..8r @slam sm�aaaaton tnrasc<Ircauwronm+° IMPORTANT OmnamrcureoOo"Dynir This Drawing Must Be Approved And wOO L0P010 "" swmammueeracrenr.m Returned Before Fabrication Nil w ease osn<laoraar oss e°tromcr°aotha toad Begin. Check All rev oxnwumvmx.vwm�sa Ureiosos ionYour I"=on Dimensions And Conditl"a Prior To ApB Of Phan. SIGNATURE BELO LOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES NAVE TCLI : 20 PSF TCLL: 40 PSF MEN AICCEPTOED. TCDL: OT PSF TCDL: 10 PSF By Data_ BCDL AS PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL: 55 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! O NOT ATTEMPT TO ERECT RUSSES WITHOUT REFERRING TO HE ENGINEERING DRAWINGS AND SCIEI SUMMARY SHEETS. LL PERMANENT BRACING MUST BE I PLACE PRIOR TO LOADING RUSSES. (te. SHEATHING, HINGLES, ETC.) LL INTERIOR BEARING WALLS UST BE IN PLACE PRIOR TO ISTALLING TRUSSES. EFER TO FINAL ENGINEERING MEETS FOR THE FOLLOWING. NUMBER OF GIRDER PLIES AND AILING SCHEDULE BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVRY REACTIONS. WARNING Backcharges MR Not Be Accepted Regardless of Fault Mthout Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. is General Contractor Is Responslbte or AB Connections Other TNan Truss to Truss, Gable SMer Wail, And ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 %4 BOTTOM CHORD SQE: 211 OVERHANG LENGTH: 16- END CRT: Plumb CANDLENER: — TRUSS SPACING: W BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE HmML enC '-0o' TO 1Y-0o' KNEE WP PLAN DATE 2020 REVISIONS: 1. 1 3. 4. 4608 Airport Read Plant City, FL 33563 Ph. (813) 305-1300 Fee (813) 305-1301 Lumber design valoe3.are2in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2255479 -LOT 29/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. �p FL 33610.4115 Customer Info: Adams Homes Port St Lucie Project Name: 22255479 Model: 1 Lot/Block: 29/1 Subdivision: Waterstone-St Lucie County Address: 5360 Vespera Street,. 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: FBC2017/TP12014 Design Program: MiTek 20120 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 24 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. Seal# 1 2 3 4 5 6 7 8 9 10 12 13 14 15 16 17 18 19 20 21 22 Truss Name Date No. Seal# Truss Name Date A01 2/20/20 23 T19475182 E7VP 2/20/20 A02 2/20/20 24 T19475183 HN 2/20/20 EN 2/20/20 FILE The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek orTRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. /yunoD alon-I 7S auawv2da0 6unzwa8d UZ01.0 S.110 a3A1M031i V' -•I 0.. �46G N 80 O: E OF :�44/Z Al- Tho bi IPENo.39380 Mlrek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Albani, Thomas 1 of I Jab Truss pe Ory Ply LOT 29/1 WATERSTONE�T79475160 FSPrCTIAL 2255479 A07 8 1 Job Reference fopT nail Builders Flrstbource (Plant City, FL), Plam City, I-L-3351i7, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2014:08:14 Scale =1:72.4 6.00 12 5x6 = 4%IO IAT20HS % 3.00 12 4%I0 MT20HS &B-0 i 17-8-8 22-1-8 I 31-0-0 i 3&B-0 b6d5 &10.R N'n Plate Offsets (X,Y)— [2:0-0-14,Edee1. [4:0-4-0,0-3-01 [6:0-4-0 0-3-01 [8:0-0-14 Eddel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Verl(CT) -1.0010-11 >475 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(CT) 0.56 8 rda n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 197 lb 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 BRACING - TOP CHORD Structural wood sheathing directlyapplied. BOT CHORD Rigid ceiling directly applied or 5-1-0 act bracing. WEBS 1 Row at midpt 6-11, 4-12 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-433(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5015/2708, 3-4=-4724/2545,4-5=-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: ABC 7-10; Vult=I60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15tt; B=451t; L=40h; eave=5h; Cat. II; Exp C; Encl., GCpi=0.16; MW FRS (directional) and C-C Extedar(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 15-10-6, Exterior(2) 15-10-6 to 23-9-10, Interior(1) 23-9-10 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except OWL,) 2=797,8=797. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 20,2020 OWARNWG.V hrydssl9npammatersand READNOTES ON MIS AND INCLUDED IMEKREFERANCE PAGE 1010-7478rsv. IBD32015 BEFORE USE Design valid for use any with Mnelsslis connectors. This design 9 based only upon parameters shown, and Is for an InONiduol bulidIng component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate fhb design Into the overall bulltling design. Bracing indicated is to prevent buckling of Individual fmss web and/Or chord members only. Addllbnal temporary and permanent bracing Is always required for stobillty and to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fabdcadon, storage, delivery, erection and bracing of trusses and truss systems. seeANSUIPII Quaidry!y Criteria. DSB-09 and BCBI Building Component Safety Infonnatbnavoiloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandda. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Tress Truss Type Oty Ply LOT 29/1 WATERSTONE 1 'y T19475161 2255479 A02 SPECIAL 2 1 Job Reference (optional) omruure rnarauu,w tr,mn wy, r,.{, non Ca , rL- uuaoq o.zqu a reu , zueu mr r en inausmes, rnc. mU reD au 14:uanb 2uzu Scale =1:73.4 6.00 12 30 = Sx6 = 5,06 = 5 6 5xB a 3A0 12 5X8 &8.0 15-7-7 19.70.0 24-0.9 I 31.0-0 3&B-0 4-4-n Plate Offsets (X,Y)-- [2:0-2-7,Edpe1 [4:0-4-0,0,M] [5:0-4-0 0-2-81 [6:0-4-00-2-81 [7:0.4-00-3-0] [9:0-2-7 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.61 11-12 >787 240 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.91 11-12 >522 1B0 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 HOrz(CT) 0.57 9 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 2181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10:2x4 SP No.1 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. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Harz 2=-417(LC 8) Max Uplift 2=-797(LC 10), 9=797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-8-14 oc bracing. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4905/2771, 3-4=-4621/2604, 4-5=-2726/1736, 5-6— 1932/1427, 6-7=-2726/1736, 7-8=-4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-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= 282J293, 4-16= 739/1735,4-15=-1216,789,5-15=-569/1133, 5-13=269/321, 6-13=-265/321, 6-12=-571/1066, 7-12=-113It7789, 7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vu1t=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; hat B=45ft; L=40h; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-7-10, Intedor(1) 2-7-10 to 15-0-6, Extedor(2) 15-0-6 to 24-7-10, Interior(1) 24-7.10 to 37.0-6, Extedor(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 psi bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at Joint(s) except ft=lb) 2=797, 9=797. Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cad 8634 6904 Parke East Blvd. Tampa FL 33610. Date: February 20,2020 Q WABNWG- Vedlydeslgnpardmetem.nd BEAD NOTES ON THOANDINCLUDEDM?KNEFENANCEPAGEMIP74TJrev. 113N32015BEFoaE USE. Design volld for use only with MBak® connectors. III design Is based only upon parameters shown, and Is for an IndMduol building component, not a huss system. Before use, the bulltling designer must verify the cpplicabllity, of design parameters and properly Incorporate this design Into Me overall bulltling dragn. Brocing Indicated L to prevent buckling of individual truss web and/or chord members only. Additional femporory and permanent bracing M!Tek' Is always required for stability and to prevent collapse win, possible personal Injury and properly damage. For general guldonceregording Me fabrication. storage. dellvery, erection and bracing of Items' and truss systems, weANSVIPit Quality Cmeda. DSB49 and BCSI Bu1dbB Component 69M Parka East Blvd.Sabty Infounatbrpvallable from Buss Plate Institute, 218 N. Lee Sheet Suite 312, Nominate, VA 22314. Temp., FL 33610 Job Truss Truss Type Oty Ply LOT 29/1 WATERSTONE a� T19475162 2255479 A03 SPECIAL 2 1 Job Reference (optional) _,. , ww, j, e.,,,,.u:.=,cs, lia,. um reu cu iv:uo: io zuzu I 6.00 12 5x6 = 5.8 = 5 a 4x10 MT20HS 5 3.00 FIT 51,e ` Scale =1:73.7 9 1b 121� LOADING (pall TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.90 BC 0.73 We 0.96 Matrix-MSH DEFL. in (lac) Well Ud VBri(LL) 0.60 11-12 >789 240 Verl(CT)-6.9811-12 >485 180 Hom(CT) 0.56 9 n/a n/a PLATES MT20 MT20HS Weight: 2041b GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. BOT CHORD 2x4 SP M 31 'Except- WEBS 1 Row at midpt 4-14. 6-14 13-15,11-13:2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=376(LC 9) Max Uplift 2=-797(LC 10), 9— 797(LC 10) FORCES. (Ib) -Max. Comp./Max Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-4=-4688/2731, 4-5=-2510/1689, 543=-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=-1168/791,7-11=-783/1646, 8-11=-319/324 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15fl; B=45ft; L=40ft; save=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 13-0-6, Exterior(2) 13-0-6 to 26-7-10, Interior(1) 26-7.10 to 37-0-0, Extedor(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 = IO.Opsf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ut=lb) Thomas A. Albani PE No.39380 2=797, 9=797. MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 20,2020 AWASN/NG-VerllydeslgnparamerernondNEAONOTES ONTN4SANDINCLUDED MREKFEFENANCEPAGEMIFT4TJre,..laTY1015BEFOFEUSE Design volid for use only with MBek® connectors. this design Is based only upon parameters shown, and Is for an Individual building component not a muss system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual muss web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal injury and property damage. For generol guidance regarding Me fabrication, storage, delivery, erection antl bracing of musses and muss systems. w.ANSVrpl1 pooBly Criteria, DSB-59 and 501 BuldbB Component Safety Nforivalbrpvollable mom Truss Plate Institute, te, 218 N. Lee Street, Su312, Alexantlrlo. VA 22314. MOW 6904 Padre East Blvd. Tampe, FL 33610 Job Thus Truss Type City Ply LOT 29/1 WATERSTONE 1 1 T19475163 2255479 A04 SPECIAL 2 7 Job Reference (optional) u.— I co, aocv rvn I nn u IUW111U, Ind., nu reo zu le:va: IV LULu 4-Q 5.11-1 a6.9 16a0 4 D 5.11.1 3.7.9 5-5-7 f 6.00 12 5x6 = 5 5xe 4 24 4 2X4 x 3 1.5.8 STP = 23 2 5xs \1 SSE � 3.00 FIT 3x4 = 5.6 — 25 6 26 7 8 15 14 29 BAB MT20HS o 5XB = 4X6 = 2] 5x6 8 2X4 9 30 13 12 5X8_ 6x12 MT20HS= Scale=1:73.4 28 1.5XB STP = 10 71 q 3b 1 SXB a 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 FBC2017/rP12014 CSI. TC 0.79 BC 0.80 WB 0.47 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) In (loc) I/defl L/d 0.57 13 >841 240 -0.98 13-15 >484 180 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 pudins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Raw at midpt 4-15, 8-13 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=164010-8-0, 10=1540/0-8-0 Max Horz 2=-335(LC 8) Max Uplift 2=-797(LC 10), 10= 797(LC 10) FORCES, (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-0=-4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878,8-9=-4672/2875, 9-10=-4858/2969 BOT CHORD 2-16_ 2491/4734, 15-16=-2098/4048, 13-15=-1332/2614, 12-13=-2098/3819, 10-12— 2491/4411 WEBS 4-16=-598/1328,4-15=-1646/1009, 5-15=-513/980, 7-13=-513/980, 8-13=-1538/1009, 8-12— 598/1238,6-15=-339/196,6-13=-339/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; save=5ft; Cat. It: 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 11-0-6. Exte lor(2) 11-0-6 to 18-11-10, Interior(l) 1B-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Intedor(1) 28-7-10 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 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 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0psf. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSUTPI 1 angle to grein.fonnula. Building designer should verify capacity of bearing sudace. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=797, 10=797. Thomas A. Alban! PE No.39360 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 ,Q WARNING- VerlildsmiSn PImmem.. dREAD NOTES ON TN/SAND INCLUUEDMITESCREFERANCEPAGEW74ra rev. iDAY2erSBEFOREUSE alit valid for use only will MRekt31 connectors. This design Is based only upon parameters shown, antl Is for an Individual building component, not a hum system. Before use. Mesign e building designer must verify Me applicability of design parameters and properly Incorporate this tlInto tie overall building design. Bracing Indicated IS to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stoblllty, and to prevent collapse wlih possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSU1Ptt Quality CMeda, DSB49 and BCSI Building Component 6904 Parke East Bind. Safety Nformatbrpvolloble from Truss Plate Institute, 218 N, Lee Sheet. Suite 312, Alexand4o. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply LOT 29/1 WATERSTONE 1 1 T79475164 2255479 A05 SPECIAL 1 7 Job Reference (optional) diadem FlrstSource (VIM IAty, 1-1.1, Flam illy, FL- 33567, 8.240 s Feb 7 2020 MiTek Inc. Thu Feb 20 14:08:21 2020 Seale =1:73.4 5x8 = 6.00 1z 4 23 24 30 = 5x8 = 5 25 266 5x8 L 3.00 F12 5x8 8.8-0 15-7.5 24-P11 31-00 39-8-0 8-8-0 6.11-6 R.B-6 6-1 L5.a.a.n Plate Offsets (X,Y)— T2:0-2-7,Edae1 T3:0-3-0 0-3-01 f4:0-5-0 0-2-01 f6:0-5-00-2-01 T7:0-3-0 0-3-OT f8:0-2-7 Edael LOADING (psq SPACING- 2-0-0 CSI. DEFL In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.62 10-11 >762 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -0.9611-13 >49B 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.80 Horz(CT) 0.59 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 1901b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 4-6: 2x4 SP No.2, 1-3,7-9:2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 - WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 2-2-0oc bracing. REACTIONS. (Ibleze) 2=1540/0-8-0, 8=1540/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-797(LC 10), 8=-797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4919/3081, 3-4=-4613/2900, 4-5=-3036/2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14= 2601/4556, 13-14=-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-10=-2601/4445 WEBS 3-14=-371/405,4.14=-1034/1926,4-13=-1561535, 5-13_ 399/285, 5.11=-399/285, 6-11= 156/535,6-10=-1034/1815, 7-10=-378/405 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=4.2pst BCDL=5:Ops1; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(l) 2-7.10 to 9-0-6, Eztedor(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-8-6, Extedor(2) 22-8-6 to 30-7.10, Interior(1) 30-7-10 to 37-0-6, Exteror(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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 2=797, 8=797. Thomas A Albani PE No.38380 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 ,&WARNING- Verhydeslgn Geramefma and HEAD NOTES ON MIS AND INCLUDED AUTEKREFERANCE GAGE MI47479rev.'Gtd,,15BEFORE USE ��- Design valid for use only with Meek® connectors, This design Is based only upon porameters shown. and Is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated a to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B 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, sseANSIRPII QuaffStsy Criteria. DSB49 and SCSI Building Component 69 W Parke East Blvd. Safety NformalbMvallable from Truss Plate Instnute, 218 N. Lee Street. Sure 312, Alexandria VA 22314. Tampa, FL 33610 Jab Tuns Thus Type Oty, Ply LOT 29/1 WATERSTONE r r 2255479 A06 SPECIAL 7 1 �75165 Job Reference (optional) e.24U s 1-eo 7 2U20 MI I ek Industries, Inc. Thu Feb 20 14:08:22 2020 24 25 2x4 II 5xB = axis = 26 27 7 Scale =1:72.0 5xB = 6.00 FIT INS � 3.00 FIT 5xB &B-0 [9 -10-71 22.9-530 B-B-0 B-241 5-1 adt acres 9-& Plate Offsets (Y Y)-- 12:0.2-7,Edee1 [4:0-3-8 0-2-41 [6.0-3-00-3-0] [7:0-3-8 0-241 [9'0-2-7 Edue] [11:07-0 0-3-91 [15.0-7-0 0-3-91 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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) -1.0314-15 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor YES WB 0.56 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017/rP]2014 Matrix-MSH Weight: .2091b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-7: 2x4 SP No.2 BOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x6 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1640/0-8-0, 9=1540/0-8-0 Max Harz 2=-253(LC 8) Max Uplift 2=-797(LC 10), 9= 797(LC 10) BRACING - TOP CHORD Structure[ wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-7-8 old 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=4142/2720, 6-7=4145/2722, 7-8= 4608/2863, e-9=4916/3132 BOT CHORD 2-15=-2653/4483, 14-15_ 1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11= 2652/4442 WEBS 3-15=-333/396,4-15=-752/1516,4-14=-550/1116, 5-14=-321/319, 6-12=-381/321, 7.12= 550/1117,7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; B=45tt; L=40ft; save=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -14-0 to 2-7-10, Intedor(1) 2-7-10 to 7-0-6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Exterior(2) 24-8-6 to 32-7-10, Interior(1) 32-7-10 to 37-0-6, Exterior(2) 37-0-6 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 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) 2=797, 9=797. Thomas A Alban[ PE N0.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING- Vedly dealenparametam end READ NOTES ON MIS AND INCLUDED MmEKREFERANCE PAGEM67473... IdsuOcl5BEFOREUSE Design volld for use only with Mima connectors. This design Is based orty upon parameters shown, and Is for an Individual building component, not a huss system. Before use, the bullding deegner must verify the oppllcobillty of design parameters and propery Incorporate Ms design Into me overall bullding design. Bracing Indicated is to prevent buckling of lndlvldual hue web and/or chord members only. Additional temporary and permanent bracing MiTek' b always repulred for stabllily end to prevent collapse with possible personal Injury end property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of musses and muss systems, seeANSVTPIT Quality Creedal. DS849 and BCSI Balding Component 6904 Parke East Blvtl. Safety Informatlmrovolloble from Truss Nate Institute. 218 N. Lee Street, Sulte 312, Alexondria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 29/1 WATERSTONE 1 s T19475166 2255479 A07 SPECIAL 1 1 Job Reference (optional) bullaers mrsusource trlam lily, ry, rlanl Idly, rL- Oscar, e.24es rep / 2U2u Mr l ex lnausines. Inc. I nu i 2014:08:242020 e IWu 0J 6.00 12 1.6xa STP = 25 d1 5x6 = 3x4 = 4 27 2829 5 3x4 G 326 17 16 18 5x6 — 3x4 = 2.4 II Scale = 1:72.0 5x8 = 5x6 = 6 3031 32 7 3x4 1 833 34 1.5xB STP= or 15 14 13 12 6 910 12A 3x6 = 5x6 = axis = 11 1b 3x4 = 2x4 11 3x6 co 3.0052 3x8 oz 4-6.5 11 12-8-0n 12-8-0l144 19-10.0 2fi-0.0 31-PO 35.7-11 398.0 l 4. 4-1nt 1. a�rn. n- a.an 1 s.an n.1.11 I A., l Plate Offsets (X,Y)— f2:0-0-10,Edgel, (4:0-3-0,0-2-01,f6:04-0,0-3-01.17:0-3-0,0-2-01,19:0-0-10,Edge1 LOADING (psi) SPACING- 2-" CST. DEFL In (lac) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.78 Vert(LL) 0.21 15-16 >745 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.1715-16 >942 180 BCLL 0.0 ' Rep Stress Incr NO We 0.59 Horz(CT) 0.03 9 Na n/a BCDL 10.0 Code FBC2017/rP12014 Malrix-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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at --length) 16=04-0, 13=04-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 Up or less at joints) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grav All reactions 250lb or less atjoint(s),except 2=451(LC 15), 9=527(LC 16), 16=1125(LC 19). 13=1185(LC 20) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-947/504, 3A--338/121, 4-5=-318/669, 5-6— 58"15, 6.7=-340f707, 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=-7927733, 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 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=5.0pst hot 5ft; B=45ft; L=40ff; save=5lt; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteror(2) -14-0 to 2-7-10, Interior(l) 2-7-10 to 5-0-6, Exteror(2) 5-0-6 to 12-11-10, Inteffor(1) 12-11-10 to 26-8-6, Exteffor(2) 26-8-6 to 34-7-10, Intedor(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 ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joints) 2, 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ito uplift at joint 2, 302111 uplift at joint 9, 686 lb uplift at joint 16 and 715 Ib uplift at joint 13. 9) Load case(s) 4, 5, 6, 7, 8, 9, 10, 11, 12. 13, 15, 16, 17, 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this Truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard Except: Thomas A. Albani PE No.39380 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610, Date: February 20,2020 Q WABNiNG- Verity design Parameters and NEAO NOTES ON THIS AND INCLUDED MREKBEFEBANCEPAOE 011674M.. 101114Q015BEFOBE USE Design valid for use only with MnekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not ��- a truss system. Before use. the building designer must verify me applicability of design parameters and properly Incorporate this 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, and to prevent collapse with possible personal INury and property damage. For general guidance regarding Me fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVIP1l Quay Cdbda. PBS49 and 1C31 Building Component Sony Inforinatbllwailable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexontleo. VA 22314. 11 A M1Tek' 69N Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Ply LOT 29/1 WATERSTONE F'71. T19475166 2255479 A07 SPECIAL i Job Relerence o tional -W�=•=••�•w=•--o �•••-•v W, _•• -v'•�-����•a:eaus red r zuzu for l ea mausmes, Inc. l hu Feb 20 14:08:24 2020 Page ID:193QGW BBpX3jRI87ze0m7kz5?ad-ZCnBmt9okKa5?iaRh7ZAFfXmGlyFyxhmRBnaOFzjDbS LOAD CASE(S) Standard Except: 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-7=-54, 7-10= 54, 17.19=-20, 12-17= 20, 12-22=-20 4) Dead +0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1.2=116,2-25=70,25-26=47,4-26=70,4-28=64,28-31=53,7-31=64,7.33=70, 33-34=47, 9-34=70, 9-1 0=1 16, 17.19=-10,16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22- 10 Horz: 1-2= 125, 2-25=78, 25-26=-56, 4-26=-78, 7-33=78. 33-34=56, 9-34=78, 9-10=125 5) Dead +0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=3, 24=41, 4-7=.36, 7.9=41, 9.10=3, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12.13- 20, 12-22=-20 Horz: 1.2=-17, 2-4=27, 7-9=-27, 9.10=17 6) Dead+0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 12=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 (pll) Vert; 1-2=21,2-4=31,4-27=16,27-30=26,7-30=45, 7.9=13, 9-1 0=42. 17-19=-10, 16-17=-10,13-16=20(F=30), 12.13=-10, 12-22=-10 Horz: 1.2=.29, 2-4=39, 7.9=22, 9.10=50 8) Dead +0.6 MWFRS Wind (Neg. Intemal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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 (pit) 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 Harz: 1.2= 29, 2-4=.19, 7-9=-22, 9-10=-12 10) Dead +0.6 MWFRS Wind (Pos. Internal) fat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=74, 2-4=45, 4-7=45, 7-9=45, 9-10=74, 17-19>70, 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 (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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 (plQ Vert: 1-2=-5, 2-4=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13= 20, 12-22=-20 Horz: 1-2=-9, 2-4=2, 7-9=.2, 9.10=9 13) Dead+0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) 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 Harz: 1-2=-9, 2-4=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.) +0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-53, 2.4=.61, 4-7=-45, 7-9=30, 9-10=-22, 17-19=-20, 16-17= 20, 13-16=61(F=81), 12-13=20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bat.)+0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-22, 2-4=-30, 4-7=-45, 7-9=-61, 9-10=53, 17-19=-20, 16-17=20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-22, 2-4- 14, 7-9_ 17, 9-10=-9 17) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Int) tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-37, 24=-45, 4-7=-45, 7-9=45, 9.10=37, 17-19=20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=-7, 2-4=1, 7-9- 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, 2-4=45, 4-7=-45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=20, 12.22=-20 Horz: 1.2= 7, 2-4=1, 7-9=-1, 9-10=7 O WANNWG-Verity design esramervsend NEADNO7ES ON TNISANDWCLUDEDMREKRUENANCEPAGEMl474amv. 10,113V1015BEFORE USE MR valW for use only with Waal) connectors. TNs tleslgn Is based only upon parameters shown, and Is for an Individual building component. not a truss system, Before use, me building designer must verify the oppllcabllity of tleslgn parameters and properly Incorporate Mrs design Into the overall building design . Bracing Indicated is to prevent buckling of lndMdual the web and/or chord members only. Additlonol 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 fobticotlon. storage, dellvery. erection and bracing of trusses and trusssystems, seeANSVrpl1 Quit6ayy Criteria. DSM9 and 5CH thildFD Component 69M Parke East Blvd. y m Saletformaf onavolloble from Russ Plate Institute, 218 N. Lee Sheet. Sulte 312, Noxonddo. VA 22314. Tampa, FL 33610 Job Truss Truss Type 01Y Ply LOT 29/1 WATERSTONE 1 1 T19475167 2255479 A08 SPECIAL 1 1 1._".._..__._­.-... - ..,_, ..._. _, ,,,,. Job Reference (optional) b reu r caca run ex marines, Inc. I nu reD 2D 14:Dd:2b ZU2D Scale = 1:72.0 5x6 3xB 3.6 = = 2x4 II 5x6 = 5xl2 = _ 6.OD 12 5x6 3 24 25 4 2627 28 5 29 30 6 31 7 32 833 34 35 9 STP= ;2;TP 1 5� = 36 37 38 39 40 15 74 41 42 43 46 45 46 12 10 ]? c 6x8 = 3x6 = 6xB = 5.12 = 11 19 3x8 = d 3x8 0 3.00 FIT 3.6 7--8 12-3-1 12 -0 19-10-0 26-2-0 26 5 32-6-8 39.8-0 7-11-8 5-1-8 0- -16 7-4-0 6-4-0 0-1-5 6-3.3 7-1-8 Plate Offsets (X,Y)-- 12:0-0-10,Edgel, [3:0-3-0,0-2-01, [4:0-3-8,0-1-8], [7:0-3-0,03-0], [8:0-3-8,0-2-81, [9:0-3-0,0-2-0], [10:0-0-10,Edge], 112:0-8-0,0-0-81, 113:0-3-8,0-3-01, 116:0-3-80-3-01 [17:0-5-4 0-0-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.83 Veit(LL) 0.24 14-16 >696 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vem(CT) -0.27 14-16 >630 180 BCLL 0.0 ' Rep Stress lncr NO WB 0.95 Hom(CT) 0.06 10 r/a Na BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 1771b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Excepr TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc puffins. 7-9: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 5-5-4 oc bracing. BOTCHORD 2x4 SP No.2 WEBS IRow at millet 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except Qt=length) 16=04-0, 13=0-4-0. (lb) - Max Hours: 2=-171(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2= 356(LC 8), 10-- 429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 250lb or less at joint(s) excep12=612(LC 1), 10=697(LC 1), 16=2263(LC 1), 13=2397(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) 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=366/1022,8-9=-1360/708,9-10=-1598/729 BOT CHORD 2-17=-263/1089: 16-17=-9231751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12=-507/1412 WEBS 3-17- 102/288,4.16=-1311/939,5-16=-1398/1438,5-14=-602/680,644=-421/437, 7-14=-775(753,7-13=-1427/1490,8-13=-144111137.9-12=-14/366, 4-17=-1017/2098, 8-12=-1419/2494 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VuI1=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45fi; L=40ft; eave=51t; Cat. II; Exe C; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 16 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at 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 356lb uplift at joint 2, 4291b uplift at ThomasAAlbani PE No.3S380 ThomTeR s E No.3rl joint 10, 1695 lb uplift at joint 16 and 18591b uplift at joint 13. 9) Load easels) 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 Inc. FL 34 are correct for the intended use of this truss. 6964 Parke East Blvd. Tampa FL 33610 P Date: February 20.2020 Q WARNING. Verirydeslgnpeamefeaend READ NOTES ON WISAND INCLUDED MrtEKBEFENANCEPAGEM/474M rev. 1GNY1015BEFOAEUSE. Design valid for use only with Mnek®connecfors. This tlesign Is bayed only upon paromaten shown, and Is tar on Individual building component, not a trusssystem. Before use, the bulltling designer mustverity the applicability of tlesign 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 s always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fobrlcaflon. storage, delivery. erection and bracing of trusses and truss systems, seeANSUIPff CuaBN CMeM, DSB49 and SCSI luldNp Component Safbty Nformatbrgvalloble ham Truss Plate Instiluto, 218 N. We Sheet Sul te 312, Alexantldo. VA 22 14. Mffek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ct9 ply LOT 29/1 WATERSTONE r s T79475167 2255479 A08 SPECIAL 1 1 Job Referenrs o clonal m n,maw,w p ,a,• v,ry, , ,y, , ,an -" 11- wooq 5.24U S Feb / 2U2u MI I eK maustnes, Inc. Thu Feb 2014:08:25 2020 Page 2 NOTES- ID:1930GWBBpX3jR187zeOm7kz57ad-1 PLZ_D90VdiydsBeFg4Pos4xH9CFhJlvgoW7zhz1Db4 d0) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 1591b up at 7-0-0, 111 lb down and 197 Ile up at 9-0-12, 111 It, down and 197111 up at 11-0-12, 111111 down and 197 lb up at 13-0-12, 111 Ib down and 197 Ile up at 15-0-12, 111 lb down and 197 Ib up at 17-0-12, 111 Ib down and 197 Ile up at 19-0-12, 111 Ib down and 197 lb up at 20-74, 111 Ib down and 197 He up at 224-4, 111 lb down and 197 lb up at 24-7-4, 111 lb down and 197 Its up at 26-74, 111 lb down and 197 Ile up at 28-7-4, and 111 Ib down and 197 lb up at 30-7-4, and 1751b down and 356 lb up at 32-8-0 on top chord, and 353 Ib down and 128 Ib up at 7.1-8. 92 It, down at 9-0-12, 92 lb down at 11-0-12, 92 Ib down at 13-0-12, 92 lb down at 15-0-12, 92 Ib down at 17-0-12, 92 Ito down at 19-0-12, 92 It, down at 20-74, 92111 down at 22-7-4, 92 It, down at 24-7-4, 92 Ib down at 26-74, 92 It, down at 28-7-4, and 92 It, down at 30-74, and 353 Ib down and 128lb up at 32-8-8 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-64, 3.9=-54, 9-11- 54, 17-18=-20, 12-17=-20, 12-21=-20 Concentrated Loads (Ib) Vert: 3= 175(B) 7=-111(B) 9=-175(B) 17=330(B) 15=46(B) 12- 330(B) 24=-111(B) 25- 111(B) 26_ 111(B) 28=-111(B) 29=-111(B) 30=-111(B) 31=111(8) 32=-111(B) 33=-111(B) 34- 111(B) 35=-111(B) 36=46(B) 37=46(B) 38- 46(B) 39=46(B) 40=46(8) 41=46(B) 42- 46(B) 43=-46(8) 44=-46(B) 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 (plf) Vert: 1-2=42, 2-3=13, 3-27=45, 27.34=26, 9-34=16, 9-10=31, 10-11=21, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 HOM: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (III) Vert: 3=130(B) 7=156(B) 9=257(B) 17=108(B) 15=-23(B) 12=108(B) 24=136(B) 25=136(B) 26=136(B)28=156(B) 29=156(B) 30=156(B) 31=156(B) 32=156(B) 33=156(B)34=156(B) 35=165(B) 36=-23(B) 37=-23(B) 38= 23(B) 39=-23(B)40=23(B)41=-23(B)42=-23(B) 43=-23(B)44=-23(8)45=-23(B)46=-23(B) 5) Dead +0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=21, 2.3=31, 3-25=16, 8-25=26. 8-9=45,9-10=13, 10-1 1=42,17-18=-10, 16-17- 10,13-16=49(F=59),12-13=-10, 12-21=-10 Horz: 1-2=-29, 2-3- 39, 9-10=22, 10-11=50 Concentrated Loads (Ib) Vert: 3=159(B) 7=156(B) 9=246(B) 17=108(B) 15=-23(B) 12=108(B)24=165(B)25=156(B)26=156(B)28=156(B)29=156(B)30=156(B)31=156(B) 32=156(B) 33=136(B) 34=136(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) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (p1l) Vert: 1-2=-26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21= 20 Horz: 1-2=12, 2-3=22, 9-10=19, 10-11=29 Concentrated Loads (lb) Vert: 3=54(B) 7=197(B) 9=315(B) 17=128(B)15=-13(B) 12=128(B) 24=197(B) 25=197(B)26=197(B) 28=197(B) 29=197(B)30=197(B) 31=197(B) 32=197(B) 33=197(B) 34=197(B) 35=197(B) 36=-13(B) 37=-13(B) 38- 13(B) 39= 13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(B)44=-13(B)45=13(B)46=-13(B) 7) Dead +0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=15, 2-3=5, 3-9=-16, 9-10=26, 10-11=-26, 17-18=-20, 16-17=20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Horz: 1-2= 29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (Ib) Vert: 3=54(6)7=197(B) 9=356(B) 17=128(B) 15= 13(B) 12=128(B) 24=197(B)25=197(B)26=197(B)28=197(B)29=197(B) 30=197(B) 31=197(B)32=197(B) 33=197(B) 34=197(B)35=197(8)36= 13(B) 37=-13(B)38= 13(B)39=-13(B) 40=13(B)41=-13(B) 42=-13(B)43=-13(B)44=-13(B)45=-13(B)46=-13(B) 8) Dead +0.6 MWFRS Wind (Pos. Internal) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=74, 23-45, 3-9=45, 9-10=45, 10-11=74, 17-18=-10, 16-17=-10, 13-16=49(F=59), 12-13=-10, 12-21=-10 Horz 1-2=82, 2-3=-54, 9-10=54, 10-11=82 Concentrated Loads (lb) Vert: 3=130(B) 7=136(B) 9=214(B) 17=108(B) 15- 23(B) 12=108(B) 24=136(B) 25=136(B)26=136(B)28=136(B)29=136(8) 30=136(B) 31=136(B) 32=136(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B)37=-23(B) 38=-23(B) 39= 23(B)40=23(B) 41=-23(B) 42=-23(B) 43=-23(8) 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, 1241=-10 Horz: 1-2=53, 2-3=-25, 9-10=25, 10-11=53 Concentrated Loads (lb) 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(8)31=165(B) 32=165(B) 33=165(B) 34=165(B) 35=165(B) 3( 23(B)37=-23(B) 38=-23(8) 39= 23(B)40=-23(8) 41=-23(B) 42=-23(B) 43=-23(B)44=-23(8) 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 Hoa: 1.2=-9, 2-3=2, 9.10=-2, 10.11=9 Concentrated Loads (Ib) 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(8) 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 (pit) Vert: 1-2=5, 2-3=-16, 3-9=16, 9-10=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13= 20, 12.21=20 Horz: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 ,&WARNING-Ver/rydesignperamefers and READ NOTES ON TN/SANOINCLUOEOMREKNEFENANCEPAGEMIP74M,r v. 1011Y10156EFOHE USE. Design volid for use only with MrekB connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not a huss system. Before use, the bulltling designer must verify the appllcabllily of tleslgn parameters and properly Incorporate this design Into the overall building design, Bracing Indicated M to prevent bucMmg of Individual taus web and/or chord members only. Additional temporary and permanent brocing Is always required for stability and to prevent collapse w8h possible personal Injury and property damage. For general guldonce regarding the fabrication, storoge, delivery, erection and bracing of trusses and hum systems, seeANSVT91t Qual8r Criteria, OSS-69 and BCSI auldbp Component Safely Infemsallomvalloble from Truss Plate Insfltute. 218 N. Lee Sheet, Sulte 312. Alexandria, VA 22 14. MiTek' 69N Palle East BW. Tampa, FL W610 Job Truss Truss Type Cry, Ply LOT 29/1 WATERSTONE 1 T19475167 2255479 A08 SPECIAL 1 1 Job Reference o lional Builders FirstSource (Pram City, FL), Plana city, FL- 33557, 8.240 s Feb 72020 MiTek Industries, Inc. Thu Feb 2014:08:25 2020 Page 3 ID:193OGW BBpX3jR187mOm7kz57ad-1 PLZ_D90VdiydsBeFg4Pos4xH9CFR11vgoW7zh4Db4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7= 1 97(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(S)37=13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(B)42- 13(B)43=-13(B) 44=-13(B)45=-13(B) 46=-13(B) 13) Dead +0.75.Roof Live (bal.) +0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 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=1 45(B) 26= 1 45(B) 28= 1 45(B) 29=145(B) 30=1 45(B) 31 =1 45(B) 32=145(8) 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(8)45=-13(B)46=-13(B) 14) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ 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 Hoe: 1-2=-22, 2-3=-14, 9-10=-17, 10-11=-9 Concentrated Loads (lb) Vert: 3=-19(B)7=145(B) 9=262(B) 17=76(B) 15=-13(B) 12=76(B)24=145(B) 25=145(B) 26=145(B) 28=145(B) 29=145(B) 30=145(B)31=145(B) 32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37- 13(B)38=-13(B)39=-13(B)40=-13(B)41=-13(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) fat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-1D=-45, 10-11=-37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13- 20,12-21=-20 Horz: 1--2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (lb) Vert: 3=-5(B)7=145(B) 9=247(B) 17=76(B) 15=-13(B) 12=76(B) 24=145(B) 25=145(B) 26=145(B)28=145(B)29=145(B)30=145(B) 31=145(B)32=145(B) 33=145(B) 34=145(B) 35=145(B) 36=-13(B) 37- 13(B)38- 13(B)39=-13(B)40=-13(B)41=-13(B)42=-13(B)43=-13(8) 44=-13(8) 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 (pIQ 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 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(9) 15=-13(B)12=76(B) 24=145(B) 25=145(B) 26=145(B) 28=145(B)29=145(8)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) Q WARNING. Verify designp4rareetersend REAONOTES ON TN/SAND INCLUDED NNEKREFERANCEPAGENIF74nienv. 1GNN1a15GEFONEUSE Design valid for use only with MrekO connectors. Tins design Is based only upon parameters shown, end Is for an Individual building component, not o truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate Mls design Into Me overall bulldingdesign, Brocing Indicated is to prevent bucAing of lndvidual truss web and/or chord members only. Additional temporary and permanent bracing "Of tofor stablltiy and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrications storage, delivery, erection and bracing of trusses and fuss systems seeANSUOsII Quanly CrCala. DSB49 and SCSI Suldhp Component Safety Infomm8onavallabie from Two Nate Institute. 218 N. Lee Street, Suite 312, A o cthdrio. VA 22314. MiTek' 69N Parka East Bind. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 2911 WATERSTONE r 1 T79475168 2255479 A09 SPECIAL 1 1 Job Reference a tional oumaar� r�mrawrw...... -1y, 11), ruin vny, I , 5x6 G 3 1.5x8 STP= ?I 1 0 5xe = 6.00 12 4 16 al4u s rea r Zulu ran erc ID:1930GWBBp)(3jR187ze0m7kz57ad _r I.0 1-0- 23-10.0 268-0 33-0-0 -0 -2- 2-10-0 VligE s-4-0 3x6 = 6x12 MT20HS 5x6 G 7 1.4 = ._ 26 //\\ 6 15 14 6xl2 MT20HS = 3x4 = 4x6 = 13 12 3x4 = 6x12 MT20HS= mp mu step eu 14N8^e/ euzu r: 5x6 C 9 27 5x8 s 3.00 12 Sx8 8-8-0 15-]-5 24-0.11 31-0-0 39-8-0 a.a.n 5.11.5 ns.c Scale = 1:74.8 Plate Offsets (X,Y)-- f2:0-2-7 Edgel,13:0-3-0 0-3-0] I4:0-5-0 0-2-01 17:0-3-0 Edge? f9:0-3-0,0-3-01 I10:0-2-7,Edgel LOADING (psQ SPACING- 2-0-0 Cat. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.95 Vert(L-) 0.63 12-13 >757 240 MT20 2441190 TCOL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.9613-15 >497 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.81 Hori 0.60 10 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 1991b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'ExcepV TOP CHORD 3-4,8-9: 2x4 SP M 31, 1-3,9-11: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 'Except' BOT CHORD 14-16.12-14: 2x4 SP No.2 WEBS 2x4 SP Nc.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=154010-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4917/3074, 3-4=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=-96211816,9-12=-298/322 Structural wood sheathing directly applied. Except: 1 Row at midpt 6-8 Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Grp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(l) 2-7-10 to 9-0-6, EMedor(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 21-0-7, Extedar(2) 21-0-7 to 26-4-1, Interior(1) 26-4-1 to 37-0-6, Exterior(2) 37-M 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 to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797111 uplift at joint 2 and 7971b uplift at joint 10. 10) Graphical puffin representation does not depict the size orthe orientation of the puffin along the top and/or bottom chord. Thomas A Albani PE No.39380 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 O WARNING - Verily design mrs.0. end HEAD NOTES ON MIS AND INCLUDED MNEKREFERANCE PAGE W7473 V. INA42015 BEFORE USE. Design valid for use only with lyl connectors, this design Is based only upon parameters shown. and Is for an indNltlual building component. not a truss system, Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of IndMdual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllily and to prevent collapse with p Ime personal injury and property damage. For general guidance regarding Me fabrication. storoge, delivery, erection and bracing of trusses and truss systems. seeANSURII QuolMy Critelli D5E-89 and SCSI Building Component Safety Informationavoilabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. M!Tek' 69N Parke East Blvd. Tampa, FL 33610 Job Truss Thus Type Oty Ply LOT 29/1 WATERSTONE r T19475169 2255479 A10 SPECIAL 1 1 Job Reference o tional ounanrs nisraumw tndrn ury, FL), Fiwa City, FL- 33567, 8.240 S Feb 7 2020 MITek Industnes, Inc. Thu Feb 2014:08:28 2020 Scale = 1:74.8 5.6 = 6x12 MT20H5 C 31 5x8 � 3.00 F12 5.8 2 8-8-0 16-10-11 22-&5 31-0-0 39-8-0 8-8-0 8-9-11 5-10.11 BBA1 a-a.n Plate Offsets (X,Y)- r2:0-2-7 Edge] [4:0-3-8 0-2-41. [7:0.3-0 0-3-01 [12:0-2-7 Edgel [14:0.7-0 0-3-91 [18.0.7-0 0-3-91 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc), Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 1.00 Ved(LL) 0.68 15-17 >704 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Ven(CT) -0.95 17 >499 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.56 Hom(CT) 0.55 12 n(a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 228 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-4,10-13: 2x4 SP M 31 BOT CHORD 2x4 SP M 31 'Except' 16-18,14-16: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 12=1540/0-8.0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 12= 797(LC 10) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-4912/3208, 3-4=-4607/2944, 4-5=4155/2812, 5-6=-4155/2812, 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=-1827/3338, 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 Structural wood sheathing directly applied or 2-2-0 oc puriins. Except: 1 Row at midpt 6-7, 7-10 Rigid ceiling directly applied or 4-6-8 oc bracing. 1 Brace at Jt(s):7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=l6Dmph (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; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Intedor(1) 2-7-10 to 7-0-6, Extedor(2) 7-0-6 to 14-11-10, Intedor(1) 14-11-10 to 19-10-6, Exterior(2) 19-10-6 to 27-9-10, Interior(1).27-9-10 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 lost bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing atjolnt(s) 2, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797lb uplift at joint 2 and 7971b uplift at joint 12. 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Thomas A Albani PE No.39380 MTek USA, Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 20,2020 Job Truss Truss Type Oty ply LOT 29/1 WATERSTONE x r T19475170 2255479 A11 SPECIAL 1 1 Job Reference a tional 5.6 = 6.00 12 4 2x4 3 25 1.Sx6 STP= 24 17 1 2 5x6 = 3x6 � 3.00 12 5,6 = 7 2x4 II 6.8 = 6_ 30 16 4.6 = �� 3x4 13 32 12 33 11 14 4x6 = 3x6 6xB = I nu reu zu r4:uo:eu zuzu rage 1 Scala=1:73.4 5x8 8 311.5x8 STP= ? I d 91D Ira 0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TO 0.97 Ven(LL) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.2-9 BC 0.94 Vert(CT) -0.44 11-13 >528 180 BCLL 0.0 ' Rep Stress Incr YES WE0.88 Hom(CT) -0.02 13 File n/a BCDL 10.0 Corte FBC20177TP12014 Matrix-MSH Weight: 198111 FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3 4-5-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1Row at midpt 7-13 REACTIONS. (III/size) 2=794/0-8-0, 13=1530/04-0, 9=760/0-8-0 Max Horz 2=351(LC 9) Max Uplift 2=-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. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2041/1512, 3-4=-1729/1312, 4-5=-1085/947, 5-6=-247/299, 6-7=-207/436, 7-8=-1115/803, 8-9=-12381763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-8677730, 9-11=-452/1032 WEBS 3-17=-307/321, 4-17— 356f738, 4-16=490/284, 5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=473/971, 8-11=-525/508 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6. Exterior(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 19-10-6, Extedor(2) 19-10-6 to 27-9-10, Intenor(1) 27-9-10 to 37-0-6, Exterior(2) 37-0-6 to 41-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pall 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= IO.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 495111 uplift at joint 2, 614111 uplift at joint 13 and 482 lb uplift at joint 9. Thomas A Albert PE No.39390 Ml USA, Inc. FL Cart 6634 69U4 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 ,&WARNING -Verily designoarametexanCREAD NOTES ON THIS ANDWCLUDEDMREKREFERANCEPAGEMB-74mmv.. teaYael5 BEFORE USE. Design volltl for use only with Mgek® connecfars. rah design Is based only upon parameters mown, and Is for on IndNidual building component, not a buss system. Before use. Me battling designer must verity the oppllcablllty of design parameters and property Incorporate this design Into the overall bullEing tlesign. Bracing lndIcated 6 to prevent buckling of Individual truss web and/or chord members only. AddWonai temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible pawnor Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems. seeANSVIPtt Qua Bly CI@eda, DS6419 and DC51 Building Component Safety Infonnatbrpvalloble from Truss Plate Institute, 218 N. Lea Straet, Sulte 312, Max, 69N Palle Easl all VA 29314. Tampa, FL 33610 Job Truss Truss Type CityOT 29/1 WATERSTONE T19475171 2255479 A24 SPECIAL Reference (optional) a.z4U s reo f 4UZU MI I eK Inc. I nU "D 20 14:08:31 2020 Page 1 3.8 1\ 802 = 5x6 > 3.00 12 18 17 - 6x12 MT20HS'= 5x6 = 9 YJ 3x4 = 3.6 = 3x6 Scale =1:73.4 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 NO Code FBC2017/TP12014 CSI. TC 0.73 BC 0.87 We 0.64 Matdx-MSH DEFL. in Vert(LL) 0.27 Vert(CT) -0.34 Horz(CT) -0.03 (loc) Vdefl Ltd 23 >891 240 23 >725 180 17 n/a Na PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml mod sheathing directly applied or 2-6-8 oc puffins. BOT CHORD 2x4 SP No.2'Excepr BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: 5-22: 2xe SP 240OF 2.0E, 19-21: 2x6 SP M 26, a-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SPNo.3 WEBS 1 Row at midpt 9-17 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 2=1171/0-8-0, 17=2027/0-4-0, 12=670/0-8-0 Max Horz 2=351(LC 7) Max Uplift 2=-709(LC 8), 17=-905(LC 8), 12=-431(LC 8) Max Gmv 2=1171(LC 1), 17=2027(LC 1), 12=843(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/1822, 3-4=-3057/1795, 4-5=-3044/1865, 5-6=-3427/2073, 6-7=-1318/1009, 7-8=-290/543, 8-9=-238/458,9-10=-655/373, 10-11_ 1225/542,11-12=-1331/559 BOT CHORD 2-24=-1494/3064, 23-24=-1469/3036, 22-23=-91211676, 5-21= 243/260, 20-21=-1087/1872,19-20=-228/413,17-19=-1109/722,8-19=-260/228,14-16=-233/841, 12-14=-372/1142 WEBS 3-24=-433/1117, 3-23- 346/29, 4-23=-219/286,21-23=-668/1422, 6-21=-802/1678, 6-20- 1539/980, 7-20=-S47/1559,7-19- 1105/684,'9-17=-974/257,10-16=-611/424, 10-14=-69/365, 9-16=-267/678 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurmant 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 17 SYP No.2 crushing capacity of 565 psi. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709lb uplift at joint 2, 905lb uplift at joint 17 and 431 Ib uplift at joint 12. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159lb down and 156 lb up at 7-", and 111 lb down and 197111 up at 9-0-12, and 111 lb down and 197 lb up at 11-0-12 on top chord, and 353 lb down and 124 lb up at 7-1-8, and 92 lb down at 9-0-12, and 92111 down at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. WARNMe 218 N. VA74M 2v. I DN32015 BEFORE USE for an Individual building component, not pedy Incorporate this deSgn into me overall ey. Addiaonal temporary and permanent bracing For general guidance regarding fine fill. DS149 and BCSI Buatlylg Component Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6834 6904 Parke East Blvd. Tampa FL 33610. Date: February 20,2020 MiTek' 69N Parke East Blvd. Tamp., FL 33610 Job Truss Thus Type Ply LOT 29/1 WATERSTONE e T19475171 2255479 A24 SPECIAL �Qty% 1 1 Job Reference (optional) amraers nrsmouro s lnam Chy, ry, nam Ciry, ru - o.uoq 8.240 s Feb 7 2020 MI I ek Industries, Inc. Thu Feb 2014:08:31 2020 Page 2 ID:3u?Yd6RbYnK016Sf6ghEz4cnz-sZrEGEB5TT5Lncnb5Bpl7J_FZF256eo2jzRALzjDb_ LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl1) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25=-20, 22-24=-20, 19-21= 20, 17-16=-20, 17-26=-20 Concentrated Loads (Ib) Vert: 3=-159(F) 24=-312(F) 23=-46(F) 4=-111(F) 31=-111(F) 33=-46(F) Q WANNWG-VedfydeefgnpammefemmdNEAONOMSONMIS AND INCLUDEOMITEKNEFERANCE PAGE M474"MK 7O 0159EFORE USE Dedgn valid 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 deslgner must verity the appllcabilily of tleslgn parameters and properly Incorporate this tleslgn Into the overall building design..Bracing indicated Ls to prevent buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing Is alwoys real for stability and to prevent collapse with possible personal Injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of trusses and trim systems. seeANSVrPtt QUO' 8y Criteria. DS549 and SCSI Bull Component Safety Inforraa8arnvaloble from Truss Plate Institule, 218 N. Lee Sneet Suite 312, Alexandria. VA 22314, M!Tek' 6904 Parke East Blvd. Tamps. FL 33610 Jab Truss Truss Type Otyr Ply LOT 29/1 WATERSTONE r T79475172 2255479 Sol SPECIAL 1 1 Job Reference (optional) ommers nrssauuree iron Cry, FL), ram wy, FL- 33567, 46 = 8.240 s Feb 7 2020 MFF6k Industries, Inc. Thu Feb 2014:08:32 2020 1.5xB STP = 7x1a = 3.6 II 7-0-0 8-I}0 17-5-12 27-8-0 1 7-1 aD &M ga19 I 1n.9d Scale =1:56.0 ar N Plate Offsets (X,Y)-- 15:0-4-0,0-3-01, f10:0-6-0,0-3-121 LOADING (psQ SPACING- 2-0-0 CSI. DEFL, in (too) Vdefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.39 10-13 >248 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.43 8-16 >543 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) -0.01 9 are n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 145lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 *Except* 3-9: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=315/0-4-0, 9=1097/0-8-0, 6=779/0-8-0 Max Hoa 2=317(LC 9) Max Uplift 2=-403(LC 10). 9=-615(LC 10), 6=-460(LC 10) Max Gmv 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/361, 4-5=-950!/44, 5-6=-1089!/19 BOT CHORD 2-10=-268/149, 9-10=-1020/961, 3-10=-414/468, 6-8=-413/901 WEBS 4-10=-716/255, 4$=-447/843, 5-8=-533/512, 8-10=-14/275 BRACING - TOP CHORD Structural wood sheathing directly applied or4-8-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced root 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=45ft; L=40ft; eave=58; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interiar(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 Ib uplift at joint 2, 615 lb uplift at joint 9 and 460 to uplift at joint 6. Thomas A. Alban! PE No.39380 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February20,2020 0 WARNING -Verify design sonareeturs and READ NOTES ON MIS AND INCLUDED MTTEK REFERANCEPAGE MX74M rev. 1Na'LY015 BEFORE USE Design valid for use only with MRekll) 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 design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndNkfual}nits web and/or chord members only. Additional temporary and permanent bracing Is always required for Mobility and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcattoo. storage, delivery, erection and bracing of trusses and truss systemA socANsarr i QUOCriteria. DSB49 and SCSI building Component Safety Informationovolcible from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexandtl¢ VA 22314. �,- MiTek' 69N Padre East Blvd. Tempe, FL 33610 Job Truss Truss Type ON Ply LOT 2911 WATERSTONE r T19475173 2255479 BOLA SPECIAL 3 1 Job Reference (optional) ou„�er4 r,lewuu,u= rreu, ,y, r�'. r,u,,, 04, GGuur, 15:441.1 s reD / <e[D MI Iex industries, Inc. Ind 1­e1)'4014:OB:33 2020 4x6 = 4 la Sx8 = axc = 1.5,8 STP= 6xB = Scale = 1:56.9 LOADING (ps1) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.81 BC 0.94 We 0.87 Matrix-MSH DEFL. in Vert(LL) -0.33 Vert(CT) -0.47 Horz(CT) -0.05 (loc) Vdefl L/d 8-9 >715 240 8-9 >502 180 9 rVa n/a PLATES MT20 MT20HS Weight: 136 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or4-3-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing: 6-8. WEDGE 6-0-0 oc bracing: 9-11 Left: 2x6 SP No.2 WEBS 1 Row at midpt 4-9 REACTIONS. (lb/size) 9=949/0-8-0, 6=808/0-e-0, 2=44110-4-0 Max Horz 2=314(LC 9) Max Uplift 9=-416(LC 10), 6=-496(LC 10), 2=-564(LC 10) Max Gray, 9=949(LC 1), 6=920(LC 16). 2=447(LC 19) FORCES. Ila) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-390/380, 3-4=-318/521, 4-5=-1206/849, 5-6= 1325/805 SOT CHORD 9-11=-381/586, 3-11=-359/376, 8-9=0/339, 6-8=-490/1110 WEBS 4-9=-551/145, 4-8=-465/974, 5-8=-525/509 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vul1=160mph (3-second gust) Vasd=124mph; TCDLA.2psf; BCDL=5.Opsf; h=15ft; B=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Exterior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 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) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 416 lb uplift at joint 9, 496 lb uplift at , joint 6 and 564 lb uplift at joint 2. Thomas A. Alban! PE No.39380 klTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 QWARNING- Venrydesigdparemefersand READNOTES ON TNISANDINCLUDED MTTEKREFERANCEPAGEMA-T4T4rey. 1aNYl015BEFOREUSE Design valid for use only with MBekO connectors. This design Is based only upon parameters shown, antl Is for an Individual building component, not a truss system. Before use, the bustling designer must verily the applicability of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss wab and/or chord members only. Additional temporary and permanent bracing Is always required for stablllty, and to prevent collapse with possible personal injury and property damage. For genial guidonceregarding the fabilcolton, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII Cuolly CMeda, DSM9 and SCSI Building Component Safety Informallonavailoble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 223IA. ��- MiTek' 6904 Parke East Blvd. Tampa, FL 3361 O Job Truss Truss Type Oty1 Ply LOT 21/1 WATERSTONE r T79475174 2255479 B01B SPECIAL 1 1 Job Reference (optional) emraers nrsraource leant Cary, FL), Fiam City, FL- 33567. 4x6 = 8.240 s Feb 7 2020 MITek Industries, Inc. Thu Feb 20 14:08:34 2020 I 6xe = 5.8 = axb = 8 2-0 7-1D0 B14 17E5 27-6-0 TIN eis I to-tgt 0'" Scale=1:53.6 ,m G N Plate Offsets (X,Y)— 12:0-2-12,0-1-81 15:0-4-00-3-01 18:0-3-12 0-3-01 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >920 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 Sc 0.89 Vert(CT) -0.42 a-17 >559 180 MT20HS 1871143 BOLL 0.0 ' Rep Stress [nor YES WB 0.94 HOm(CT) 0.01 6 Na n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight•139 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 *Except* BOT CHORD 3-9: 2x6 SP No.2 WEBS 2x4 SP.No.3 WEBS REACTIONS. (lb/size) 9=1573/0-4-0, 6=625/0-8-0 Max Harz 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Gmv 9=1573(LC 1), 6=720(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 gle) or less except when shown. TOP CHORD 2-3=-721/832, 3-4=-231/546, 4-5=-7621363, 5-6=891/319 BOT CHORD 2-11=-701/859, 9-11=-736/598, 3-11=-602/587, 8-9=-200/460, 6-8=-95/751 WEBS 4-9=-979/716,4-8=-506/972, 5-8=-530/513 Structural wood sheathing directly applied or 5-2-3 oc puriins. Rigid ceiling directly applied or 5-11-15 oc bracing. Except: 5-3-0 oc bracing: 9-11 1 Row at midpt 4-9 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=40f ; 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(i) 2-7-10 to 7-10-6, Exlerior(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-M to 29-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10,0 pet bottom chord live load nonconcurrent with anyother live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 33411b uplift at joint 6. Thomas A Albani PE No.39390 MTek USA, Inc. FL Cart IISM 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 A WARNWG-Verlrydeelgnpa7emete..d READ NOTES ON TRISAND INCLUDED MREKREFERANCEPAGEMIF7473rev. 1WMISBEFOREUSE ��- Deslgn valid for use only with Meek® connectors. This design Is based only upon parameters shown and Is for an lndNldual building component not a buss system. Before use, the bullding designer must verity the opplicaltiny of deslgn parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lntlNldual truss web and/or chord members only. Additional temporary and permanent Wooing 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 pusses and truss systems, seeANSUIPII Quality Criteria. DSe419 and SCSI building Component 6904 Palle East Blvd. Safety Informatiotlavailabie from Truss Plate Insttula 216 N. Lee Sheet. SOO 312. Alexandria. VA 22314. Tempe, FL 33610 Job Truss Thus Type Orys Ply LOT 29/1 WATERSTONE t r T19475175 2255479 B06 GABLE 7 7 Job Reference joptionaft 5.8 II 7 2x4 II 6.00 12 3x4 II 6 5 2x4 II 33 2x4 II 4 3 32 x8 23 2 3x12 HS $1 T21 0 a 3x4 = 602 MT20HS 0 2x4 II 2x4 II 2x4 II 8 a.ZV V 5 reu r Zueu Fin r tlR ur u5,e3, ma. mu reo Lu 14:ud:6b LULU rage 1 2x4 II 9\^ 2.4 II Pn 5xB 11 18 17 16 15 14 1.5x8P=2x4 I 2x4 II 2x4 II 2x4 11 7111 LOADING (psg SPACING- 2-0-0 CS I. DEFL. in (loc) Well Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.82 Ven(LL) 0.36 22 >276 240 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT)-0.461431 >513 ISO BCLL 0.0 ' Rep Stress [nor YES WE 0.42 Horz(CT) -0.02 19 File rda BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 JOINTS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=309/0-3-8, 19=1118/0-8-0, 12=765/O-8-0 Max Horz 2=311(LC 9) Max Uplift 2=-452(LC 10), 19=-561(LC 10). 12=-474(LC 10) Max Gray 2=316(LC 19), 19=1118(LC 1), 12=851(LC 16) FORCES. (lb) - Max. Camp./Max. Ten. -A[] forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-274/279,3-4=-258/300, 4-5= 256/283, 5-6=-230/476, 6-7=-209/453, 7-8=-943/854, 8-9=-973/803,9-10=-936/752, 10-11=-1025/734,11-12=-1144/717 BOT CHORD 19-20- 529/852, 5-20=-396/577, 12-14=-401/945 WEBS 19-23=-641/132, 7-23=-720/168, 7-24=-531/863, 24-25= 531/861, 14-25=-507/852, 11-14=-498/387 Scale-1:59.0 34 1.5x8 STP = 12 m 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 186 lb FT = 20 % Structural wood sheathing directly applied or 4-6-3 oc puffins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Bruce at Jt(s): 23, 24, 25 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=151t; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exteffor(2) -1-4-0 to 2-7-10, Inteffor(1) 2-7-10 to 7-8-13, Exterior(2) 7-8-13 to 15-10-0, Inteffor(1) 15-10-0 to 25-0-6, Exterior(2) 25-0.6 to 29-0-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name] to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are MT20 plates unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 do. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2, 561 lb uplift at joint 19 and 474 Ito uplift at joint 12. Thomas A Albani PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 AWAHNWG-VedfydeslgnparemotersendRaDNOTESONTHISANDINCLUDEUMrEKREFERANCEPAGEMLL747arev.1DNa201SBEFOBEUSE. Design valid for use only vnth MreM connectors. This de9gn 8 based only upon parameters shown, and Is for an IndAdual bullding component, not a truss system. Before use, the building designer must veRy Me oppllcabllity of design parameters and properly incorporate this derign Into Me overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only, Adtllnonal temporary, and permanent bracing MiTek' Is always required for stabllity and to prevent collapse with possible personal Injury and property damage, For general guidance regarding Me fabrlootlon, storage, delNery, erection and bracing of trusses and truss systems. seeA rgarr i1 Quallty, CMeAa, DS549.and SCSI Building Component 69M Parke East Blvd. Safety tmormotbrgvalloble from runs Rate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty, Ply LOT 29�WATERS.TO,,I�E4 T19475176 C1V SPECIAL 6 1Job Refe Builders FirslSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 Ni Industries. Inc. Thu Feb 2014:08:37 m 66 Scale = 1:7.6 Plate Offsets _(XY)-- 12:0-0-15 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vtlefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress lncr YES We 0.00 HOrz(CT) 0.00 2 n/a- We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=4/Mechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Gmv 3=16(LC 10), 2=158(LC 1).4=35(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-114 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 pat bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4111 uplift at joint 3, 181 Ib uplift at joint 2 and 141b uplift at joint 4. Thomas A Mill PE No.39380 hlTek USA, Inc. FL Cart S M 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 O WARNING -Venry deslgnparwncN..d READ NOTES ON TN/SAND INCLUDED 111ITEKREFERANCEPAGEMM1747a rev. lismak[015BEFORE USE Design valid for use crIy Wth Mrelrstconnecton. This design is based only upon parameters shown, and Is for an IndNidual building component, not a buss 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 huss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability antl to prevent collapse with possible personal Injury and Property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and hu55 systems, see/WSVrP11 Quality Criteria, DS3.59 and ICSI Building Component Solely InformalbmvaYabie from Truss F1ate Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. M!Tek' 6904 Parke East BNtl. Tampa, FL 33610 Job Truss Truss Type Otyt Ply LOT 29/1 WATERSTONE 1 1 T19475177 2255479 C3V SPECIAL 6 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 2014:08:37 2020 Page 1 ID:193OGWBBpX3jR187ze0m7kz5?ad-N46VJJygJDF3i3xyLIDHOZ84 UfVzegRH]mN?4Dau -1-0-0 2-11-4 1-4-0 2-11-4 Scale =1:12.7 Plate Offsets (X,Y)— f2:0-0-15 Edge) LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (too) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 Na Na 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. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Hors: 2=132(LC 10) Max Uplift 3=-57(LC 10), 2=-149(LC 10) Max Grav 3=74(LC 15), 2=196(LC 15). 4=49(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (Ib) 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 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.0psf; h=15ft; B=45111; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Exterior(2) zoni 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 nonconcunent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP-No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) 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 57 lb uplift at joint 3 and 149 lb uplift at joint 2, Thomas A. Alban! PE No.39380 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 ,&WARNING- Virlryilmdam parametemantl READ NOTES ON TNLSANO INCLUDEDMITEKREFERANCEPAGE MLL7473re.. 10103V10156£FOREUSE Design volid for use only with M9ea connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design porameters antl properly Incorporate this design into the overall building design. Bracing Indicated is to prevent Duckling of Individual truss web and/or chord members only. Additional temporary and permanent brocing is always required for stability and to prevent collapse, win Possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPIt Gual Cdfedo, 031419 and SCSI Bull Component Safety Informalblpvailable from Two Plate Institute, 218 N, Lee Street, Suite 312, Alexandria. VA 22314,. ��- MiTek- 69N Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty1 Ply LOT 29/1 WATERSTONE t 1 T79475178 2255479 C5V SPECIAL 6 1 Job Reference o banal Builders FrsiSouroe (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:013:38 2020 Page 1 ID:1930GW BBpX31Rl87zeOm7kz57ad-9vdUifJaRDL6hse7V3pSpc6FZOmREOMgfJAJvRzjDat Scale =1:17.6 Plate Offsets (X Y)-- 12:0-045 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Veri(LL) 0.05� 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Van(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 TVs n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 181b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=113/Mechanica1, 2=262/0-8-0, 4=58/Mechanical Max Hom 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) 'Max Gmv 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (Ib) - 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; BCD"=S.Opsf; h=15ft; B=45tt; L=40ft; eavel Cat. II; Exic C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0l on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing Capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVfPI 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 112lb uplift at joint 3 and 161 Ib uplift at joint 2. Thomas A. AIbaN PE No.39380 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610. Date: February 20,2020 Q WARNING -Venly Ceslgn parsmetersenOREADNOTES ON MMAND INCLUDED MREKREFERANCEPAGEMIF74"ree fNA3,20159EFORE USE. Design void for use only with Mneltw 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 design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to buciaing of individual Luss web and/or chord members only. Additional temporary and bracing MiTek' prevent permanent Is always required for ambillly and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection antl bracing of trusses and has systems seeANSVTpll OurdRv Coil DS6d9 and SCSI Building Component 690,1 Pade East Blvd. Safety Informallonevollable than Truss Plate Institute. 218 N. Lee Street Suite 312, Nexandria. VA 22314. Tampa, FL 33610 ob Truss Truss Truss Type Oty, Ply LOT 29/1 WATERSTONE r / [2255479 Common 2 1 �7�751]79 Job Reference (optional' Builders RrstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MiTek 14:08:39 2020 a 4x6 = Scale = 1:36.3 3x6 = sure = 3x6 = IT Plate Offsets(X,Y)— r2:0-6-0.0-0-21.(6:0-2-12,0-1-8118:0-4-00-3-01 LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(L-) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 8-11 >695 180 BCLL 0.0 ' Rep Stress Incr YES We 0.22 Hom(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 90 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-8-0, 6=812/0-8-0 Max Horz 2=-232(LC 8) Max Uplift 2=-450(LC 10). 6=-450(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1212/867, 3-4=-928/682, 4-5=-928/682, 5-6=-1212/867 BOTCHORD 2-8=-576/1121,6-8=-576/1057 WEBS 4-8=-315/587, 5-8=-409/387, 3-8=-408/387 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 3=4511; L=40ft; eave=5ft; Cat. II; Exp C;. Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Imedor(1) 2-7-10 to 6-0-7, Extedor(2) 6-0-7 to 13-11-10, Intedor(1) 13-11-10 to 17-4-6, Extedor(2) 17-4-6 to 21-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • 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. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 Ib uplift at joint B. Thomas A. Albans PE No.39300 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING. Verlry Eealgn peramefersend READNOTES ON TN/SANDMCLUDEDMREKHEFEFANCEPAGEMIF7479rev. f(Vall BEFORE USE Design valid for use only with MlTekfl connectors. This design Is based only upon parameters shown, and is for on individual building component, not ��- a truss system. Before use. the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated 6 to prevent buckling of Individual buss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the MiTek' fobnoatlon storage. delivery, erection and bracing of Musses and truss systems saeANSVBII Qua pry Criteria. D3549 and 601 euYdhO Component 6904 Parka East Blvd. Safety Inromsatksnavalable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria VA 22314. Tampa, FL 33610 Job Truss Thus Type Ply LOT 29/1 WATERBTONEL yT79475180 2255479 D02A GABLE r 1 Job Reference (optional) Builders nroraaume (nun 04y, FL), Hero Oily, FL- 33567, B.24U s Feb 7 2D2U Mi Tex Industries, Inc. Thu Feb 20 a 4x6 0 10 14 la 12 2x4 ll 2x4 II 2.4 II 5x6 = 2x4 II 2x4 II 2x4 II Scale=1:36.6 Ito 20-0-o Plate Offsets (X,Y)-- f15:0-3-0 M-01 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 10 nIr 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 r1/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Hori 0.01 10 n/a n/a BCDL 10.0 Code FSC2017/TP12014 Matrix-SH Weight: 100 It, FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0. (lb)- Max Horz 2=-232(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 17,13 except 2=-170(LC 10), 16=-102(LC 10), 18= 154(LC 10), 14=-102(LC 10), 12= 154(LC 10), 10=-170(LC 10) Max Grav All reactions 250 lb or less at joints) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ib) - Max. Comp./Maxi. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 5-6=-96/395, 6-7=-96/395 WEBS 5-16=-149/319, 3-18=-232/352,7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-7-10, Extedor(2) 2-7-10 to 6-0-0, Comer(3) 6-0-0 to 14-0-0, Exteriar(2) 14-0-0 to 17-4-6, Comer(3) 17-4-6 to 21-4-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVrP1 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 pat bottom chord live load nonconcurreal with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle M-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA,or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 13 except Qt=ib) 2=170, 16=102, 18=154, 14=102,12=154, 10=170. Thomas A Alberti PE No.39380 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 AWARNING- VadrydeslpnMes as and READ NOTES ON THISANDINCLUDED MREKREFERANCEPAGEMIF74T3re¢IW0.i2015f! FOREUSE Design valid for use only with We& connectors. This design Is based only upon parameters shown, and Is for on individual building component, not a trusssystem. Before use, Me building designer must verify Me app eabliily of design parameters and properly incorporate this design Into he overcall building design. Bracing Indicated is to prevent buckling of Individual truss web end/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 fabticaflon. storage, deMery, erection and bracing of trusses and truss systems. seeAfifl I Quality Criteria, DSi and SCSI Building Component 6904 Parke East Blvd. Safety Informalbmvoiiabie from Trus Note InstiMe. 218 N. Lee Street. Suite 312, Alexondrlo. VA 22314. Tampa, FL 33610 Truss Truss Type a Ply LOT 29/1 WATERSTONE 1 x T19475181 L255479 E7V SPECIAL 10 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:412020 Page 1 ID:193QGW BBpX3jRIB7mOm7kz5?ad-ZUJdLhMTkYgYJNiBBN9REkfObgzRn5GMHOzWmzjDaq -1-a-0 7-0-0 r 1-40 I 7-0-0 31 % LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 TCDL 7.0 Lumber DOL 1.26 BC 0.77 BCLL 0.0 ' Rep Stress [nor YES WE 0.00 BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.t BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=167/Mechanical, 2=336/0-e-0, 4=82/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Gmv 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale =1:22.8 DEFL. in (too) Well Ud PLATES GRIP Vert(LL) 0.21 4-7 >405 240 MT20 244/190 Vert(CT) -0.21 4.7 >388 180 HOrz(CT) -0.03 3 n/a Na Weight: 25 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=4011t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 lost bottom chord live load nonconcument with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Beading at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 6t=11b) 3=166, 2=179. Thomas A. Alban! PE No.33380 MiTek USA, Inc. FL Cert 6634 6604 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 A WARNING- Verilyderignpardmetemaad READ NOTES ON THISANO INCLUDED URENREFERANCEPAGEUX74YJree. faa32015BEFORE USE Design valid for use only with MBekOconnectors. This design h based only upon parameters shown. and is for on individual building component not ��• a truss system. Before use, the building designer must verify the applicability of design Parameters and properly Incorporate this design into Me overall building design. Bracing indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrlcanon storage, delivery, erection and bracing of busses and truss systems, seeMSVF p Quality Cr6edo. DSB49 and SCSI Building component 6904 Parke East BNd. Safety Infomrallonzvailcble from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Thus Typo Oty1 Ply LOT2111 WATERSTONE a .4 i T19475182 2255479 E7VP SPECIAL 7 1 Job Reference (optional) Builders RrSMSoUrce (Plead City, FL), Plant City, FL - 33567. 8.240 a Feb 7 2020 MiTek Industries, Inc. Thu Feb 20 14:08:42 2020 Page 1 ID:3x1?Yd6RbYnXOISSf6ghhz4onz-2gt?YI M5VssXATyekvu0_SHpB??OAOLPuBX2C4Dap Scale = 1:22.6 Plate Offsets (X,Y)-- 12:0.6-7,0-0-51 LOADING (pat) SPACING- 2-M CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.94 Vert(LL) 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber 001. 1.25 BC 0.88 Vert(CT) 0.22 4-7 >387 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a rda BCDL 10.0 Corte FBC2017/TP12014 Matrix -MP Weight:.31 Ito FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Mechanical Max Horz 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. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-7-8 off bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.0psf; h=15ft; B=45ft; L=40ff; eave=511; 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 10.0lost bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Its uplift at joint(s) except (jt=lb) 3=150, 2=307, 4=153. Thomas A. Albani PE No.39380 MiTek USA, Inc. FL Cert 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: February 20,2020 Q WARNING -Verily Oeslge parame1e18.4d READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGEMIF74731 rev. ideY1015 BEFORE USE. Design volld for use only with MRek® connectors. iris tleslgn Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the appllcab lity of design parameters and property incorporate this design Into the overall building design. Wooing indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always re Wired for stability and to prevent colicpse with possible personal Injury and property damage. For general guidance regarding the fobricatlon, storage, delivery. arectlon and bracing of losses and law systems. seeANSUtplt Cuolly Cmeda, D5049 and SCSI Building Component Safety Inimmatbrylvallabie from From Plate Insfitwo. 218 N. Lee street, Suite 312. Alexandra VA 22314. MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Job Thus Truss Typa yx Ply LOT 2911 WATERSTONE a-� T79475183 2255479 H7V SPECIAL 3 1 Job Reference (optional) (nc,n City, FL). rran, City, rL-5556, milqu s reb r zu2u MI I eK maustnes. Inc. J nu Feb 20 3x4 Scale=1:22.5 k�f Plate Offsets(X,Y)-- f2:0-1-3,Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (too) Vdefl Ud 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 COL 1.25 BC 0.63 Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 Rep Stress [nor NO WE 0.34 Horz(CT) 0.01 5 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MSH Weight: 41111 FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (III/Size) 4=141/tviechanical, 2=439/0-8-0, 5=298/Mechanical Max Horz 2=240(LC 8) Max Uplift 4=-170(LC 8). 2=-248(LC 8). 5=-163(LC 5) Max Grew 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. (Ib) -Max. Compu Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2-3=-998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293,3-6=-918/685 BRACING - TOP CHORD Structural wood sheathing directly applied or5-8-1 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-10-7 ac bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft B=45ff; L=40191; eave=51t; 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 psi bottom chord live load nonconcurrem with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except Qt=lb) 4=170, 2=248, 5=163. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67lb down and 52111 up at 1-5-12, 6711b down and 52 lb up at 1-5-12, 80 lb up at 4-3-11, 80 lb up at 4-3-11, and 50111 down and 174 lb up at 7-1-10, and 50 lb down and 174 lb up at 7-1-10 on top chord, and 2311a up at 1-5-12, 231b up at 1-5-12, 11 lb down and 711b up at 4.3-11, 11 It, down and 7111 up at 43-11, and 51111 down at 7-1-10, and 51 It, down at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4- 54, 5-8= 20 Thomas A. Albans PE No.38380 MTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Date: February 20.2020 O WARNING- Verilydeslgnpersmerersand READ MOMS ON MIS AND WCLUOEDMIIEKREFERANCEPAGEMI47473mx 1011.Y20156EFOREU5E Design valid for use only with MrekO connectors. This design Is based only upon parameters shown. chat Is for an Individual bulltlmg component not a truss system. Before use. Me bLI d ing designer must verify the oppllcoblllry 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 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 me fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSIRP11 GualNByy CrBedo, gSBdP and 11C31 Building Component Safety Informatlonavollabie from Truss Plate Institute. 218 N, Lee Sheet, Suite 312, Nexondria. VA 22314. ��- M!Tek' 6904 Parke East Blvd. Tampa. FL 33610 Job Thus Truss Type 4 yF, Ply LOT 29/1 WATERSTONE 1T19475183 2255479 H7V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Indusides, Inc. Thu Feb 2014:08:43 2020 Page 2 ID:193OGW BBpX3jR1B7ze0m7kz57ad-WsRNINNjG9_OndWSIcPdWfp3MPPYvbGZpbt4ae4Dao -LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=49(F=24, Bi 12=36(F=18, B=18) 13=-99(F=-50, B= 50) 14=23(F=11, 8=11) 15= 11(F=-5, B=-5) 16=-51(F= 25, B=-25) AWA N1NG-VefflydeslgnpammetereanCREADNOTE5 ON TN/SAND INCLUDED MfFEKREFFAANCEPAGEMI1-74nian, 1p`mkDI5BEFOREUSE Design valid for use only with Mirea connectors. lots design Is based only upon parameters shown. and b for an individual building component, not a hum 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 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 the fabrication. storage, delivery, erection and bracing of trusses and hum systems, seeANSUDII QuoIIIMIyy Cd arks. DSBi and SCSI Bolding Component 6904 Parke East BNtl. Safety mfoenpBunavatioble from rest Plate Iretlhrte, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314, Tempe, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 3/' Center plate on joint unless x, y 4 offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. T For 4 x 2 orientation, locate plates 0-1/0 from outside Numbering System 6-4-B-B l dimensions shown in ft-In-sixteenths I I (Drawings not to scale) 1 3 TOP CHORDS CI-2 cza Q WEBS C'y 4 cO ,p 2y' y 0 2 a 3 O p 0. .ta° U 0 cra cv2 csa — 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-brocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDAETrERED CLOCKWISE loin} and embed fully. Knots and wane at loin} required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by Ali 1. connector plates. THE LEFT. 7. Design assumes trusses be suitably y protected from ' Plate location details available In MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANS17rPl 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber l; shall not exceed 19%at time of fabrication. _ PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber Is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI(TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks, Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction.and pictures) before use.Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing. ® Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITV ANSli 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015