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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rl= D S Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)972-72-0484 1 E: info@fdseng.com Website: www.fdseng.com r_1=1=1•i-3r_ d=[ February 24, 2020 Building Department Ref: Adams Homes Lot: Lot 16 Blk 5 Subdivision: Fort Pierce - Waterston Address: 5361 San Benedetto Model: 1820 C RHG KA # 20-1406 Truss Company: Builders First Source Date of drawings: 2/18/20 Job No.: 2254592 Wind Speed: 160 Exposure: C Truss Engineer: Joaquin Velez To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, Carl A. Brown, P.E. FL. # 56126 °e\PASL � I C EN•. rp�% r No r 64 :N� r Q LuiWlq� FL. # 8�$6g`1 L ENS\\�`� '•JJttlllll\\ FILE COPY 2/24/2020 Todd M. Bom, P.E. FL. # 82126 "Doing Business with a Service Mindset and an Eye for Detail" 13-04-00 `. 6-04-00 20-00-00 L 39-08-00 J9 REVIEWED ❑ REVISE AND RESUBMIT 0 REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions, selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and dory manner. FLORIDA DESIGN SOLUITIO , INC. Date /�7-e7 By SubrrdW Bo. Project NO. Eng. Project Name; aw`�`r.miu a rFnirw.w �cuv�� o w ncerO1HmsLP1dorn°A ro.wrswu ann rmD Iona a a. aYsao cHlewa..c I4 IMPORTANT awxm[o uwwaureocarc cal..'nLaaa TEDDmr This Deming Must Be Approved And vm�m iwann.r ...Ten 1.m Returned galore Fabrication Will muau�wa�ne�nsm0F8eam.'acali wi'meanoucwwwaraw Begin. For Your Protection Check All Dimensions And Cendkions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCOL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL 5 PSF BY Data_ TOTAL 37 PSF TOTAL 55 PSF DURATION: 1.26 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO. ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCFBI SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (is. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS 3) SCAB DETAILS OF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backchargos Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer WithN 48 Hours And Investigation By Builders First Source. NO MPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: W2 CEILING PITCH: 0112 TOPCHORDSb:E 2x4 BOTTOM CHORD SIZE: 2 %4 OVERHANG LENGTH: Is - END CUT: Plumb CANTILEVER: — TRUSS SPACING: 2V BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend �e'-01. aff ®10'-0" aff BUILDER: Adams Homes PROJECT: Single Family MODEL: 1820 C ADDRESS: 6561 SAN BENEDETTO LOT I BLOCK: 1616 SUBDIVISION: I WATERSTONE CITY: FORT PIERCE DRAWN BY: KSANCHEZ JOB 0: 1 2264692 DATE: I OVIS 02D SCALE: I NTS PLAN DATE: 1 2020 REVISIONS: 1. 2. J. 4. wq�_ L, �_. Y . FrstSci mce 4408 AlMart Road Plant City, FL 33563 Ph.(813) 30&1300 Fax (813)3D6-1301 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2254592 - LOT 16/5 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Project Name: 2254592 Model: 1820 C Tampa, FL 93610-4115 Lot/Block: 16/5 Subdivision: Waterstone-St Lucie County Address: 5361 San Benedetto, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City% State: General Truss Engineering Criteria & Design Loading Conditions): Design Code: FBC2017/TP12014 Wind Code: ASCE 7-10 Roof Load: 37.0 psf Loads (Individual Truss Design Drawings Show Special Design Program: MiTek 20/20.8.2 Wind Speed: 160 mph 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. No. Seal# Truss Name Date 1 T19444998 A01 2/18/: 2 T19444999 A02 2/18/: 3 T19445000 A03 2118/1 4 T19445001 A04 2/181, 5 T19445002 A05 2/18/: 6 T19445003 A06 2/18/: 7 T19445004 A07 2/18/, 8 T19445005 A08 2/18/: 9 T19445006 A09 2/18/, 10 T19445007 A10 2/18/, 11 T19445008 All 2/18/: 12 T19445009 A24 2/18/1, 13 T19445010 B01 2/18/: 14 T19445011 B01 A 2/18/1, 15 T19445012 B01 B 2/18/, 16 T19445013 B06 2/181, 17 T19445014 C1V 2/18/1 18 T19445015 C3V 2/18/,' 19 T19445016 C5V 2/18/1, 20 T19445017 D01 2/18/,' 21 T19445018 D02A 2/18/,' 22 T19445019 ETV 2/18/t No. Seal# Truss Name Date 23 T19445020 E7VP 2/18/20 24 T19445021 1-17V 2/18/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPl 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE COPY 6M PukeEign3lvd. Tampa FL 33610 Date: February 18,2020 Velez, Joaquin 1 of I Job Truss Truss Type OtY Ply LOT 161SWATERSTONE T79444998 2254592 A01 SPECIAL 8 1 Job Reference (optional) Builders Fi stSource (Plant City, FL), Plant City, FL-33567, 6.00 12 5.6 = B240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1811:15:17 2020 Scale-1:72.4 4x10 MT20HS G 3.00 FIT2 4x10 MT20HS 8-8-0 A, it 22-1-8 I 31-0-0 39.8-0 R-B-O 8-10-8 4-8-15 P-1a-R RP-n Plate Offsets (X,Y)- j2:0-0-14,Edgel, f4:0-4-0,0-3-01 r6:04-0,0-3-01 18:0-0-14 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(L-) 0.60 12-14 >798 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 BC 0.78 Ven(CT) -1.00 10-11 >475 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES We 0.62 Hom(CT) 0.56 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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 directly applied. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at micipt 6-11, 4-12 REACTIONS. (lb/size) 2=1540/0-8-0, 8=1540/0-8-0 Max Harz 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: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and tomes & 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) 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 100lb uplift at joint(s) except Qt=lb) 2=797. 8=797. Joaquin Velez PE ill82 MiTek USA, Inc. FL Cart 66U 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 ,&WARNING-VerifydeslgnparsmefersanJREADNOTES ON TN/SANDINCLUDED MREVREFERANCEPAGEM674mrev. 104341015BEFORE USE. Design valid for use only with MmeM connectors. This design Is based only upon parameters shown, and Is for an Individual bullding component, not a truss system. Before use. Me building designer must verity the applicabJOy of tleslgn parameters and propedy Incorporate this tleslgn Into Me overall building tleslgn. Bracing Indicated is to prevent bucrling of individual truss web and/or chord members only. AddlWonal temporary and permanent bracing MiTek' Is always required for stabllity, and to prevent collapse with possible personal Injury antl property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and hurn systems. WOANSUIPIi CualWWyy Criteria. DSB49 and WCSI Willing Component 6904 Parke East Blvd. Safely NformaPonovalloble from Truss Plate InstlMe. 218 N. Lee Sheet. Suite 312. Alexand0a. VA 22314, Tampa, FL 33610 Job - Truss Truss Type my Ply LOT 1615 WATERSTONE T79444999 2254592 A02 SPECIAL 2 1 Job Reference (optional) Builders FirstSoume falard City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 11:15:18 2020 Page 1 ID:193OGW BBpX3jR187wOm7kz57ad-txY83blanGs8KrOCxZXgOWAWa3MkA9dZOuO9Av_4wJN r1-4dl 6-3-0 F 11-11-12 19.40 20-8-0I 27-8-4 33-5.0 I 39-8.0 411-4q 4-4-0 6-3-0 5-8-12 7-0-4 1-8-0 7-44 48-12 fi-&0 t-4 0 • Scale = 1:74.1 5x6 = 6.00 12 5x6 = Sx8 G 24 25 SxB 4 7 2x4 2x4 3 e 1.5x6 STP= 1.5x8 STP = 23 26 q 16 4 1 2 15 14 13 12 11 Y 6x12 Mr20HS= 3x6 = 3x4 = 3x4 = 6x121AT20HS= 910 Iad a 3x4 = Sze G 3.00 12 5x8 x LOADING (pst) 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 FBC2017rrP12014 CSI. TC 0.69 BC 0.89 WB 0.75 Matrix-MSH DEFL. in (IDc) Vdefl Ud Ver(LL) 0.61 11-12 >787 240 Vert(CT) -0.91 11-12 >522 180 Horz(CT) 0.57 9 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 2181b FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-8-14 cc bracing. BOT CHORD 2x4 SP No.2'Except' 2-16,9-11: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-417(LC 8) Max Uplift 2=-797(LC 10). 9=-797(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -Aft tomes 250 (lb) or less except when shown. TOP CHORD 2-3=4905/2771, 34=-4621/2604, 4-5=-2726/1736,.5-6- 1932/1427, 6-7=-2726/1736, 7-8=4621/2604, 8-9=-4905/2771 BOT CHORD 2-16=-2318/4717, 15-16= 1511/3216, 13-15=-741/1929, 12-13=-740/1929, 11-12=-1510/3090,9-11=-2318/4431 _ WEBS 3-16=-282/293,4-16=-739/1735,4-15=-1216/789,5-15=-569/1133, 5-13=-269/321, 6-13=-265/321,6-12=-571/1066,7-12=-1138(789,7-11=-740/1605, 8-11=-296/294 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsh h=15ft; 3=4511; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-7-10, Intertor(1) 2-7-10 to 15-0-6. Exterior(2) 15-0-6 to 24-7-10,-lntedor(1) 24-7-10 to 37-0-6, Extedor(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 ponding. . 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 at joint(s) 2, 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designershould verify capacity of bearing surface. 9) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 61=1b) Joaquin Velez PE No.68182 2=787' 9=797. MiTek USA, Inc. FL Cart 6634 6904 Parka East Blvd, Tampa FL 33610 Data: February 18,2020 Q WARIANG- VexRydealgapanmelersand READ NOTES ON MIS AND INCLUDED MmEKREFERANCEPAGEMX7473 rev. 14931015BEFOREUSE Design valid for use only with MBe4® 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 apppcabllity, of design parameters and properly Incorporate this design Into he overall building design, Bracing Indicated is to prevent bucking of Inc Mdual from 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 he fobecation, storage. delivery, erection and brbcing of trusses and hum systems, seeANSp1PII Quart/ Creedo, DSB49 and SCSI SuldSsD Component 69N Parke East BNd. Safety Mfotmafionovcllable from num Plate Institute. 218 N. Lee Sheet. Suite 312. Alexonddc. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oly Ply=16/5NET19445000 2254592 A03 SPECIAL 2 Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MITek Indw ID:I93OG W BBpX3iR187nCm7kz5?ad-776W G1dO1 Inc. Tue Feb 1811:15:19 2020 Page 1 Stale =1:74.6 6.00 12 5x6 = 5x6 = 5z8 4x10 MT20HS % 3.00 r12 &8-0 17-0.0 22-8-0 31-0.0 39.8.0 &&0 B-4-0 5.8-0 &4-0 8.8-0 Plate Offsets (X,Y)-- [2:0-0-14,Edge1.14:0-3-0,0-3-01. [5:0-3-0,0-2-0]. [6:0-6-0,0-2-81, U:0-3-0,0-3-0]. [9:0-2-7,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.60 11-12 >789 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.9811-12 >485 180 MT20HS 187/143 BOLL 0.0 ' Rep Stress [nor YES W B 0.96 Hom(CT) 0.66 9 n/a n(a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.t SOT CHORD 2x4 SP M 31 'Except' 13-15,11-13: 2x4 SP No.t 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-10-2 oc bracing. WEBS 1 Row at midpt 4-14. 6-14 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5012/2919, 3-0=-4688/2731, 4-5=2510/1689, 5-6=-2198/1600, 6-7=-2509/1689, 7-8=-4623/2731, 8-9=-4924/2919 BOT CHORD 2-15=-2454/4800, 14-15=-1588/3237, 12-14=-968/2197, 11-12=1588/3060, 9-11=-2454/4450 WEBS 3-15=-307/324,4-15=-783/1792,4-14=-1241/791, 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=42psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(i) 2-7-10 to 13-0-6, Exterior(2) 13-0-6 to 26-7-10, Intenor(1) 26-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-0-0 zone;C-C for members and forces & 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) 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 beading surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=797, 9=797. - Joaquin Velez PE No.66182 MTek USA, Inc. FL Can 6634 6904 Parks East Blvd. Tampa FL 33610 Data: February 18,2020 QWARNING-VsW1ydeSf9apaxmelvrsend REAONOTES ON TNISMhMCLUOEOMREKREFERANCEPAGEM6747arev. faNGY2a15 BEFORE USE.- Design valid for use only with M6ek® connectors. This, design Is based only upon parameters shown. and Is for an Individual bulldhg component, not a truss system. Before use. the buildIng designer must verity the oppiicobflity of design parameters and properly Incorporate this design Into the overall building design. Brocing indicated is to prevent buckling of lndiOduai truss web and/or chord members only. Additional temporary and permanent bracing MiTek' u always required for stobllHy and to prevent collapse with possible personal Injury and property damage. For general guldance regarding the fabdoation, storage, delivery, erection and bracing of trusses and from systems. seeANSVFPII Quality Cdftma. OSl-a9 and SCSI Burtlbp Component 6904 Parke East BNd. Safety mformatiomvallobie from Truss Plate Institute, 218 N. We Sheet Suite 312. Alexandra VA 22314, Tampa. FL 33610 Job Truss Truss Type Oty Ply LOT 1115 WATERSTONE T19445001 2254592 A04 SPECIAL 2 1 Job Reference (pptiona8 tlwlaers rlrsibOurce WIam Gll rL), right kdty, rL- Jabbr, n.24u S reD r LULU MI I eK Inc. IUe reD id T1:TD:2T zuzu 6.00 12 5x6 3x4 = 5 25 6 26 5x6 i 24 4 2x4 3 1.5xB STP = 23 2 16 15 14 29 30 1 6.12 MT21HS = 5.8 = 46 = 5x8 = 7 27 5.6 8 13 12 5x8 = 6xl2 MT20HS o Scale = 1:73.4 I 2x4 5 9 28 1.5xS STP = yV o 0 11 18 ry 5XS \\ 5x8 3.00 F12 5x8 5x8 8-B-0 15-0-0 24-0-0 i 31-0-0 i 39-8-0 P.P.n li.d.n ..In PAn 0.n.h Plate Offsets (X,Y)-- f2:0-2-3,Edgel.[2:0-2-7,Edge], [4:0-3-0,0-3-0], f5:0.3-0,0-2-0], [7:0-3-0,0-2-0], 8:0-3-0,0-3-0], f10:0-2-7,Edge], j10:0-2-3,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.57 13 >841 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80. Veri(CT) -0.9813-15 >484 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WE 0.47 Horz(CT) 0.56 10 Na nfa BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 204 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1640/0-8-0 Max Harz 2=-335(LC 8) Max Uplift 2=-797(LC 10). 10=-797(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 1 Row at midpt 4-15, a-13 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4956/2969, 3-4=4745/2875, 4-5=-2838/1878, 5-6=-2498/1782, 6-7=-2498/1782, 7-8=-2838/1878, 8-9=4672/2B7Q 9-10=485812969 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=4.2pst BCDL=5.0psf; h=15k; B=45f ; L=401F eave=5fq 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 11-0.6, Exterior(2) 11-M to 18-11-10, Interior(1) 18-11-10 to 20-8-6, Exterior(2) 20-8-6 to 28-7-10, Interior(1) 28-7-10 to 37-0-6, Extehor(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 nonconcum nt with any other live loads. 6) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 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 1001b uplift at joint(s) except (jt=lb) 2=797, 10=797. Joaquin Velez PE No.88182 Ml USA, Inc. FL Cert 66U 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 O WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED Ma'Ex REFERANCE PAGE M/F7473 rev. 14/tnV2Vi5 BEFORE USE. Design valid for use cNy with MBek® connectors. This ceslgn h based only upon parameters shown and Is for on Individual building component not ��• a truss system. Before use. Me building designer must verify the apploololli y of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated b to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ..MjTek- IsalwaysrecallforstabilityantltopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding Me fabrication storage, calvary, erection and bmcng of trusses and truss systems. seeAN417IP11 Qual Cdbdo, 053-69 and ill Bull Component 6904 Parke East Blvd. Safety Inform etbrnvaeoble from Truss Plate Institute, 218 N. Lee Street Sulte 312, Alexand0a, VA 22314. Tampa. FL 33610 Job Truss Type Cry Ply LOT 1115 WATERSTONE T79445002 2254592 TAG5S" SPECIAL 1 1 Job Reference (optioned) builders hirstJoum2 ff lam City, I-L), vim ury, rL-JJab I, MZ4L) s rep I Zulu ml lex Inausmes, me. maned rep Its n:IxGZ Guzu R11 5x8 = 6.00 r12 4 23 24 3x4 = 5x8 = 5 25 266 28 1.5xB STP = Sxe 3.00 F12 5x8 Scale=1:73.4 LOADING (PSO TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 210 Plate Grip DOL 1.25 LumbarDOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSL TC 0.95 BC 0.94 W B 0.80 Matrix-MSH DEFL in (roc) Udefl L/d Vert(LL) 0.62 10-11 >762 240 Vert(CT)-0.9611-13 >498 180 Hoa(CT) 0.59 8 n/a n/a PLATES MT20 MT20HS Weight: 190 lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied. 46:2x4 SP No.2, 1-3,7-9: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0oc bracing. BOT CHORD 2x4 SP M 31 'Except' 12-14,10-12: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Leh: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 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. (lb) -Max. Comp./Max. Ten. -All fames 250 (lb) or less except when shown. _ TOP CHORD 2-3=-4919/3081, 3-4=-4613/2900, 4-5=-303W2066, 5-6=-3036/2066, 6-7=-4613/2900, 7-8=-4919/3081 BOT CHORD 2-14=-2601/4556, 13-14m-1468/2821, 11-13=-1739/3223, 10-11=-1468/2821, 8-1D=-2601/4445 WEBS 3-14=-371/405, 4-14=-1034/1926, 4.13=-156/535, 5-13=399/285, 5-11=-399/285, 6-11=-156/535,6-10>1034/1815,7-10=-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=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 9-0-6. Extedor(2) 9-0-6 to 16-11-10, Interior(1) 16-11-10 to 22-e-6, Exledog2) 22-86 to 30-7-10, Intedor(1) 30-7-10 to 37-0-6, Extedor(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 poll bottom chord live load nonconcurrent with anyother 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 36-0 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 verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 01=11b) Joaquin Velez PE No.68182 2=797, 8=797. MiTek USA, Inc. FL Cert 6634 " 6904 Parke Past Blvd. Tampa FL 33610 Date: February 18,2020 Q'WARNING -Verdydesignparsmeters and READ NOTES ON THISANO INCLUDED MREKFEFEFANCEPAGE110F709 ree 1Wa12VISBEFOREUSE. Design valid for use only with MT" connectors. Irle design a based oNy upon parameters shown, and is for on lndWidual building component not a truss system. Before use, the building designer must verify the opplicabllity, of design parameters and properly incorporate this design Into the overall" . building design. Bracing indicated is to buckling of lndWldual truss web and/or chord members only. Addlflonal temporary and permanent bracing MiTek' prevent is always required for stability and to prevent collapse with possible personal Injury -oral property damage. For general quldonce recording Inc fobrl storage, del Wery. erection and bracing of frusses and huss systems seeANSVIPII duality CdbM, DSB49 and SMI BuedbD Component Sabty Infomsatbnavallable from Truss Plate Instrute, 218 N. we Sheet, Suite 312. Alexandra. VA 22314, 69N Parke East BWd. Tempe, FL 33610 Job Truss Truss Type Cry Ply LOT 1615 WATERSTONE T79445003 2254592 A06 SPECIAL 1 1 Job Reference (optional) Builders FirstSourcetPlant City. FL), Hartt City, FL - 33557, 8.240 s Feb 7 2020 vi I ex i austnes, ina. i ae I-eD 18 i i n S:L3 2020 d11 a 6.00 rl2 Sx5 = 4 2x4 II Sx6 = SxB = 24 25 5 6 26 27 7 29 1.5x8 STP = Sx8 % 3.00 12 Sx8 &8-0 16-10-11 22-9-5 31-0-0 39-8-0 B-R-O B-2-11 i 610-11 I R-2-01 B-&0 Scala =1:72.0 Plate Offsets (X Y)- [2:0-2-7 Edgel,14:0-3-8 0-2-41.16:0-0-0 0-3-01 17:0-3-8 0-2-41 [9:0-2-7 Edgel f11:0-7-0,0-3-91 115:0-7-0 0-3-91 LOADING (psQ SPACING- 2-0-0 CS]. DEFL. in (loc) Vdeg 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 Incr YES WB 0.56 Hom(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 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=1540/0-8-0, 9=1540/0-8-0 Max Horz 2=-253(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 4-7-8 oc bracing. FORCES. (lb) - Max. Conr lMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=A917/3132, 3-4=41608/2864, 4-5--Al42/2720, 5-6=-4142/2720, 6-7=-4145/2722, 7-8=A608/2863,8-9=-4916/3132 BOT CHORD 2-15=-2653/4483, 14-15=-1780/3279, 12-14=-2270/4158, 11-12=-1781/3281, 9-11=-2652/4442 WEBS 3-15=-333/396,4-15= 752/1516, 4-14=-550/1116, 5-14=-321/319, 6-12=-381/321, 7-12=-550/1117,7-11=-749/1461, 8-11=-342/396 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0-6, Exterior(2) 7-0-6 to 14-11-10, Interior(1) 14-11-10 to 24-8-6, Extenor(2) 24-8-6 to 32-7-10, Intedor(1) 32-7-10 to 37-0-6, Extedor(2) 37-0-6 to 41-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. - 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurnom 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 Ile uplift atloint(s) except Qt=lb) 2=797.9=797. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cart 6634 6904 Parke East BNB. Tampa FL 33610 Date: - February 18,2020 O WARNING. V w1ydesl9n paramefereand READNOTES ON7N/SANDWCLUDWMREKREFEFANCEPAGEM14747ere.. 1QvV%2o156EF0REUSE Design vold! for use only with MOek® connectors. Rils design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity Me appllcablllty of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stablllN and to prevent collapse with possible personal Injury and properly damage, For general guidance regarding the fabricallon, storage, delivery. erection and bracing of trusses and truss systems seeANSVIPII Quallh Criers. OSB49 antl 501 Building CeTpons nt Safety infonnallurawrilable from Truss Plate Institute, 218 N. We Sheet, Suite 312. Alexandria, VA 22314. MiTek' a East Blvd. 6904 Park- Tampa, FL'33610 Job Tmss Type - Oly Ply LOT 16/5 WATERSTONET794450042254592 Tr�s SPECIAL 1 1 Job Reference (optional) i Builders FlrstSOUme tPlant City, FL), Plam City, FL- Jibe/, e.24U a FeD / ZULU MI I eK In0U6mea, ma. I ue FeD l e 1l:lb:z4 zuzu 6.00 Fl2 1.Sx8 STP/= 25 d1 / 5x6 = 30 = 4 27 2829 5 3x4 i 3 26 17 16 18 5.6 — 3x4 = 2x4 11 Scale-1:72.0 5x8 = 5.6 = 6 3031 32 7 4 6 MZh3x� 33 N 34 1.5x8 STP— o 15 14 13 2 d 91p m N 3x6 = 5x6 = 5x6 = 11 to 3x4 = 2.4 I 3x6 G 3.00 12 3x6 46.5 &8.0 12-8-0 12-&14 19-10-0 260-0 31-0.0 35-1-11 n- v-t.0 A.O.n 1 SJ1.n nnnt I e.as Plate Offsets(XY)-- 12:0-0-10,Edge] [4:0-3-00-2-0][6:0-4-003-0] I7:0-3-0,0-2-01 f9:0-0-10Edge] LOADING (psi) SPACING- 2-0-0 CSt. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip.DOL 1.25 TC 0.78 Ven(LL) 0.2115-16 >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 n(a Na BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 187 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structure) wood sheathing directly applied or 5-7-5 oc patina. BOT CHORD 2x4 SP No.2 BOTCHORD Rigid ceiling directly applied or 6-0-0 Do bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except (jt=length) 16=0-4-0, 13=0-4-0. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100lb or less at joints) except 2=-288(LC 10), 9=-302(LC 10), 16=-686(LC 10), 13=-715(LC 10) Max Grev All reactions 2501b or less at joint(s) except 2=451(LC 15). 9=527(LC 16), 16=1125(LC 19), 13=1185(LC 20) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-947/504, 3-4=338/121, 4-5=-318/669, 5-6=-58/715, 6-7=-340/707, 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=-792l733, 5-15=-520/206, 6-15=-489/297,7-12=-70/391, 8-12=-588/485, 6-13=773f717, 7-13=-997/675 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psY BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-06, Exledor(2) 5-0-6 to 12-11-10, Interior(1) 12-11-10 to 26-86, Exterior(2) 26-8-6 to 34-7-10, Interior(1) 34-7-10 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcument 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-" 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 crashing capacity of 565 psi, Joint 16 SYP No.2 crashing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint 2, 302 lb uplift at joint 9, 686 lb uplift at joint 16 and 715 lb 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 verity 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 front (F) or back (S). LOAD CASE(S) Standard Except: Joaquin Velez PE No.68182 MrIek USA, Inc. FL Cart 6634 6904 Parke East BNtl: Tampa FL 33610 Date: February 18,2020 OWAHNWG- Vedtydealgn pammefem and NERD NOTES ON THISAND INCLUDED MITEKREFEMNCEPAGEMIL7423rev. 1421,120f5 BEFONEUSE Design valid for use only with MOek® connectors, This design Is based only upon parameters shown. and is for on Individual bullring component not - ��• a tnm system: Before use. Me building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. Bracing bdicotedistoprevent bucidingofIndividual tressweb and/or chord members only. Addlfionol temporary end permanentbracing.. - WO Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me - fobdcotlon. storage, delivery, erectlon and braclhg of trusses and truss systems, seeANSURtt Quo' CDMrlo. DSB-89 and II016u1dFp Component 69N Parke East Blvd. Safety Drfa udiamovalloble from Truss Plate Institute, 218 M Lee Street tlda. Suite 312. NexanVA 22314, Tampa, FL 33610 - Job Truss Truss Type City Ply LOT 16/S WATERSTONE T79445004 2254592 A07 SPECIAL 1 1 Jab Reference (optional) Builders FirstSource(Plant City, FL), Plana City, FL- 33567. 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 11:15:24 2020 Page 2 ID:193OGW BBpX3jRl87nCm7kz57ad.U5wPJeo)(siuUZJf5woaromRmcFntfZMaGGxcV7e4wJH 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-lD=-54, 17-19= 20, 12-17= 20, 12-22=-20 4) Dead+0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=116, 2-25=70, 25-26=47, 4-26=70, 4-28=64, 2821=53, 7-31=64, 7-33=70, 33-34=47. 9-34=70, 9-10=116, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13- 10, 12-22=-10 Harz: 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 (pig 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 Harz: 1-2=-17, 24=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: 1-2=42, 24=13, 4-29=45, 29-32=26, 7-32=16, 7-9=31, 9-1D=21, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=50, 24=-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 (pig Vert: 1-2=21, 24=31, 4-27=16, 27-30=26, 7-30=45, 7-9=13, 9-10=42, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 1-2=-29, 24=-39, 7-9=22, 9-10=50 8) Dead .+0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-26, 24=-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 Harz: 1-2=12, 24=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 (plt) Vert: 1-2=15, 24=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) tat Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig Vert: 1-2=74, 24=45, 4-7=45, 7-9=45, 9-10=74, 17-19=-10, 16-17=-10, 13-16=20(F=30), 12-13=-10, 12-22=-10 Harz: 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 (pit) 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 Ham: 1-2=-53, 24=-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 (pit) Vert: 1-2=-5, 24= 16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Ham: 1-2= 9, 24=2, 7-9=-2, 9-10=9 13) Dead+0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-5, 24=-16, 4-7=-16, 7-9=-16, 9-10=-5, 17-19=-20, 16-17=-20, 13-16=10(F=30), 12-13=-20, 12-22=-20 Harz: 1-2=-9, 24=2, 7-9=-2, 9-10=9 15) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIg Vert: 1.2=-53, 24=51, 4-7=45, 7-9=-30, 9-10= 22, 17-19=20, 16-17= 20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Horz: 1-2=9, 2-4=17, 7-9=14, 9-10=22 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-2=-22, 24=-30, 4-7=45, 7-9=-61, 9-10=-53, 17-19=-20, 16-17=-20, 13-16=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-22, 24=-14, 7-9=-17, 9-10=-9 17) Dead+0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Ing tat Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pig - Vert: 1-2=-37, 24=45, 4-7=45, 7-9=45, 9-10=-37, 17-19=-20, 16-17=-20, 13-1fi=61(F=81), 12-13=-20, 12-22=-20 Harz: 1-2=-7, 24=1, 7-9- 1, 9-10=7 18) Dead +0.75 Roof Live (bal.)+0.75(0.6 MWFRS Wind (Neg. Ing 2ndPamlleg: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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 Ham 1-2=-7, 24=1, 7-9=-1, 9-10=7 . ' QWARNING-Vadfy C9slgnpammetexednd READNOTESONTHISAND INCLUDED MIFEKREFERANCE PAGE 111IF7473mv. 1,1=2015BEFORE USE Design volid for use only with MBek(], connectors. This design Is owed only upon parameters shown, and Is for an Indlvlduol building component, not. - �t• a muss system. Before use, the bullding designer must verify Me cpplicablllly of design parameters and properly Incorporate thk design Into the overall bullDingdesign. Bracing indicated tsioprevent buckling ofindidualtruss webond/or chord members only. Additional temporary and permanentbracNg -- MiTek' Is always required for stabllily 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, seeANSURII Cua16Y CMeM, DSE-09 and BCSI Building Component fromPlate Institute, 218 N. Lea Sheet. Suite 312, Alexandria, 22314. 69M Parke East Blvd. Tampa, FL 33610 Safety Infaenetbne allabpe fuss VA Job Truss -7::2254592 Truss Type - Oty Ply LOT 16/5 WA7ERSTONE T19445005 A08 SPECIAL 1 1 Job Reference (optional) Butters FirstuourcelPlant city, FL), VIM cl1y, FL- 33b67, 6.24U 5 FED 7 2U20 MI I eK meUSme$. InC. 1 Ue Yea 16 11:1b:2a 2U20 6.00 12 1.5.13 S�TP= b 1l/y'?j 3x6 % 3.00 12 5x6 = 3x8 = 31t6 = 3 24 25 4 2627 28 5 29 17 36 37 38 39 40 5x8 = 6x8 = 2x4 II 5e6 = 5x/2 = 5x6 = 30 6 31 7 32 833 34 35 9 46 12 15 74 41 42 43 44 45 5x12 = axis = are = 3x8 = Scale=1:72.0 n 1.5x8 STP = m w V�17\ 0 3x6 LOADING (psf) SPACING- 2-0-0 CSL. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) 0.24 14-16 >696 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.27 14-16 >630 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.95 Horz(CT) 0.06 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 177 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purins. 7-9:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied ors-5-4 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 8-12 WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 16=0-4-0, 13=0-4-0. (lb) - Max Harz 2- 171(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=-356(LC 8). 10=-429(LC 8), 16=-1695(LC 8), 13=-1859(LC 8) Max Grav All reactions 2501le or less at joint(s) except 2=612(LC 1). 10=697(LC 1), 16=2263(LC 1). 13=2397(LC 1) FORCES. (lb) - Max. CompJMax. 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=-866/1022, 8-9=-1360(708, 9-10=-1598/729 BOT CHORD 2-17=-263/1089, 16-17=923/751, 14-16=-529/321, 13-14=-435/248, 12-13=-1022/891, 10-12= 507/1412 WEBS 3-17=-102/288,4-16=-1311/939,5-16=-1398/1438,5-14=-602/680, 6-14=-421/437, - 7-14=-775/753,7-13=-1427/1490,8-13=-1441/1137,9-12=-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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=458; L=40ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcum nt 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 3-5-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Bearings are assumed to be: Joint 2 SVP No.2 crushing capacity of 565 psi, Joint 16 SVP No.2 crashing capacity of 565 psi, Joint 13 SVP 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 356 lb uplift at joint 2, 4291b uplift at joint 10, 1695 lb uplift at joint 16 and 1859 lb uplift at joint 13. 9) Load case(s) 4, 5; 6, 7, 8, 9, 10, 11, 13, 14, 15, 16 has/have been modified. Building designer must review loads to verify that they are correct for theintended use of this truss. - Joaquin Velez PE No.60102 MiTek USA, Inc. R. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18.2020 Job Truss Truss Type Oty Ply LOT 1615 WATERSTONE T19445005 2254592 A08 SPECIAL 1 1 Jab Reference (options]) Builders FirstSoume (Plant City, FL), Plant City, FL - 33567. 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1811:15:26 2020 Page 2 I D:193OG W BBpX3jR187nOm7kz5lad-OT19kKgnNJ9BodpTl DzGmryl aTul BRZkFScB W 4wJF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 175 lb down and 159 lb up at 7-0-0, 111 lb down and 197 lb up at 9-0-12, 11I-lb down and 197 lb up at 11-0-12, 111 lb down and 197 lb up at 13-0-12, 111 lb down and 197 lb up at 15-0-12, 111 lb down and 197 lb up at 17-0-12, 111 lb down and 197 lb up at 19-0-12, Ill lb down and 197 111, up at 20-7-4. 111 Ib down and 197 lb up at 22-7A, I I I lb down and 197 It, up at 24-7-4, 111 It, down and 197 lb up at 26-7-4. 111 lb down and 197 lb up at 28-7-4, and 111 lb down and 197 It, up at 30-7-4, and 175lb down and 356 lb up at 32-8-0 on top chord, and 353 lb down and 128 lb up at 7-1-8, 92 lb down at 9-0-12, 92 lb down at 11-0-12, 92 Ill down at 13-0-12, 92 lb down at 15-0-12, 92 lb down at 17-0-12, 92 It, down at 19-0-12, 92 lb down at 20-7-4, 92 lb down at 22-7-4, 92 lb down at 24-7-4, 92 lb doom at 26-7-4, 92 lb down at 28-7-4, and 92 lb down at 30-7-4, and 353 lb down and 128 lb up at 32-6-8 on bottom chord. The desigNselection 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 (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25. Unifoml Loads.(plf) Vert: 1-3=-54, 3-9=.54, 9-11= 54, 17-18- 20, 12-17= 20, 12-21=-20 Concentrated Loads (lb) Vert: 3=-175(B)7=-111(B) 9=-175(B) 17=-330(B) 15=46(13) 12=-330(B)24=-111(B)25=-111(B)26=-111(B)28=-111(B)29=-111(B) 30111(B) 31=-111(B) 32= 111(B) 33=-111(B) 34=-111(B) 35=-111(B) 36=-46(B) 37=-46(B) 38=-46(B) 39=-46(B) 40=-06(8) 41=-46(B) 42=46(13) 43=-41144=46(B) 45_ 46(B) 4) Dead +0.6 MWFRS Wind (Pas. 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, 9110-11=21, 17-18- 10, 16-17=10, 13-16=49(F=59), 12-13=10, 12-21=-10 Ham: 1-2=-50, 2-3=-22, 9-10=39, 10-11=29 Concentrated Loads (Ib) Vert: 3=130(B) 7=156(B) 9=257(B) 17=10B(B) 15=-23(B) 12=108(B) 24=136(B) 25=1 36(B) 26=136(B) 28=156(B) 29=1 56(B) 30=156(B) 31=156(B) 32=156(B) 33=156(B) 34=156(B) 35=165(B) 36= 23(B) 37=-23(B) 38- 23(B) 39= 23(B) 40=-23(B) 41=23(B) 42=23(B) 43=-23(B) 44= 23(B) 45=-23(B) 46=-23(B) 5) Dead+ 0.6 MWFRS Wind (Pas. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21,2-3=31,3-25=16.8-25=26.8-9=45,9-10=13, 10-11=42, 17-18= 10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Horz:1-2=-29,2-3=-39,9-10=22, 10-11=50 Concentrated Loads (lb) 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(9) 29=156(B) 30=156(B). 31=156(B) 32=156(B) 33=136(B) 34=136(B) 35=136(B) 36=-23(B) 37=-23(B) 38=-23(B) 39=-23(B) 40=-23(B) 41=-23(B)42=-23(B) 43=-23(B)44=-23(B)45=-23(B)46=-23(B) 6) Dead +0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=26, 2-3=-36, 3-9=-16, 9-10=5, 10-11=15, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Ho¢: 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(3)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(8)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 (plf) Vert: 1-2=15, 2-3=5, 3-9=-16. 9110-11- 26, 17-18=-20, 16-17- 20, 13-16=39(F=59), 12-13- 20, 12-21- 20 Ham; 1-2=-29, 2-3=-19, 9-10=-22, 10-11=-12 Concentrated Loads (lb) Vert: 3=54(B)7=197(B)9=356(B) 17=128(B) 15=-13(B) 12=128(B)24=197(B) 25=197(B) 26=191 28=197(B)29=197(B) 31 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=d3(B)46=-13(B) 8) Dead +0.6 MWFRS Wind (Pas. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-2=74,2-3=45,3-9=45,9-10=45,10-11=74,17-18=-10,16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 Harz: 1-2=-62, 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(B) 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(B)44=-23(B)45=-23(B)46= 23(B) 9) Dead+0.6 MWFRS Wind (Pas. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) - - Vert: 1-2=45,2-3=16,3-9=16,9-10=16, 10-11=45,17-18=-10, 16-17=-10,13-16=49(F=59),12-13=-10,12-21=-10 . Harz: 1-2= 53, 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(B)31=165(B) 32=165(B) 33=165(B) 34=165(B) 35=165(B)36=-23(B) 37=-23(B)38=-23(B) 39=-23(B)40=-23(B) 41=23(B) 42=-23(B) 43=-23(B) 44=-23(B) 45=-23(B) 46=-23(B) 10) Dead +0.6 MWFRS Wind (Neg. Internal) list Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1.2=5, 2-3=-16, 3-9=-16, 9-1D=-16, 10-11=-5, 17-18=-20, 16-17=-20, 13-16=39(F=59), 12-13=-20, 12-21=-20 Ham: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 - - Concentrated Loads (III) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(B) 25-19126=197(8) 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. Unifomn 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 - Ham: 1-2=-9, 2-3=2, 9-10=-2, 10-11=9 - A.WARNING-VsrltydeslpnpammetmsendREADNOTES ONTNISANDWCLUDWMNEKREFEFANCEPAGEMI74"mv.teNaa015aEF0REUSE. Design valid for use only with MlfeliD connectors, This design is based only upon parameters shown, and Is for an Individual bdlding component, not �' a hum system. Before use, Me building designer must verify the oppllcobilry of design parameters and properly Incorporate this tleslgn into the overall building design Brocing Indicated Is to prevent buckling of Individual truss web antllor chord members only, Additional temporary and permanent bidding Welk' Is always required for stabilty and to prevent collapse with pomble personal Injury and property damage. For general guidance regarding the - .tobrlcotlon storage, delivery, erection and bracing of husses and hum systems, seeAN$UIP11 Quality Criteria, DSI-09 and VLSI building Component 69N Palle East Blvd. - Saf91y Informalbn rvollable from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Amxanddp. VA 22314. Tampa, FL 33610 - Job - Truss Truss Type City Ply LOT 1115 WATERSTONE T79445005 2254592 A08 SPECIAL 1 1 Job Reference (optional) Builders FrstS0uraeAPlant City, FL), Plant City, FL - 33567. 8.240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 11:15:26 2020 Page 3 ID:1930GWBBpX3jR187zeOm7kz57ad-0T79kKgnNJ9BodpT1 DzGmryl aTu1BRZkF5cBW4wJF LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=72(B) 7=197(B) 9=335(B) 17=128(B) 15=-13(B) 12=128(B) 24=197(8) 25=1 91 26=197(B) 28=197(B) 29=197(B) 30=197(B) 31=197(B) 32=197(B) 33=1 97(B) 34=1 97(B) 35=1 97(B) 3(13(B) 37=-13(B) 38=13(B) 39=-1SIB) 40=-1SIB) 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 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) 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=d9(B) 7=145(B) 9=232(B) 17=76(B)15=-13(B) 12=76(B)24=145(B) 25=145(B)26=145(B)28=145(B)29=145(B) 30=145(B) 31 =145(B) 32=145(B) 33--W(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) 14) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-22, 2-3=-30, 3-9=-45, 9-10=-61, 10-11=-53, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12-21=-20 Hon: 1-2=-22, 2-3=-14, 9-10110-11=-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(3)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) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Unifomt Loads (plf) Vert: 1-2=-37, 2-3=-45, 3-9=-45, 9-10110-11=-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(B) "---13(B)45= 13(B) 46=-13(B) 16) Dead +0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pIQ Vert: 1-2= 37, 2.3=-45, 3-9= 4b, 9-10=45, 10-11=37, 17-18=-20, 16-17=-20, 13-16=24(F=44), 12-13=-20, 12.21=.20 Hoa: 1-2=-7, 2-3=1, 9-10=-1, 10-11=7 Concentrated Loads (Ib) 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(B)45=-13(B) 46=-13(B) ,&WARNING- VedydeM piperemefersanCREADNOTES ON TNISANDWCLUDEDUfTEKREF ANCCPAGEMR74"a - faMI015 BEFORE USE Design valid for use only with Mrek® connectors. ihls design Is based only upon parameters shown, and Is for an IncMdual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bullding design. Bracing Indicated is to buckling of Individual fruss web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANS17IPIt Stuart, CMnb. DS549 and SCSI Bulding Component 69N Pale East Blvd. Safety Infamnationavoiiabie from Truss Plate Institute, 218 N. lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 ' Job Truss Type Oty Ply LOT 16/5 WATEflSTONE T79445006 2254592 TA09 SPECIAL 1 1 Job Reference (optional) Builders FirstSoume4Plam City, FL), Plant Guy, FL-33567, 8.24U S Feb 7 ZULO Inc. 1 ue t-DD 1 B 11:15:212020 Pagel Scale =1:74.5 3z6 = 6x12 MT20HS 1 SxB = 5x6 i 7 fi.W 12 4 3z4 = 5 26 6 54 P� 24 3 1.5z8 STP = 23 2 - 16 15 14 13 12 0 1 6z12 MT20HS = 3z4 = 4x8 = ISM = 6xl2 MT20HS = 5x6 9 27 Sa8 3.00 12 5xB 8-8-0 15-7.5 24-0-01 37-0.0 39-6.0 a-e-o I sal-s I 6-5-s 1 sm-s I Plate Offsets (X Y)-- [2:0-2-7 Edgel [3:0-3-0,0-3-0] [4:0-5-0 0-2-01 f7:0-3-0.Edgel 19:0-3-0,0-3-01. (10:0-2-7,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.95 Vert(LL) 0.63 12-13 >757 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.96 13-15 >497 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [net YES WB 0.81 Horz(CT) 0.60 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 199 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2-Excepl' 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 No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1540/0-8-0, 10=1540/0-8-0 Max Horz 2=-351(LC 8) Max Uplift 2=-797(LC 10), 10=-797(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (U) 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=-1321484. 5-15— 339/256, 5-13=415/322, 8-13— 181/531.B-12=-962/1816, 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=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=401t; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) -14-0 to 2-7-10, Interior(l) 2-7-10 to 9-0.6, Extedor(2) 9-0-6 to 16-11-10, Intedor(1) 16-11-10 to 21-0-7, Extenor(2) 21-0-7 to 26-4-1, Intedor(1) 26-4-1 to 37-0-6, Extenor(2) 37-0-6 to 41-0-0 zone;CC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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 ANSlrrP1 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 797 lb uplift at joint 2 and 797 lb uplift at joint 10. -- 10) Graphicalpuffinrepresentation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 . ,&WARNING-Vsdfyde4lgnpammeteraendREADNOTES ON TN/SAND INCLUDED MFEKREFERANOEPAGEM67413rev. IDDIGO15eEFORE USE Design valid for use only with M0ek9 connectors. This design Is based only upon parameters shown and Is for an IndMduol 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 Is to prevent buckling of Indlvlduol 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 truss systems. seeAN6VIP11 QUallly Crania, DSB-89 and BUS Building Component 6904 Parke East Blvd. Safety Nformallonovarclele from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Job4592 Truss Type City Ply LOT 16/5 WATERSTONET79445007 FA10 SPECIAL 1 1 Job Reference (optional) Builders FirslSource4Planl City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MiTek Industnes, Inc. Tue Feb 1511:15:28 5,,5 = 6x12 MT20HS C 31 Scale=1:75.1 Sx6 = 2z4 II 5.6 4 5 30 7 10 6.00 12 2l 28 6 2x4 II 2z4 � 2fi 2x4 3 11 1.5xB SIP = 25 29 2 18 17 16 15 14 1 8x14 MT20HS = 5xB = 4x6 = — 2! 5x8 = Bx14 MT20HS = 5xB % 3.00 12 5z9 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (roc) Waft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 1.00 Vert(L-) 0.68 15-17 >704 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.95 17 >499 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES We 0.56 HOrz(CT) 0.55 12 rda We BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 2281b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,10-13:2x4 SP M 31 Except: BOT CHORD 2x4 SP M 31 'Except' 1 Row at midpt 6-7, 7-10 16-18,14-16: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s): 7 WEDGE Lek: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1540/0-8-0, 12=1540/0-e-0 Max Horz 2=-351(LC 8) Max Uplift 2= 797(LC 10), 12=-797(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4912/3208, 3-4=-4607/2W, 4-5=-0155/2812, 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf, h=15ft; B=45ft; L=40ff, eave=5f ; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 7-0.6, Exterior(2) 7-076 to 14-11-10, Interior(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 ganging. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 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, 12 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. Joaquin Velez PE No.68182 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 797 to uplift at joint 2 and 797 Ito uplift at MiTek USA, Inc. FL Cart 6634 joint 12. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chard. 6904 Parke East Blvd. Tampa FL 3361D Date: February 18,2020 0 WARNING- Veritydesign oaremefersend BEADNOTESON THISAND INCLUDED MREKREFEBANCEPAGEMI474TJ V. 101MIN015BEFOREUSE - Design valid for use only with Mnekg connectors. This design Is based any upon parameters shown and Is for on indbiduol building component not a truss system. Before use, me building designer must verify fie appllcablllN of design parameters and propedy Incorporate this design Into the overall buildingdeslgn. Bracing indlcatedIstoprevent Deciding ofholy dual tmssweband/or chord members only. Additional temporary and permonentbracing MiTek' Is alwaysrequked for stability and to prevent collapse with possible personal Injury and property damage. For general guldonceregarding the fobricallon storage, delivery, erectlon antl bracing of trusses and mass systems seeANBVTPiI Quad• Cmeda, DSS-09 and SCSI Will Component Lee 312. 69M Parke East Blvd. Tampa, FL 33610 Sahli Infommlionavolloble from buss Plate Institute, 218 N. Street. Suite Alexondi VA 22314, Job Truss Truss Type Oty Ply LOT 16/S WATERSTONE T19445008 2254592 A11 SPECIAL 1 1 Job Reference o tional builders FMarbource{Plant City, FL), 3,,6 Plant City, FL - 33bbf, Sxfi = 4 2x4 C 3 26 27 28 23 1] 5x8 = 18 3x4 = 3.00 12 2x4 I 6xB = 6 a.L4u 6 Fen f zuzu MI I ex 'Yd6RbYnXO16Sf6ghjjz4cnz. 30 -8- 7-8-0 Sx6 = 7 30 5x8 8 15 4xfi - 13 32 12 33 11 14 4x6 = 3x6 = 6x8 = IM. I ue rep Ta n:T oW LULu &8-0 e3.5 -4 I n 4 39-8.0 a13 6 I tn.l.ta Scale=1:73.7 1.5x85TP- to 31 f•Yi\\Zf Bii:B Plate Offsets KY)- [2:0-1-14 0-0-71 [4:0-4-00-2-81 [8:0-40 0-3-01 113.0-3-B 0-3-01 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) -0.29 11-13 >792 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.4411-13 >528 180 BCLL 0.0 ' Rep Stress [nor YES We 0.88 Hom(CT) -0.02 13 n/a n1a BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 1981b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 6-13: 2x4 SP No.3 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=794/0-8-0, 13=1530/0-4-0, 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. CompJMax. 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=-1238/763 BOT CHORD 2-17=-1218/2080, 16-17=-829/1621, 15-16=-485/692, 13-15=-8671730, 9-11=A5211032 WEBS 3-17=-307/321,4-17= 356/738,4-16=-090/284. 5-16=-120/622, 5-15=-961/841, 7-13=-685/224, 7-11=-473/971, 8-11=-525/508 Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 4-5-0 oc bracing: 13-15 1 Row at midpt 7-13 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=1511; B=45ft; L=40N; eave=5ft; Cat. II; Extis C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 5-0-6, Exterior(2)5-0-6 to 12-11-10, Intedar(1) 12-11-10 to 19-10-6, Extedor(2) 19-10-6 to 27-9-10, Interior(1) 27-9-10 to 37-0-6, Extenor(2) 37-" to 41-M 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) 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with 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 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 4951b uplift at joint 2, 6141b uplift at joint 13 and 4821b uplift at joint 9. Joaquin Velez PE No.68182 Mirek USA, Inc. FL Curt 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING. VedbdealgepmmmeferseedREADNOTESONTN/SAND/NCLUDEOMREKREFERANCEPAGEMIP74M"..flbO12715aEFOREUSE Design valid for use only with Mneldc connectors, IDIs design Is hosed only upon parameters shown, and Is for an Individual building component, not a hum system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate MIs design into the overall building design. Bracing Indicated is to buckling lndlNduol buss web chord members Only. Addiflonol temporary and bracing MOW prevent of and/or permanent Is always required for stability and to prevent callopse with possible personal Injury and properly damage. For general guidance separating the fabrication, storage, delivery, erection and bracing Of husses and truss systems. sxeANSVrPl1 Quality Cifedo. DSB-89 and SCSI Building Component 69N Parke East Bind. Safety mformotbmvo0able from Truss Plate InseNte, 218 N. We Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply LOT 16/5 WATERSTONE T79445009 2254592 A24 SPECIAL 1 1 Job Reference (optional) blIDders i-IrslSource telam Glty, I-L), Plant lily, rl- DDob7, o.z4u s rev. l zuza MI1 e6 mouames, mc. I Ue rev 10 1111 o:J 1 zueu 3x8 \1 Bx12 =- Sx6 � 3.00 12 18 17 6xl2 MT20HS = 5x6 = 9 3x4 = 3.6 = Scala=1:73.7 3x6 = LOADING (psi) 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 Cade FBC2017/rP12014 CSI. TC 0.73 BC 0.87 We 0.64 Matrix-MSH DEFL. in Vall (LL) 0.27 Ved(CT) -0.34 Horz(CT) -0.03 (loc) Well Vd 23 >891 240 23 >725 180 17 n/a i PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 2271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc puffins. BOT CHORD 2x4 SP No.2 *Except' BOT CHORD Rigid ceiling directly applied or 4-9-6 oc bracing. Except: 5-22: 2xB SP 240OF 2.OE, 19-21: 2x6 SP M 26, 8-17: 2x4 SP M 31 6-0-0 oc bracing: 17-19 WEBS 2x4 SP No.3 WEBS 1Row 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 Hoe 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. (Ib) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3391/1822,34=-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_ 1494/30rx4, 23-24=-1469/3036, 22-23_ 912/1676, 5-21=-243/260, 20-21=-1087/1672, 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=-809J1678, 6-20=-1539/980,7-20=-847/1559,7-19=-1105/694, 9-17=-974/257,10-16— 611/424, 10-14=69/365, 9-16=-267/678 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) 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($) 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 709 lb uplift at joint 2, 9051b uplift at joint 17 and 431 Ile uplift at joint 12. 10) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load($) 159 Ib down and 156 lb up at 7-M, and 111 lb down and 197 lb up at 9-0-12, and 111 Ile down and 197 Ito up at 11-0-12 on top chord, and 353 lb down and 124 It, up at 7-1-8, and 92 lb down at 9-0-12, and 921b down at 11-0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. Joaquin Velez PE No.68182 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNING - Verity Ee0lgnpremefemOnd READ NOTES ON THISAND INCLUDED MITEKRUERANCEPAGEMI7473n,K 1010312015BEPORE USE Design valid for use only with MlleldV connectors. This design Is based only upon parameters shown, and Is for on Indlvdual Wilding component. not ��- a truss system. Before use, the building designer must verity the appllcablllty of design parameters and properly Incorporate this design Into the overall bullOingdeslgn. Bracing Indicated is to bucHing of indvidual truss web and/or chord members only. Addtilonal temporary and permanent bracing MiTek' prevent Is always required torsi and to prevent coilopse with possible parsonal Injury and property domage. For general guidance regarding the fai storage, delivery. erection antl bmcbg of trusses and huss systems seeANSWII Quality Ceti DS0419 and SCSI Building Component 6904 Parke East BNtl, Safety Informptionavolloble from Truss Plate institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply LOT 16/5 WATERSTONE T19445009 2254592 A24 SPECIAL 1 1 Job Reference (optional) Builders FIrs1S0urae4ftnt City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 11:15:31 2020 Page 2 ID:3xt7Yd6RbYnXO16Sf6gh)jz4cnz-nR2n2uwCmUvOhRgmZRYwZgFbATiXXItXpNtkzjwJA LOAD CASE(S) Standard 1) Dead +Feel Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-6=-54, 6-9=-54, 9-13=-54, 24-25= 20, 22-24=-20, 19-21=-20, 17-18=-20, 17-28=-20 Concentrated Loads (Ib) Vert: 3=-159(F) 24=312(F) 23=-46(F) 4=-111(F) 31=111(F) 33=46(F) ,&WARNING -Vs UydeslgnPeremerersand READNOTES ON TNiSAND INCLUDED MITEKREFERANCEPAGEMIP7473reir, 14'G%sshS BEFORE USE. Design valid for use only with MIRIM 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 verly the applicability of design parameters and properly Incorporate this design Into Me overall building design.&acing Indicated is to prevent buckling of Individual Muss web and/or chord members only. Atldtional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse AM possible personal Injury and property damage, For general guidance regarding Me fabrication, storage, delivery, erection and bracing of busses and Muss systems seeANSITIPII Quality Creeds, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infomrationavoiloble from Truss mate Institute. 218 N. Lee street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type OIy Ply LOT 1H/S WATERSTONE T19445010 2254592 Sol SPECIAL 1 1 Joh Reference o tional Builders Rrs!SOurce,(Planl City, FL), Plant City, FL - 33567. d 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 16 11:15:32 2020 Page 1 3187ze0m7kz57ad-FdOR70vYz9vLW YGdOU4g475_w7UI RxgS6BYwPAzjwJ9 4x6 = 1.Sx6 STP= 7xIO = 3x6 II 7-10-0 8-p-0 77$12 27-8-0 7-10-0 0- -0 9-5-12 I 10-2-4 Scale-1:56.9 Plate Offsets (X,Y)-- 15:0-4-0.0-3-0],[10:0-6-4,0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 >643 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(CT) -0.01 9 n/a We BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 145 lb FT=20% m. LUMBER - TOP CHORD 2x4 SP No.2 BOT 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-e-0, 6=779/0-8-0 Max Horz 2=317(LC 9) Max Uplift 2=-403(LC 10), 9=-615(LC 10). 6=-460(LC 10) Max Gray 2=350(LC 19), 9=1097(LC 1), 6=823(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-82/361, 4-5=950/744, 5.6=-10891719 BOT CHORD 2-10=-268/149, 9-10=-1020/961, 3-10=-414/468, 6-8=:413/901 WEBS 4-10=-716/255,4-8=-447/843, 5-8— 533/512, 8-10=-14/275 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=S,Opsf; h=15ft; B=45f; 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, Interior(l) 2-7-10 to 7-10-6, Extenor(2) 7-10-6 to 15-9-10, Interior(l) 15-9-10 to 25-0-6, Extedor(2) 25-0-6 to 29-0-0 zone; cantilever left exposed; porch left elglosed;C-C for members and tomes 8 MWFRS for reactions shown; Lumber D0L--1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 lb uplift at joint 2, 615lb uplift at joint 9 and 460 Ib uplift at joint 6. Joaquin Velez PE No.66182 MiTek USA, Inc. FL Cad 6834 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Jab Truss Truss Type City Ply LOT 16/5 WATERSTONE T19445011 2254692 B01A SPECIAL 3 1 Job Reference (optional) Builders FirstSource.(Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1811:15:33 2020 Scale = 1:59.6 4.6 = to 1.5x8 STP= 6.8 = 1.0-0 7-00.0 8-p0 17-fi-5 27-8-0 h-0-0 fi-10.0 0- 20 9-fi-5 10-1-11 Plate Offsets (X,Y)- 12:0-04,Edge1 12:0-14,0-0-21 15:04-0,0-3-01 18:0-4-0.0-3-01.19:0-0-8,0-3-01 LOADING (psf) SPACING- 2-0-0 Cat. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ver(LL) -0.33 B-9 >715 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.47 8-9 >502 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES We 0.87 Horz(CT) -0.05 9 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 136 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOTCHORD 2x4SPNo.2 BOTCHORD WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2 WEBS REACTIONS. (lb/size) 9=949/0-8-0, 6=808/0-8-0, 2=441/04-0 Max Harz 2=314(LC 9) Max Uplift 9=416(LC 10), 6=-496(LC 10). 2- 564(LC 10) Max Grav 9=949(LC 1), 6=920(LC 16), 2--"7(LC 19) FORCES. (lb) - Malt Comp fMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 23=-390/380, 3-4- 318/521, 4-5=-1206/849, 5-6=-1325/805 BOTCHORD 9-11=-381/5B6, 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 Stmctural wood sheathing directly applied or 4-3-13 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 6-8. 6-0-0 oo bracing: 9C 1 1 Row at micipt 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=4.2psh BCDL=5.Opsh h=15ft; B=45ft; L=40h; eave=Sft; 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 7-10-6, Extericr(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-M 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 noncencurrant with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 416lb uplift at Joint 9, 496111 uplift at joint 6 and 564 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: February 18,2020 A& WARNING - Vedrydesleapmsmeferssnd READ NOTES ON THISAND INCLUDED 11017EKREFERANCEPAGEM674Mmv. IDNWI0r5BEFOHE USE Design valid for use only with Mfielt® connectors. lhis design Is based only upon parameters shown. antl Is for on Indivldupi bulltling component, not �'• a truss system. Before use. the building designer must verify Me opploobllily of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated Is to prevent buckling of IndMdual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse whin possible personai Injury and property.domage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemss seeAll i1 Quality Criteria, DSi and BCSI BuadhB Component 6904 Parka East BNd. Safety mformolbrpvai able from Truss Plate Instill 218 N. Lee Sheet, Suite 312 Alexoni VA 22314, Tampa, FL 33610 Job Truss Truss Type WE T79445012 2254592 B01B SPECIAL �Oty 1 Builders FirstSourcejPlam City, FL), Plant City, FL- 33567, 8.240 s Feb 72020 MiTek Industries, Inc. Tue Feb 1811:15:34 2020 Page 1 ID:1930GW BBpX3jR187wOm7kz5?ad-BOW B03wuVm93msODVu68AYBJbpCgvpVIZV11 U3zjwJ7 -1-4o e131-00-0 sa 27--0 29-Do 140 0 -0 ]a-0 -2-0 1-0-0as- Scale = 1:54.6 Axe = 1< o O N 10 0 5x8 = 3xB = BX8 = e-2-0 Plate Offsets (X Y)-- r2:0-2.12 0-1-8] r5:0-4-0 0-3-01 r8.0-3-12 "n 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.25 8-9 >920 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(CT) -0.42 8-17 >559 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.01 6 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 139 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* BOT CHORD 3-9: 2x6 SP No.2 WEBS 2x4 SP No.3 WEBS REACTIONS. (Ib/size) 9=1573/0-4-0, 6=62510-8-0 Max Hor4 9=314(LC 9) Max Uplift 9=-834(LC 10), 6=-334(LC 10) Max Grav 9=1573(LC 1), 6=720(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (16) or less except when shown. TOP CHORD 2-3=-721/832, 3-4=-231/546, 4-5=-762/363, 5-6=-891/319 BOT CHORD 2-11=-701/859, 9-11=-736/598, 3-11=-602/587, 8-9= 200/460, 6-8=95l751 WEBS 4-9=-979/716,4-8=-506/972, 5-8=-530/513 Structural wood sheathing directly applied or 5-2-3.oc puffins. Rigid ceiling directly applied or 5-11-15 oc bracing. Except: 5-3-0 oc bracing: 9-11 1 Row at micipt 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=5.Opsf; h=15ft; B=458; L=40ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-10, Interior(1) 2-7-10 to 7-10-6, Extedor(2) 7-10-6 to 15-9-10, Interior(1) 15-9-10 to 25-0-6, Exterior(2) 25-0-6 to 29-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 9 and 334 lb uplift at joint 6. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 AWARNING-VerifydealgnpammetenendREADNOTESONTHISANDINCLUDEDMITEKREFERANCEPAGEM/F747dmv.IeUT015BEFOREUSE. Deslgn valid for use only with Mirek® connectors. This tleslgn Is based only upon parameters shown, and Is for an IndNlduol building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall building tleslgn. Bracing lntllcated a to buckling of lndivdual buss web and/or chord members only. Motional temporary and permanent bracing WOW, prevent Is always required for stability and to prevent collapse with pose ble personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery. erection and bracing of trusses and hum systems, seeANSUIPiI Quality CMado, DSB49 and SCSI Building Component 6904 Parke East Sho. Safety mformationavollabie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria. VA 22314. - Tampa, FL 33610 Jab Truss Truss Type Oty Ply LOT 16/5 WATERSTONE T79445013 2254592 B06 GABLE 1 1 Job Reference o (lanai munuers rusibourfo lrlam I rL), Main ury, I-L- udpol, 5z8 II 2x4 II 7 6.00 12 3x4 II 6 5 2x4 II 33 2x4 11 4 3 o.Z4u s rep / Lv<u ml I eK InaUsm mc. I ua rea la I1:lsaa LUZU zx4 II bB 2z4 I 9 2x4 II 24 0 Sx8 11 I 2 d1 axlaml ns II 34 1.S.1 STP = bb B-O B 22 21 04 0 z8 II 2 3x4 = 6z12 MT20H5 F a 131a -q 2x4 II 2x4 II N 18 17 16 15 14 3x6 = 1.SxBr5TP= 2x4 II 2x4 II 2x4 I 3C-1Ro= 8.0.0 8-0-8 17-Gs 27-8-0 a.n.n n. a n.sea 1n.i-11 Scala =1:62.7 Plate Offsets (X Y)— j22_Edge 0-0-4] f11:0-3-0 0-3-41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ved(LL) 0.36 22 >276 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.4614-31 >513 180 MT20HS 187/143 BCLL 0.0 Rep Stress lncr YES WB 0.42 Horz(CT) -0.02 19 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matrix-MSH Weight: 186 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=309/0-3-8, 19=1118/0-8-0, 12=765/0-8-0 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 23.24. 25 FORCES. (lb) -Max. Comp✓Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 274/279, 3-4= 258/3DO, 4-5= 256/283, 5-6— 230/476, 6-7=-209/453, 7-8=-943/854, 8-9=-973/803,9.10=-9361752,10-11=-1025,734,11-12=-1140717 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 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf•, BCDL=5.Opsf; h=1511; B=45ff; L=40ft; eave=51t; 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 7-8-13, Extedor(2) 7-8-13 to 15-10-0. Intedor(1) 15-10-0 to 25-0-6, Extedor(2) 25-0-6 to 29-0-0 zone; porch left ellposed;C-C for members and fames 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 tress only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 Ib uplift at joint 2, 561 lb uplift at joint 19 and 474 lb uplift at joint 12. Joaquin Velez PE No.68182 MiTak USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARN/NG-VedfydesignpndmefdreandREADNOTESONMISANDUCLUDEDNREKREFERANCEPAGEM/F14M..146220ISBEFOREUSE. Design valid for use only with NI connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �� s uss system. Before use, me bulltling desthis pusigner must verify Me applicability of design parameters and properly Incorporate s design Into overall building design. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing. MlTek Is always requi red for stability and to prevent collapse Win possible personal Injury and property damage, For general guidance regarding the fobrlcoHon, storage, delivery, erection and bracing of trusses and truss systems. seeANSVWII Quall Cmedo, DSB-59 and BC61 Building Component Sofery Infolmatbnwallable from Truss Plate Institute. 218 N. Lae Sheet Suite 312. Alexanddo, VA 22314. 69W Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 16/5 WATERSTONE T79445014 2254592 C1V SPECIAL 6 1 Job Reference (optional) Builders FirstSource,(Plant City, FL), Plant City, FL- 33567, 8.240 s Feb 72020 MiTek Industries, Inc. Tue Feb 18 11:15:36 2020 Page 1 ID:1930GW BBpX31R187zeOm7kz57ad-70exdy3I OPn79aOdJ8cFzGoKc4gNrdl 1pW7YxzjwJS -1-4-0 0-11-4 1-4.0 0.11-4 Scale = 1:7.6 Plate Offsets (X,Y)-- [2:0-0-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud 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 Ven(CT) 0.00 7 >999 180 SCLL 0.0 ' Rep Stress Incr YES We 0.00 Hom(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-4/10echanical, 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 Grav 3=16(LC 10). 2=158(LC 1), 4=35(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or0-11-4 oc purlins. 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.Ops1; h=158; B=45ft; L=40ff; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 girders) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 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 4lb uplift at joint 3, 181 lb uplift at joint 2 and 14 lb uplift at joint 4. Joaquin Velez PE Nc.68182 MiTek USA, Inc: FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 Job Thus Truss Type Oty Ply LOT 1615 WATERSTONE T19445015 2254592 C3V SPECIAL 6 1 Job Reference (optional) Builders FirstSounck(Plant City, FL), Plant City, FL-33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 18 11:15:36 2020 Page 1 ID:193OGW BBpX3jR187mOm7kz57ad-70ex1y310Pn79aOdJBcFzGoKc3rNld11 pW7YxzjwJ5 Scale =1:12.7 Plate Offsets (X,Y)-- 12:0-0-15.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 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 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Horz 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. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f ; B=45tt; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpj=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi 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 571b uplift at joint 3 and 149111 uplift at joint 2. Joaquin Velez PE Na.68182 MiTok USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING - parity Oealgnpease reanOREADNOTESONTNISANDINCLUDEDallREFERANCEPAGEM6]4TJmv.]DAYlDISSEFOREUSE. • Desgn volld for use any with Mrek®connectors. This design is based only upon parameters shown, and is for an lndlvldual building component, not a than system. Before use, he bullding designer must verify the applicablllty of design parameters and propedy incorporate this design Into he overall curdling design. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent brocing a 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. seeANSI/IPII Quality Criteria, DSB49 and SCSI fsrldIng Component Safety Informalksmovolloble from Truss Plate institute. 218 N. We Street. Suite 312. Alexanddo, VA 22314. MiTek' 6904 Parka East Blvd. Tampa, FL M610 Job s Truss Type pty Ply LOT 1fi/S WATERSTONE T1944SO16 2254592 TC SPECIAL 6 1 Job Reference (ootionall Builders FirstSourcaJI'lant City, FL), Plant City, FL- 33567. 8.240 a Feb 7 2020 MiTek Industries. Inc. Tue Feb 18 11:15:37 2020 Scale - 1:17.6 Plate Offsets (X,Y)- f2:0-0C5,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Well Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ved(LL) 0.05 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 SC 0.37 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WE 0.00 Horz(CT) -0.01 3 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 181b Fr=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=113/Mechanical. 2=262/0-8-0, 4=58/Mechanical Max Hoe 2=185(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Gray 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (Ib) -Max. CompuMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2ps1; BCDL=5.Opsf; h=15ft; B=45ft; 1=40f; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) Yone;C-C for members and forces.& MWFRS for reactions. shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. - 6) Bearing at joint(s) 2 considers parallel to grain value using ANSLITPI 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 112 lb uplift at joint 3 and 161 lb uplift at joint 2. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 3361D Date: February 18,2020 Q WARNING -Varlryd4dpn pamar.lereand READ NOTES ON INS AND INCLUDED M/TEKREFERANCE PAGEMIA7471 mv. 1410s¢015 BEFORE USE. Design valid for use only with IvI connectors. this design Is based only upon parameters shown. and is for on IndMdual building component, not a hum system. Before use, the building designer must verify the applicabllky of design parameters and properly Incorporate this design Into the overall bullding'design. Bracing indicated Is to prevent buckling of lndMduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with passible personal Injury and properly damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and hum systems. weAN3UIPt( Quality CdINb. DSI-69 and SCSI Building Component 69M Parke East Blvd. Safety tntomrationovallable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 16/5 INATERSTONE T19445017 2254592 001 Common 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Feb 7 2020 MITek Industries, Inc. I us i-et) 18 11:15:35 2U20 4x6 = Scale=1:36.5 �d M = 5xs = 3x6 = Plate Offsets (X Y)-- [2:0-6-00-0-21 T6:0-2-12 0-1-81 TB:0-4-0 0-3-41 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 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.35 B-11 >695 180 BCLL 0.0 ' Rep Stress Mar YES WE 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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=81210-8-0, 6=81210-8-0 Max Horz 2=-232(LC 8) Max Uplift 2=-450(LC 10). 6=-450(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1212JB67, 3-4=-928/682, 4-5=-928/682, 5-6=-1212/867 BOT CHORD 2-8=-57611121, 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 pudins. BOT CHORD 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=4.2psf; BCDL=5.Opsf; h=1511; B=45f ; L=408; eave=58; Cat. it; Exp C; Encl., GCpi=0.1 B; MW FRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-10, Interior(1) 2-7-10 to 6-0-7, Extedor(2) 6-0-7 to 13-11-10, Interior(1) 13-11-10 to 17-4-6, Exterior(2) 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) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYPNo.2 crushing capacity of 565 psi. 6) provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4501b uplift at joint 2 and 450 lb uplift at joint 6. Joaquin Veltz,PE No.6BIS2 MiTek USA, Inc. FL Cent 6834 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 Q WARNING -Verify Oeersaparemeters and READ NOTES ON THIS AND/NCLUOEDMREKREFERANOE PAGE M67473rev. f69Y1015 BEFORE USE Design valid for use only with Mirada connectors. This deign b based only upon parameters shown and a for an IndNldual building component, not ��• a truss system. Before use, the bulltling designer must verify the oppilcabllity of design parameters and property Incorporate this design Into the overall bulltling tleslgn. Bracing Indicated b to prevent buckling of lndNltlual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' a always required for stability and to prevent collapse with parable personal Injury and property damage. For general guldonceregarding Me fabrication, storage, delivery, ereeflon and bracing of trusses and Muss systems, seeANSVTPII Qualify Criteria, OSB a9 and 11101 Building Component 69N Parke East Blvd. Safety Infoanattomvallobie from Truss Rafe InsnMe. 218 N. Lee Sheet, Suife 312, Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type City Ply LOT 1615 WATERSTONE T79445018 2254592 D02A GABLE 7 1 Job Reference (optional) Builders RrstSourcojPlant City, FL), Plant City, FL- 33567, 8.240 s Feb 7 2020 MiTek Industries, Inc. Tue Feb 1811:15:39 2020 a Scale = 1:36.6 4,,6 = 18 17 16 15 14 13 12- 2x4 II 2x4 II 2x4 II Sx6 — 2.4 II 2x4 II 20 II Plate Offsets (X,Y)-- 115:0-3-0,0-3-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL In (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TIC 0.28 Vert(LL) 0.00 10 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 n/r 120 BCLL 0.0 ' Rep Stress [nor YES WB 0.10 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 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 puffins. 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. (Ib) - Max Harz 2=-232(LC 8) Max Uplift All uplift 100 Ib 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 Gmv All reactions 250 lb or less atjoint(s) 2, 15, 16, 17, 14, 13, 10 except 18=321(LC 15), 12=321(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 6-7= 96/395 WEBS 5-16=-149/319, 3-18— 232/352,7-14=-147/319, 9-12=-231/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=2h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-7-10, Exterior(2) 2-7-10 to 6-0-0, Comer(3) 6-0-0 to 14-", Exterior(2) 14-0-0 to 17-4-6, Comer(3) 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/rPI 1. 4) 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 psi bottom chord live load nonconcumenl with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) 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 ACC, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) 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 joint(s) 17, 13 except (it=16) 2=170, 16=102, 18=164,14=102,12=154, 10=170. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: February 18,2020 AWARNING •VedlydeelprWher mane dRINOTES ONTHISANDINCLUDEDMREKREFEHANCEPAGENI7varev.I&IMOVf6BEFOREUSE Deagn valid for use only with Mrek® connectors. This design Is based only upon parameters shown, and Is for on individual building component, not �� a huss system. Before use, the bufding designer must verity the apploolsillty of design parameters and properly Incorporate this design Into the overall bullding design. Bracing indicated is to prevent buckling of lndMdual hum web and/or chord members only, Additional temporary and permanent bracing WOW Is always required for stablllfy and to prevent collapse vnth possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPI1 Guollty CMnln, DS349 and 6CSI Building Component 6904 Parke East BNd. Safety mfom allonovoilable from Truss Rate InsBMe, 218 N. Lee Shoat. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1615 WATERSTONE T79445019 2254592 E7V SPECIAL 10 1 Job Reference (optional) Builders RmtSource jPlant City, FL), Plant City, FL - 33567, 3z4 a 8.240 s Feb 7 2020 MTek Industries, Inc. Tue Feb 1811:15:40 2020 Page 1 ID:193OGW BBpX3jR187mCm7kz3?ad-OAtSg7?Z4mGUntgs9DYPpRKGDGgJkkdyRULhizjwJt r� Scale = 1:22.6 Plate Offsets (X,Y)-- 12:0-2-11,0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(L-) 0.21 4-7 >405 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.21 4-7 >388 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Hoa(CT) -0.03 3 n/a Na BCDL 10.0 Code FBC2017[IP12014 Matrix -MP Weight: 25 In FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=167/Mechanical, 2=336/0-8-0, 4=82/Mechanical Max Hom 2=241(LC 10) Max Uplift 3=-166(LC 10), 2=-179(LC 10) Max Grew, 3=200(LC 15), 2=341(LC 15), 4=124(LC 3) FORCES. (go) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; save=5ft; Cat. II; Exit C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with anyother live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI'1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=lb) 3=166, 2=179. Joaquin Velez PE No.68182 MiTek USA, Inc. FL Cod 6634 6904 Parka East Blvd. Tampa FL 33610 Date: February 18,2020 Job Truss Thus Type Oty Ply LOT 1615 WATERSTONE T18445020 2254592 E7VP SPECIAL 7 1 Job Reference (optional) Builders FirstSource!Plan City, FL), Plant City, FL - 33567, 8.240 a Feb 7 2020 MTek Industries, Inc. Tue Feb 18 11:15:40 2020 Page 1 ID:3xt?Yd6RbYnX016Sf6ghjjz4cnz-OAt5g77Z4cvCUm9s9DYPpRJhDFNJkkdyFtULNz)wJ1 -1-4-0 7.0.0 1.4-0 7.0-0 Scale = 1:22.6 Jxu s Plate Offsets (X,Y)— 12:0-6-7.0-0-51 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Verl 0.24 4-7 >347 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Verl 0.22 4-7 >387 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 31 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. REACTIONS. (lb/size) 3=136/Mechanical, 2=336/0-8-0, 4=113/Nlechanioal Max Hou 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joint(s) 2considers 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 joint(s) except (jt=1b) 3=150, 2=307, 4=153. Joaquin Velez PE No.88182 MTek USA, Inc. FL Cert 6634 6904 Parka East Blvd. Tampa FL 33610 Date: . February 18,2020 ,QWARNING-Ver/rydesrgnParamefersend READ NOTES ON MIS AND WCLUDEDMmEKREFERANCEPAGEMM17473nv. utte2af6BEFOREUSE. Design valid for use only with MRekO connectors. This design Is based only upon parameters shown. and Is for an individual bulldIng component, not a hum system. Before use, the bullding designer must ve ify the appllcablllty cf design parameters and properly Incorporate ihls design Into the overall bulldIng design. Bracing Indicated is to prevent buckling of lndlvIduol truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requlred for stabillN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, calvary, erection and bracing of trusses and hum systems. seeANSVIPII Quality Criteria, DSB49 and BCSI Building Component 69N Parke East Blvd. Safety infoenationovallabie from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Alexandtlo. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1815 WATERSTONE T19445021 2254592 HN SPECIAL 3 1 Job Reference o tional Builders FlrstSource�Plant City, FL), Plant City, FL-33567, 3x4 8.240 s Feb 72020 MTek Industries, Inc. Tue'Feb 1811:15A1 2020 Scale-1:22.1 LOADING (psf) SPACING- 2.0-0 CSt. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.09 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.63 Ven(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.34 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 41 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 6-10-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=141/Mechanioal, 2=439/0-8-0, 5=298/Mechanical Max Hom 2=240(LC 8) Max Uplift 4=-170(LC 8). 2= 248(LC 8). 5=-163(LC 5) Max Gmv 4=141(LC 1), 2=439(LC 1), 5=300(LC 3) FORCES. fib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 998/624 BOT CHORD 2-7=-689/933, 6-7=-699/932 WEBS 3-7=0/293,36=-918/685 NOTES- 1) Wind: ASCE 7.10: Vult=160mph (3-second gust) Vasd=124ri TCDL=4.2psf; BCDL=5.Opsh h=15tt; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.6D plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcu Tent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 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 100 lb uplift at joint(s) 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) 67 lb down and 521b up at 1-5-12, 67 lb down and 521b up at 1-5-12, 80 Ill up at 4-3-11, 80 lb up at 4-3-11, and 501b down and 174 Ib up at 7-1-10, and 50 lb down and 1741b up at 7-1-10 on top chard, and 23 lb up at 1-5-12, 231b up at 1-5-12, 11 lb down and 71b up at 4-3-11, 11 in down and 71le up at 4-3-11. and 51 Ito down at 7-1-10, and 51 Ib 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 CASES) section, loads applied to the face of the truss are noted as front IF) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l RS Uniform Loads (pit) Vert: 1-4=-54, 5-8= 20 Joaquin Velez PE No.68182 MTek USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Data: February 18,2020 AWARNIlVerifypaean pemmeters..dREAD NOTES ONTNISANUINCLUDED MITEKREFERANCEPAGEMX74Mhay.la'aLT01SBEFOREUSE, Design valid for use only with Mil connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a hum system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or members only.. Additional temporary and permanent bracing MOW prevent chord Is always required for stability and to prevent collapse wiM possible personal Injury and property damage. For general guidance regarding Me fabrication. Storage. delivery, erection and bracing Of hume5 and truss systems, saeANStTP1 Quarty Colonel. DS049 and BCSI Building CompoDent 69N Pence East Blvd. Soi Informa ionavolloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312. Aiaxandrlo, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 1615 WATERSTONE T19445021 2254592 H7V SPECIAL 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Feb 7 2020 M7ek Industries, Inc. Tue Feb 18 11:15:41 2020 Page 2 IG:193GGW BBp%31RI67ze0m7kz5. ad-UMRquTOBrw135wSM0sknyl zZsdfV261mA5Eu094wJ0 LOAD CASE(S) Standard Concentrateyd Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=-99(F=-50, B=-50) 14=23(F=11. 9=11) 15=-11(F=-5, B=5) 16=-51(F=-25, 8=-25) O WARNING- Vedyydeslgn Mmmefersend READ NOTES ON MIS AND INCILVDED MITEKREFERANCEPAGEMII74" my. 1NAVIe1SBEFOREUSE, —D n vaild for use only wlth MRaI� connectors. Thb deslBn a bosed only upon parameters shown, antl Is for an Intllvkual building component, not a truss system. Before usa, Me bulltllnB tladBnar must verity the applicablllty of tle cre parameters antl propetly Incorporate this tleslBn In the overall bulldlnB deslBn. 7 BraclnB lntllcatetl Bto prevent buckllnB of lntllvldual truss web and/ar chortl members only. Atltllllonal temporary and permanent brOClnB MiTek' IS always requlratl for stability antl to prevent collapse wim possible personal Injury and propery tlomaBe. For BeneroI Bultlonce reBortllnB fha 6904 PeRe East Blvd. fobrloptlon, storage, tlellvery, erection and broclnB of fnnses and buss systems,'aeAN41/IPII GualBv GrsOdp. OSB�9 anC ELSt Euttlhp Camponrrnl Tampa, FL 33810 sohh Informatorrnallable ham Truss Plate InsHMe, 216 N. Lee Sheaf. Sulfa 312. Alexantlda. VA 22 14. Symbols PLATE LOCATION AND ORIENTATION 1 374 Center plate on joint unless x y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of Truss and fully embed Teeth, 171� L7��Forlat�4 x 2 orientation, locate pes 0-1hl' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available In M7ek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION '7 Indicated by symbol shown and/or bracing by Text in the bracing section of the output. Use T or I bracing if Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards AN81/rPil: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: t Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown inftsixteenths t scale) Il-ll (Drawings not to scale) Q c O M U a. 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-1352,ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI7TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-brocing,is always required. See BCSI. 2. Truss bracing must be designed by on 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 taus design to the bulldIng designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear fightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANS171PI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANS17rPl 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purrns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 it, spacing, or less if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, heofih or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSIJTPI 1 Quality Criteria.