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HomeMy WebLinkAboutTrussw 249 Maitland Avenue, Suite 3000 rF 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 ENGINEERING ASSOCIATES November,27, 2019 Building Department Ref: IAdams Homes Lot: Lot 40 Bl-1 Subdivision: Waterstone — Port St. Lucie Address: 5455 Lugo St. Model: 1635 A LHG KA # 19-7727 Truss Company: Builders First Source Date of drawings: 11/6/19 Job No.: 2146407 Wind Speed: 160 Exposure: C Truss Engineer: Walter Finn To whom it may concern, RECEIVED JAN 2 12020 ST. Lucie County, Permltdng 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 Sincerely, Carl A. Brown, P.E. FL. # 56126 `�p``QpBLO Tb No 87864 FL. # 87864 � I / ^`►i1 r • 0 Todd M. Bom, P.E. FL.# 82126 "Doing Business with a Service Mindset and an Eye for Detail" :?Ytl3iV.-,il TO! I U e a—) Im "ue I Si llm • >b/ bJ c 1ad9' i :ulb 91; =13DE11 ' TC M I : +O eq! SUa91 a ""13t rT --r, D zsupmroef uns LCIJ sane u.iln RC tr Icri. rl,' ..1i C •(:ef.F121fe2 bns 91 , 3H A-c CONNECTORS SCHEDULE ROOF TRUSS O ID MODEL ROOF UPLIFT SYM 0 1 A-11 LUS24 / JU524 895 / 635 4901610 1 TU261 THD26 3600/3470 1555/2330TU28 / THD28 4680/6040 2140/2730TU26-2 / THD26-2 3600/3365 2175/2340 +w TU28-2 / THD28-2 4680/6005 348512595 1w I GUS26-2 / THDH26.2 5320/6245 2165 /2740 1 v GUS28-2 / THDH28-2 7460/8025 3235 /3330 +I GUS263 / THDH263 5230 /6245 2155/ 2340 1 n GUS283 / THDH283 7460 / 7836 3235 / 4370HJA26 / HJC26 9100 / 8990 4095 / 4370 X8 HOP CAUTION!!! NOT ATTEI3R TO ERECT SES WITHOUT REFERRING TO -ENGINEERING DRAWINGS AND VENT BRACING MUST BE PRIOR TO LOADING (I.. SHEATHING. ETG) a J:1 PL PJTGH:,o1120P.'6:)•m..l, TOP CHORD SQE: 2 j!176i� BOTTOMCHORDSRE 21t4 OVERHANG LENGTH: 16- END CUT. Plumb CANDLEVER: - MUS9 SPACING: W BUILDING CODE FBC2017 BEARING HEIGHT SCHEDULE PI -AN DATE: 2019 REVISIONS: 1. 1 3. M. V 6, FrstSource 4608 Airport Road Phm CHY. FL M%3 PR (813) 306-13oe F. (813) 005-1301 ,&EVIEWED ❑ REVIEWED WITH NOTATIONS ❑ REVISE AND RESUBMIT ❑ NOT (SE EMANATION) Corrections or comments made on equipment submittals or shop drawings during this review eidon t relieve a draw - tractor from compliance with requirements ings and specifications. This check is only for review of general conformance with the design concept of the F. and general compliance with the information given in the contract documents for confirming and corela sions, selecting fabrication construction, coordinating trades and performing his manner. FL RIDA DESIG Date �? BY. Submittal go. P'00 Project Nanls � ® Lumber design Ades are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 1635_A_3C_10X20 -LOT 40/1 WATERSTONE MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Project Name: 2146407 Model: 1635 Tampa, FL33610-4115 Lot/Block: 40/1 Subdivision: Waterstone-St Lucie County/Ft Pierce Address: 5455 Lugo Street, . City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #`. Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 38 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. M 1 2 3 4 Seal# T18583345 T18583346 T18583347 T18583348 T18583349 T18583350 T18583351 Truss Name A01A A02A A04 A05 A06 A07 A08 A09 A10 B01A B01B B04 C1 Cip civ C3 C3V C5 C5P C5V Date No. 23 24 25 26 28 29 30 31 32 33 34 35 36 38 Seal# T18583367 T18583368 T18583369 T18583370 T18583371 T18583372 T18583373 T18583374 T18583375 T18583376 T18583377 T18583378 T18583379 T18583380 T18583381 T18583382 Truss Name Date D01 D01S D03 E7 E7P E7V F02 F03 H7 H7P K01 K02 K03 L03 L04 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: Finn, Walter 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/TPI 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/rPl 1, Chapter 2. 11/6/19 11/6/19 11/6/19 11/6/19 11/6119 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 11/6/19 JAN Z _. 11/6/19 97. Lucie County, Permitting VEER. P F� Oi •�,\OEN3F�ti',10� No 22839 =-ot STATE OF . 4(/� 'O�F O R 1 %P=�� Walter R Finn PE PY USA, Inc. R. Mf 6904 Parke East Blvd. Tampa R 33610 Date: November 6,2019 Finn, Walter 1 of I Job Thus Truss Type City Ply LOT 4011 WATERSTONE 1 ' T18583345 1635 A 3C 10X20 A01A GABLE 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jig 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:06 2019 3x6 = 5.6 = 20 '" - 18 17 '" .. 10 9 3x4 II 3x4 = 7512S11473 I 192-2-8 181p4 .B8 &6-121--513 3940�S9 7-66 1 76.60 64-3 3x6 = Scale =1:74.1 Plate Ottsets(XY)- [2:0-3-00-3-41 r6:0-3-00-3-01 rl2:0-5-12Edne1 r15:0-6-00-3-01 [34:0-1-110-1-01 [42:0-1-80-1-01 LOADING (pso SPACING- 2-0-0 CSL DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) 0.13 20.45 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.18 20-45 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.85 HOrz(CT) 0.01 15 We n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 281 lb Fr=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. Except: 17-21,5-10: 2x4 SP No.3 10-0-0 oc bracing: 10-12 WEBS 2x4 SP No.3 WEBS 1Row at midpt 5-15 OTHERS 2x4 SP No.3 REACTIONS. All bearings 0-4-0 except (jt=length) 1=Mechanical, 7=0-8-0. (Ib) - Max Harz 1=-421(LC 8) Max Uplift All uplift 100 lb or less atjoint(s) except 1=-327(LC 10), 15=-1054(LC 10), 7=408(LC 10). 13=-346(LC 10) Max Gmv All reactions 250 lb or less at joint(s) except 1=689(LC 19), 15=2243(LC 15), 7=656(LC 16). 13=1076(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2- 1072/679, 2-3=478/410, 34=-292/785, 4-5=-228/690, 5-6=-93/268, 6-7=-890/628 BOT CHORD 1-20=-391/1080, 18-20=-392/1076, 14-15=-180/268, 13-14=-180/268, 12-13=-298/345, 5-12= 267/201, 7-9=-0531724 WEBS 2-20=0/289, 2-18=-793/539, 3-18=-348/471, 15-18=-108/505, 3-15=-1009/920, 4-15=-1080/792,15-35=498/519,5-35=-515/535, 9-12=-369/761, 6-12=-834/635 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=56ft; L=39ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) 0-M to 3-11-3, Interior(1) 3-11-3 to 15.8-13, Extenor(2) 15-8-13 to 23-7-3, Interior(1) 23-7-3 to 36-8-13, Extenor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 ANSUrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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) Bearings are assumed to be: , Joint 15 SYP No.2 crushing Capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi, Joint 7 SYP No.2 crushing capacity of 565 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 327 lb uplift at joint 1, 1054 to uplift at joint 15, 4081b uplift at joint 7 and 346 lb uplift at joint 13. 11) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. end REAONOTES ON TNISANG INCLUDED MD7KREFERANCEPAGEM/F74l3mv. 104112015BEFORE USE :onnectom. IDk desan is based only uoon parameters shown. and Is for an IndMdual bulldina comoonent, not Walter P. Finn PE Na22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33010 Bate: November 6,2019 bracing seat Palle Eeel BNd. Tampa, FL'33610 Job Thus Truss Typo Oty Ply LOT 4011 WATERSTONE � x T18583345 1635_A_3C_10X20 A01A GABLE 1 1 Job Reference (optional builders Flist iourCe (Plant city, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:06 2019 Page 2 I D:gTgg7TJEsU W—xC9MbPEGISz5aQt-FoUXzV 1 ANJ34SDcRJ3HXIBUgtugh6tV75dTG_ByLyop LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo • Vert: 1-2— 54, 24=-84(F=-30), 4-6=-84(F=-30), 6-8=-54, 43-53=-20, 17-53=-50(F=-30), 16-17=-50(F=-30), 12-15=-50(F=-30), 10-11=-50(F= 30), 9-10— 50(F=-30), 9-46=-20 QWARNING-Verify Eeslgnpammetemend BEADNOTES ON INISAND INCLUDED MREKB£FEBANCEPAGEM0.74oarev. T6DY10r5BEFORE USE. Design valid for use only with MaekO connectors, This design Is based ordy upon parameters shown, and Is for on IndNltlual building component, not a MISS system. Before use, the burping designer must verity the applicability of design parameters and properly incorporate Mis design Into Me overall building design. Bracing Indicated Is to prevent buckling of Individual tnss web and/or chord members only. Additional temporary and permanent bracing Is clways required for stabrity and to prevent collapse with possible personol Injury and property damage. For general guidance regarding the fabrication, storage. delivery. erection and bracing of theses and buss Systems seeANSBIPII Ques" Cdfeda, DS349 and SCSI Building Component Safety Informadsmovollable from Trues Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314, MITOW 69M Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Ply LOT 40/1 WATERSTONE 4 s T1B583346 1635_A_3C 10X20 A02A SPECIAL �Qty 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:07 2019 Scale = 1:75.2 5x6 i 0 d I Ira N d 16 .- 14 13 '- 3x6 = 2x4 II 4x6 = 3x4 II Brit 4x12 = 3.00 12 6-4-11 12-10.2 19.0.0 22-2-7 30.1-0 3940 8-0-11 6.5-7 f}1-14 3-2-] V.0 6-6-0 Plate Offsets (X,Y)-- 12:0-3-0,0-3-01 14:0-3-8,0-2-81 r6:0-3-0.0-3-01 [7:0-2-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.54 9-10 >868 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -0.88 9.10 >537 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 HOrz(CT) 0.39 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 223 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except* 13-17,7-9: 2x4 SP Nail WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 1=1462IMechanlcal, 7=1537/0-8-0 Max Hors 1=-421(LC 8) Max Uplift 1=-687(LC 10), 7=-789(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2846/1672, 2-3=-2304/1450, 3-4=-2238/1445, 4-5=-2494/1569, 5-6=-4595/2515, 6-7=-4887/2686 BOT CHORD 1-16=-1295/2637, 14-16=-1295/2633, 10-11=-656/1847. 9-10=-1331/2873, 7-9=-2238/4411 WEBS 2-16=0/265,2-14=-639/437,3-14=-207/185,11-14=-948/2110,3-ll=-226/258, 5-9=-797/1757,6-9=-317/329,4-10=-503/1027,5-10=-11011747,4-11=-426/846 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-11-3, Interior(l) 3-11-3 to 15-8-13, Extedor(2) 15-8-13 to 23-7-3, Interior(1) 23.7-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This Muss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) • This muss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 7 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 7 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 6871b uplift at joint 1 and 7891b uplift at Joint 7. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Welter P. Finn PE No12339 MiTek USA Inc. FL Cad 6634 69U Parke East Blvd. Tampa FL 33010 Date: November 6,2019 O WARNING-VeHlydeagnpammetemand READNOTES ON TNISANDINCLUDEDMREKREPERANCEPAGEM&74ramv. IatUOV158E 011E USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the buliding designer must verity the applicabimy of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury antl property damage, For general guidance regardin"o fabrication, storage, delKiery, erection and bracing of misses and muss systems. seeANSUIP11 Quality CiSedo, DS549 and SCSI Building Component Safety Mformaltonavallobie from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. ��- MiTek' 6904 Parke East Blvd. Tampa. FL 33610 Job Truss Truss Type Ply LOT 4011 WATERSTONE s T1B583347 1635_A_3C 10x20 A03 SPECIAL �Qty B 1 Job Reference (optional) burgers rimstoource team clry, I-L). Pram ury, rL- JJbar, 6.24U S Jul 14201V MI I eK mammas, Inc. Wee NOV IsUB:23:U92U19 rage 1.5x8 STP = m 1r� d Sx8 5 6.00 12 21 4x6 i 4 5.6 4 3 13 12 602 MT20HS= 3.8 = 5xB 3.00 12 22 4xB 6 Scale =1:70.7 5x6 7 1.5x9 STP= 5 23 0 4x6 11 /0 89 m Q = 6x12 M1­201­!S- Id 5x9 &8-0 17-1-10 19-8-0 F 22-2-7 3P8-0 L_ 8-a-n a-s-tn I a.6.7 9.ri.7 R.5.1n R.R.o I Plate Offsets (X Y)-- r2:0-2-6,Edge1, 13:0-3-0,0-3-01, r5:0-3-8,0-2-81, 17:0-3-0,03-01, 18:0-2-6,Edme1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Ved(LL) 0.67 10-12 >708 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.2010-12 >394 ISO MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.93 Hors(CT) 0.61 8 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-AS Weight: 1941b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 1-3,7-9: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 'Except' 11-13: 2x4 SP M 31, 10-11: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. fib/size) 2=1527/03-0, 8=1527/0-8-0 Max Hom 2=-429(LC 8) Max Uplift 2=-791(LC 10), 8= 791(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-12.4-12 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4856/2672, 3-4=-4565/2500, 4-5= 2178/1376, 5-6=-2177/1376, 6-7=4572/2503, 7-8=4863/2674 BOT CHORD 2-13=-2225/4677, 12-13=-1326/2949, 10-12- 1327/2837, 8-10=-2227/4394 WEBS 6-12=-1227/821,6-10=-786/1779,7-10=-315/330, 5-12=-784/1529,4-12- 1305/821, 4-13=-784/1921, 3-13=-303/331 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mp1h; TCDL=4.2psf; BCDL=5.Opsf; h=15ff; B=568; L=39f; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -14-0 to 2-73, Interior(1) 2-7-3 to 15-8-13, Extedor(2) 15-8-13 to 23-7-3, Interior(1) 23-7-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 8t between the bottom chord and any other members. 6) All bearings are assumed to be SYP'N0.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should vedfy capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Its uplift at joint 2 and 791 to uplift at joint 8. 9) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cad 68U 6SU Parke East BHd. Tampa FL 33810 Date: November 6,2019 OwARNINO-Verily design pemmelam and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE MIP74M rev. 10MV15eEFORE USE Design valid for use only with MBekO connectors, this design Is based only upon parameters shown. and Is for an In lvidual building component, not a Muss system. Before use. the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with posable personal Injury and property damage. For general guidance regarding the fabrication, storage: delivery, erection and bracing of trusses and hum system& WoANSUIPII Ca CMsdo, PSa49 and SCSI Building Component 6904 Parke East BNd. Safety mmt faationovailabie from Truss Plate Institute. 218 N. Lee Street2231 Suite 312, Alexandria VA 4. Tampa, FL 33fi1 D Job Truss Truss Type Ply LOT 4011 WATERSTONE 1 x T78583348 1635_A_3C 10X20 A04 SPECIAL �Qty 1 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Inc. Wed Nov 6 08:23:10 2019 Page 1 5x8 6.00 rl2 5x8 i Bx12 MT20HS = 3.00 12 Iva i 5x6 = 5x6 = 5 6 14 13 12 3x4 = 46 = 3x4 = 24 44 7 6xl2 MT20HS = Scale=1:73.5 r 5x6 8 1.5x8 STP = 25 9101g 5x8 20J 0 8-9-0 V1. 19-00 16� ap 24 10 :x480 NM ea-0 I bTi - ae�io 1 a8-10 eao 08-0 Plate Offsets (X Y)-- 12:0-2-6 Edgel 13:0-3-00-3-01 15:0-3-00-2-01 f6:0-3-00-2-01 18:0-3-00-3-01 19:0-2-6 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 Vert(LL) 0.67 11-13 >706 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -1.19 11-13 >395 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Hoa(CT) 0.62 9 rJa n/a BCDL 10.0 Code FBC2017/TPI2014 Mahlx-AS Weight: 202 lb Fit =20% LUMBER - TOP CHORD 2x4 SP N0.2 *Except* 1-3,8-10: 2x4 SP No.t BOT CHORD 2x4 SP No.1 'Eatcept' 11-12:2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-416(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14. 7-13 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4867/2728, 3-4=-4566/2538, 4-5= 2225/1439, 5-6=-1926/1390, 6-7=-2226/1439, 7-8=-4569/2539,8-9=-4869/2729 BOT CHORD 2-15=-2277/4689, 14-15=-1358/2936, 13-14=-703/1926, 11-13=-1358/2836, 9-11=-2279/4401 WEBS 3-15=-312/342,4-15=-788/1930,4-14=-1282/810,7-13=-1206/810,7-11=-790/1774, 8-11=-325/342, 5-14=-4131780, 6-13=-4091788 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 15-0-13, Extedor(2) 15-0-13 to 24-3-3, Interior(1) 24-3-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L--1.60 3) Provide adequate drainage to prevent water pending. 4) All. plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 34-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 lb uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No2N39 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33B10 Date: November 6,2019 O WARNING -Ver/rrdeslgnperamefers antl READ NOTES ON THISANU INCLUDED MGEKREFERANCEPAGE111hT4nrev. 7013/f01SBEFORE USE Design valid for use only wlth MrekO connectors. this design 6 based only upon parameters shown, and Is for an Indl r dual building component, not ��- a hum system. Before use. the buldmg designer must verify the oppllcabYHy of design parameters and properly Incorporate this design Into me overall building design. Bracing Indicated is to prevent buckling of lnONldaal truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways; required for stobYHy and to prevent collapse with possible personal injury and property damage. For general guldonce regarding me fobricanom storage, delivery, erection and bracing of pusses and hum systems, meANSURII QuoTIMyQrtl�lla; DSl and SCSI luldh0 Component 69N Parka East BNd. Sabty mformationwallabie from Truss Plate Institute, 218 N. Lee Street Suite 312 NexanclAo. VA 22314, Tampa, FL 33610 Job Thus Truss Type City Ply LOT 40/1 WATERSTONE I T78583349 1635 A_3C_10X20 A05 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 142019 MiTek Industries, 6 08:23:12 2019 0 Ill MT20HS \\ 12 Bx14 MT20HS 6.00 Scale =1:74.4 4x10 MT20HS % 3.00 12 400 MT20HS o 8-8-0 17-0-0 22-40 308-0 39-4-0 B-B-0 8-0-0 5-0-0 8-0-0 B-B-O Plate Offsets (X,Y)-- [2:0-1-14,Edge), f4:0-3-0,0-3-0], [5:0-2-7,Edge),16:0-2-7,Edge), I7:0-3-0,0-3-0), [9:0-1-14,Edge) LOADING (psf) SPACING- 2-0-0 CSL DEFL in (Joe) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ved(LL) -0.74 11-12 >641 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.2311-12 >385 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horal 0.58 9 War Na BCDL 10.0 Code FBC2017/TPI2014 Matri%-A$ Weight: 193 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-4,7-10: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 7-12 REACTIONS. (lb/size) 2=1527/0-8-0, 9=1527/0-8-0 Max Harz 2=-375(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) Max Gmv 2=1549(LC 15). 9=1549(LC 16) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ito) or less except when shown. TOP CHORD 2-3=-5112/2853, 3-4=-0822/2671, 4-5=-2473/1663, 5-6=-2167/1578, 6-7=-2473/1663, 7-8=-4560/2671, 8-9=-4846/2853 BOT CHORD 2-15=-2390/4889, 14-15=-1554/3333, 12-14=-947/2301, 11-12=-1554/3023, 9-11=-2390/4374 WEBS 3-15=-256/316,4-15=-754/1841,4-14=-1324/775, 5-14=-411/922, 6-12=-411/875, 7-12=-1249/775,7-1 1=-754/1687,8-1 1=-271/316 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=15tt; B=56ff; L=39ff; eave=51t; Cat. II; Est C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Intedor(1) 2-7-3 to 13-0-13, Exterior(2) 13-0-13 to 26-3-0, Interior(1) 26-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage toprevent 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 nohconcument 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 "-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSUiPI 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 791 lb uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad Sill 6904 Parke East BNd. Tampa FL 33610 Date: November 6,2019 ,&WARN/NG- VerHydesignparameferz.d READNOTES ON TN/SANDMCLUDEDMREKREFERANCEPAGEM/H4M.v. faeYlpISBEFOREUSE Design valid for use only with MOek® connectors, Mis design Is based only upon parameters shown. and Is for an IndNldual building component, not ��- a truss system. Before use. Me bullding designer must verity Me appllcablllN of design parameters and properly Incorporate His design into Me overall building design Bracing Indicated is to prevent bucHlng of individual muss web and/or chord members only. Additional temporary and permanent bradng MiTek' Is always required for stabllity and to prevent ccilapse wIM possible personal Injury and property damage. For general gultlonce regarding Me fabrication, storage, delivery. erection and bracing of trusses and muss systems. seeAN61/IPII Gal Cal D3549 and 501 Building Component 9abp m/armatbnavailable mom Truss %ate InsANte. 218 N. lee Sheet Suite 312, Alexandria, VA 22314. 6904 Parka East Blvd. Tampa, FL 33610 Job Truss Thus Type Ply LOT 40/1 WATERSTONE x s T18583350 1635_A_3C_1 W(20 A06 SPECIAL �Qly 1 1 Job Reference (optional) Builders FlrslSource (Plard City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Inc. Wed Nov 60823:132019 q 1 O , 6.00 12 5x8 c 3.00 12 Sx6 = 3X4 = 5x6 = 256 26 7 5x8 = 8-8-D I 160.0 24-4.0 I 30-8-0 39-0-0 8-8-D 6-0.0 R-0-D a-0A a-e-O 28 1.5x8 STP = 5x8 Scale - 1:72.7 Plate Offsets (KY)- [2:0-2-6,Ednel, [4:0-3-0,0-3-01, [5:0-4-0,0-2-81, [7:0-4-0,0-2-e1 TB:D-3-0,0-3-01 [10:0-2-6 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) 0.63 12-13 >754 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Ved(CT) -1.00 13-15 >473 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 H0rz(CT) 0.62 10 We n/a BCDL 10.0 Code FBC2017frP12014. Matrix -AS Weight: 201 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.i WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15.8-13 REACTIONS.-(lb/size) 2=1527/D-8-0, 10=1527/0-8-0 Max Horz 2=335(LC 8) Max Uplift 2=-791(LC 10). 1 D=-791(LC 10) FORCES. (III) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-4862/2898, 3-4=-4696/2850, 4-5=-2813/1852, 5-6=-2471/1772, 6-7=-2471/1772, 73=-2813/1852,8-9=-4623/2850, 9-10=-4783/2898 BOT CHORD 2-16= 2426/4620, 15-16=-2230/4330, 13-15=-1297/2565, 12-13=2230/4082, 10-12=-2426/4311 WEBS 4-16=-535/1229, 4-15=-1917/1121, 5-15=455/926, 6-15=-318/160, 6-13=-318/159, 7-13=455/927,8-13=-1787/1121,8-12=-535/1142 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opst h=15ft; 13=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18;.MW FRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 11-0-13, Exterior(2) 11-0-13 to 18-11-3, Inte ior(1) 18-11-3 to 204-13, Exterior(2) 20-4-13 to 28-3-3, Interior(1) 283-3 to 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and forces B MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3).Provido adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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) All bearings are assumed to be 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 791 Ib uplift at joint 2 and 791 lb uplift at joint 10. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Welter P. Finn PE No.22809 MiTek USA Inc. FL Cad 6614 6904 Parke East Blvd. Tampa FL 30610 Date: November 6,2019 ,&WARNING - VerBydeslBnymameferaend READNOTES ON MIS AND INCLUUEDMfrEKHEFERANCEPAGEMIL747arvv. 14031e15BEFORE USE Design volld for use only with MOekO connectors. Thu design Is based any upon parameters shown, and Is for an individual building component, not a buss system. Before use, the building designer must verify the appllcoblllN of design parameters and properly Incorporate this design Into Me overall bullding design. Bracing Indicated is to prevent buckling of Individual Muss web and/or chard members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding Me fabrication. storage, delivery, erection and bracing of trusses and hum systems. seeANSVIPII Cua®y Calera, D3849 and 301 building Component 69N Parke East Blvd. Safety Informatlown loble from Truss Plate Irtttitute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oly Ply LOT 4011 WATERSTONE 4 T78583351 I635_A_3C 10X20 A07 SPECIAL 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Nov 6 08:23:15 2019 Page 1 ID:gTgg7TJEsUW_xC9MbPEGISz5aQ1-UWX�aBpXHColwNWSxe95MImXgVjz7SXX9EoAyLyog 880 I 266--84-.00 3-60-0 3930 to - IS 53 65-0 5-4 72 &q 1-0-0� 6.00 12 5xe = 3x4 = 5xB = 4 23 24 5 25 266 3x4 = 5xB % 3.00 12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ver(LL) 0.66 10-11 >716 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.00 11-13 >472 180 MT20HS BCLL 0.0 ' Rep Stress Inch YES WB 0.83 Hom(CT) 0.63 8 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 1871b LUMBER- . BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 1-3,7-9: 2x4 SP Ne.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 *Except* 2-14,B-10: 21 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (IWsize) 2=1527/0-8-0, 8=1527/0-8-0 Max Horz 2=-294(LC 8) Max Uplift 2=-791(LC 10), 8=-791(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4814/2973, 3-4=-4578/2911, 4-5=-2992/2041, 5-6=-2992/2041, 6.7=-4578/2911, 7-8=-4814/2974 BOT CHORD 2-14=-2492/4440, 13-14=-1448/2788, 11-13=-1698/3163, 10-11=-1448/2788, 8=10=-2492/4341 WEBS 3-14=-320/355,4-14=-1068/1956,4-13=-148/517,5-13=-380/265,5-11=-380/265, 6-11=-148/517,6-10=-1067/1831,7-10=-327/355 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=42psh BCDL=5.Opst h=15ft; B=56ft; L=3911t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interier(1) 2-7-3 to 9-0-13, Exterior(2) 9-0-13 to 16-11-3, Intedor(1) 16-11-3 to 224-13, Exterfor(2) 224-13 to 30-3 3, Intedor(1) 30-3-3 to 36-8-13, Extedor(2) 36-8-13 to 40-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 nonconcunent 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVrP11 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 791 Its uplift at joint 2 and 791 lb uplift at joint 8. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Scale = 1:72.7 SxS m 6 0 0 6 GRIP 244/190 187/143 FT=20% Wafter P. Finn PE No12839 MRek USA, Inc. FL Cad Ill 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 QWANN/N6.Vedlydeslgnparomerereend READNOTE50N TNAS AND INCLUDED MREKNEFERHNCE PAGE MIF7473mx 10N3OeI50EFORE USE Deslgn vclld for use only wlm MreMieconnectors. This design is based oNy upon parameters shown, and Is for an Individual bulltling component, not ��- a hum system. Before use, the building designer must verily the oppllcoloin of design parameters and properly Incorporate this design Into the overall bulltling design. Bracing Indicated is to prevent buckling of lndNldual huss web and/or chord members only. Addtional temporary and permanent bracing MOW Is always required for stablllty and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and hum systems, seeANSVMII QUO' Creeds. DS349 end SCSI Building Component 6904 Parke East Blvd. Scifely InformptionavaYoble from Tnha Plate Institute. 218 N. Lee Sheet Suite 312, Alexandra, VA 22314. Tempe, FL 33810 Job Truss TrussType - oft, Ply LOT 4011 WATERSTONE 1 T78583352 1635_A_3C 10X20 ADS SPECIAL 1 1 Job Reference (national) ounuers rirsmaurce jriam Illy, ry, ram ury, rL- aaabr, b.24U s Jm 142U1Y MI IeK InaWInes. mC. Wea Nov a Ue:2J:1b 2Ula 5x6 = 4 6.00 12 2x4 3 1.5x8 STP = 22 2 y1 d 5x6 3.00 12 2x4 11 5x6 = 5x6 = 24 25 5 6 26 27 7 3x4 = 29 1.5x8 STP= 5x8 Scale = 1:71.4 LOADING (psf) TO 20.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 1.00 SC 0.97 WB 0.56 Matrix -AS DEFL. in (loc) Vdefl Ud Von ULL) 0.78 14 >604 240 Vert(CT) -1.15 14-15 >409 180 Horz(CT) 0.68 9 Na Na PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 19016 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD .Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-15;9-11: 2x4 SP No.1 , WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) - 2=1527/0-8-0, 9=1527/0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-791(LC 10), 9=-791(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4843/3074, 3-0=-4552/2822, 4-5=-3951/2613, 5£=-3951/2613, 6-7=-394812611, 7-8=-4552/2822, 8-9=-4843/3074 BOT CHORD 2-15=-2597/4414, 14-15=-1747/3231, 12-14=-2158/3959, 11-12=-1747/3231, 9-11=-2597/4371 WEBS 3-15=-307/374, 4-15=-751/1516, 4-14=-488/993, 5-14=344/337, 6-12=AO5/339, 7-12=-485/988,7-11=-751/1465,8-11=-317/374 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh, h=15ft; B=561t; L=39ft; eave=5ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 7-0-13, Ex1edor(2) 7-0-13 to 14-11-3. Interior(1) 14-113 to 24-4-13, Exterior(2) 244-13 to 3233, Interior(l) 32-3-310 36-8-13, Exterior(2) 36-8-13 to 40-8-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791111 uplift at joint 2 and 791 Ili uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum Walter P. Finn PE NoM39 MiTek USA Inc FL Cart 9634 sheetrock be applied directly to the bottom chord. 6904 Parke East Blvd. Tampa FL 93810 Date: November 6,2019 0 WARNWG.Vedtydeslgrpenmelmear4READNOTES ON MIS AND INCLUDED MR KREFENANCEPAGEM67473me laTYA158EF0RE USE Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and is for an Individual burcling component, not ��- a tun system. Before use. the budding designer must verity, the appllcablllty, of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of lndvIdual U nweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stcbltry, and to prevent collapse with possible pawnor Injury and property damage. For genard guidance regarding the ue Criteria. DS6d9 end 6G316uidhp Component6904 fabrication storage, delivery, erection and bracing of trusses and truss systems. seeANSVIPII Quo" Parks East BN4. SafetyNlermelbrwollable hem truss Plate Institute, 218 N. Leo Sheet. Suite 312. Alexandra VA 22314. Temps, FL 33610 Job Truss Truss Type Oty Ply LOT 40/1 WATERSTONE s r T18583353 1635 A_3C 10X20 A09 SPECIAL 1 1 Job Reference (optional) bu iaers rrrstbource (clam Ulty, ry, rlam ury, rl_-:use/, 8.240 s JN 14 zun u MI I ex Indusines. mc. wed Nov b OU:23:17 2019 Scale =1:71.4 6z12 MT2011So 6xl2 047`2011S� • 2x4 II 5x8 = 6.00 12 4 24 2526 5 6 2728 29 7 2z4 C 2x4 G 3 8 0 23 30 1.5.8 STP= a 22 31 1.5x8 STP= m 2 15 14 13 12 11 910 d1 6x1261T20HS= Sz8=4x10 MT20HS= 4z6:= 6xl2 MT21HS= iqm 5.8 3.00 12 Sx8 B-B-O 15.8-15 23-7-1 30.&0 L 4:-0 R.0.n Lads 9.1 n.1 T-0d5 P.n.a Plate Offsets (X Y)- [2:0-2-6Edgel [6:0-4-0 03-0][9:0-2-6 Edge] LOADING (psQ SPACING- 2-0-0 CSI. DEFL• in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 1.00 12-14 >470 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.4912-14 >317 180 MT20HS 187/143 BCLL 0.0 Rep Stress [nor YES W B 0.98 Horz(CT) 0.76 9 file n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 184111 FT=20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ielsize) 2=1527/0-8-0,9=1527/03-0 Max Herz 2=-212(LC 8) Max Uplift 2=-791(LC 10). 9=-791(LC 10) BRACING- . TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at micipt 6-14 FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4793/3044, 34=4615/2897, 4-5=-5461/3481, 5-0=-5461/3481, 6-7- 5453/3475, 7-8=-4615/2897, 8-9=4793/3043 BOT CHORD 2-15=-2560/4319, 14-15=-2173/3968, 12-14=-3089/5476, 11-12=-2174/3970, 9-11=-2559/4319 WEBS 4-15=-623/1216,4-14=962/1711, 5-14=-403/408, 6-12=-445/410,7-12=-954/1701, 7-11=-622/1189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-7-3, Interior(1) 2-7-3 to 5-0-13, Extehor(2) 5-0-13 to 12-11-3, Interior(1) 12-11-3 to 26-4-13, Exterior(2) 264-13 to 34-33, Interior(1) 343-3 to 36-8-13, Exte ior(2) 36-8-13 to 40-8-0 zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 791 Ib uplift at joint 2 and 791 lb uplift at joint 9. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No22839 MRek USA, Inc. FL Cad 8634 99U Parke East Blvd. Tampa FL 33610 Date: November 6,2019 A WARNING -Ved/ydee9r; paramefers.d READ NOTES ON TNISANDINCLUDED MREKREFERANCEPAGENe-7473mv. massacre BEFORE USE Design valid for use only with MOek®conneators. Th6 design Is based only upon parameters shown. and Is for on Individual building component, not ��- a truss system. Before use, me building designer must verity the applicablllty of desgn parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of IndNltlual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stabIIIN and to prevent collapse with possible personal INury and property damage. For general guidance regarding the fabrication, storage, delivery. election and bracing of trusses and truss systems, seeANSVilps Quality criteria, D3349 and SCSI SWdbp component 69N Parke East Blvd. totally InfonnalbrnvoJable from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type pry Pty LOT 4011 WATERSTONE e 1 T78583354 1635 A_3C_10X20 A10 SPECIAL 1 3 Job Reference (optional) Builders RisiSource (Plant City, FL), Plant City, FL-33567, Ju1142019 MiTek Industries, Inc. Wed Nov 6 08:23:19 2019 Scale=1:71.4 6x8 = 2x4 11 4x6 = 7x10 = 2x4 11 6.5 = 6.00 52 4 25 5 26 6 7 27 8 28 9 3x8 % 3.00 12 46 x 7-48 12-1-12 17-1-7 22-2.9 27-2-15 31-11-8 39-4-0 7-4-8 4-9-4 4-01-11 'r1-2 5-0-6 4-8-9 7-0-8 Plate Offsets ().Y)-- [2:0-0-10,Edgel, [4:0-2-4,0-4-01, [7:0-5-0,0-4-8L [9:0-2-8,0-4-0], [11:0-0-14,Edgel, [13:0-0-12,0-3-0]: [18:0-4-12,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) VcIefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.46 Ved(LL) 1.12 15-16 >421 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -1.3815-16 >341 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO W B 0.63 Hoa(CT) 0.57 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 624111, FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except* . 4-7,7-9: 2x6 SP No.2 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (Ib/size) 2=301810-8-0, 11=3018/0-8-0 Max Horz 2=-170(LC 6) Max Uplift 2=-1779(LC 8), 11=-1779(LC 8) Max Grav 2=3475(LC 13), 11=3475(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-11253/5484, 3-4=-12538/6080, 4-5=-16925/8460, 5-6=-16921/8454, 6-7=-19216/9674,7-8=-16755/8435,8-9=-16759/8440,9-10=-12409/6079, 10-11=-11148/5484 BOT CHORD 2-18=-4848/10339, 17-18=-5566/12012, 16-17=-9456/19259, 15-16=-9414/19137, 14-15=-9421/19124,13-14=-5564/11757,11-13=-4846/10118 WEBS 4-18=4406/3383,4-17=-2823/5436,5-17=-785/635, 6-17=-2550/1314,6-16=0/296, 7-15=0/295,7-14=-2520/1299,8-14=-793/633,9-14=2808/5409, 9-13=-1405/3326, 3-18=-748/1660,10-13=-756/1681 NOTES- 1) 3-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 -1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 17-4 2x4 - 1 row at 0-9-0 oc, member 5-17 2x4 - 1 raw at 0-9-0 ad, member 17-6 2x4 -1 row at 0-9-0 oc, member 6-16 2x4 - 1 row at 0-9-0 ad, member 16-7 2x4 -1 row at 0-9-0 oc, member 7-15 2x4-1 row at 0-9-0 oc, member 14-7 2x4 - 1 row at 0-9-0 oc, member 8-14 2x4 -1 row at 0-9-0 oc, member 14-9 2x4 -1 row at 0-9-0 oc, member 3-18 2x4 - 1 row at 0-9-0 oc, member 10-13 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ABC 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2pst; BCDL=5.Opsf; h=15ft; B=56ft; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.IS: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 8) ' 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. 9) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 10) Bearing at)oint(s) 2, 11 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify Wafter P, Finn PE No12839 31Rek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 AWARN/NG-Verdydesfmsparemeters dREADNOWSOMMS6 DPICLUDEDMREKREFERANCEPAGEM*74".v.10N1¢015BEFOREUSE Design valid for use only with MBekG connectors. missesign dI3 based only upon parameters shown. and Is for an Individual building component. not �1' a truss system. Before use. me building designer must verity me cpth pllcalailly of design parameters and properly Incorporate this design Into e overall building dedgn. Bracing Indicated is to prevent buckling of lndviduol 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 th damage. For general guidance regarding e recreation, storage, delivery. erection and bracing of trusses and truss systems. seeANSU1P11 Goa11M Cmodo. DS349 and SCSI BW dYrO Component Si a0ormoxllo ailable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22514. 69N Parke East BNd. Tampa, FL 33610 Jab Truss Thus Type Oty Ply LOT 40/1 WATERSTONE t r T78683354 1635A3C_10X20 A10 SPECIAL 1 �] 3 Job Reference (option Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Nov 6 08:23:19 2019 Page 2 ID:gTgg7TJEsU W-xC9MbPEGISz5aO1-MlnShvBKbViE W D681HOaKKW5J81mfp81587SrayLyoc NOTES- 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17791b uplift at joint 2 and 17791b uplift at joint 11. 12) Girder carries hip end with 7-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 7331b down and 321 Its up at 32-4-0, and 7331b dawn and 321 lb up • at 7-M on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead+Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 4-9=-113(F=-58), 9-12=-54, 19-29=-20, 18-29=-02(F= 22), 13-18=-42(F=-22), 13-30=-42(F=-22), 22-30=-20 Concentrated Loads (lb) Vert: 29=-475(F) 30=-475(F) A WARNING-Veritydesignpemmetemend READ NOTES ON TNISANDINCLUDED MITEKREPERANCEPAGEMi47473me. 1DV3aV156EI`ORE USE Design valid for use only with Mirea connectors. Phis deilgn is based only upon parameters shown, and is for on IndMducd buHding component, not ��- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall biAlding design. Bracing indicated Is to prevent buckling of Inc Nidual Muss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse win possible posenol injury and properly damage. For general guidance regarding the MiTek' fabrication, storage, delivery. erection antl bracing of trusses and truss systems, seeANSVTPII Qwd Criteria. DSB-69 and SCSI Building Component 69N Parke East Blvd.Safety Informatbrpvailable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 2214. Tampa, FL 33610 Job Truss Truss Type Ply LOT 4011 WATERSTONE T18583355 1635_A_3C 10X20 BOLA COMMON �Qly 5 1 Job Reference o tional ou iaers rlrslbource trlam ary, i-L1, rnanr ury, rL-a bb/, S Jul 142019 MI I ex Industries, Inc. Wed Nov 6 08:23:19 2019 Pagel 9bPEGISz5aO1-MlnShxBKbViEW D681HOaKMN7LBELfuP1 S87SxrryLyoc 4-3-11 3.10-12 1-9-9 1.9.9 3-10-12 3x4 4 3X8 G 3xB C 3 5 6.00 12 18 19 20 2 11 21 10 9 3x4 = 4x8 = 3x4 = 314 = Scale - 1:35.8 2x4 6 20 7 m 1.Sx8 B �d e e e 3x4 = Plate Oftsets(XY)-- [1:0-1-40-0-2114:0-2-150-1-81 LOADING (psf) SPACING- 2-041 CSI. DEFL. in (lac) Vdefl IJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(L-) 0.32 9-11 >756 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.50 9-11 >480 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.30 Horz(CT) 0.04 7 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 91 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=908/Mechanical, 7=965/0-8-0 Max Horz 1=-219(LC 8) Max Uplift 1=-430(LC 10), 7=-509(LC 10) Max Grav 1=951(LC 15), 7=1007(LC 16) FORCES. (Ib) - Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1872/1323,2-3=-1758/1291,5-6=-1752/1251,6-7=-1866/1274 BOT CHORD 1-11=-1038/1786, 9-11=-675/1252, 7-9=-97S/1610 WEBS 6-9=-255/230, 2-11=-261/287, 3-5=-1121/993, 3-11= 389/759, 5-9=330!/55 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=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=391t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 4-2-9, Interior(1) 4-2-9 to 6-0-13, Exterior(2) 6-0-13 to 13-113, Interior(1) 13-113 to 17-0-13, Exterior(2) 17-0-13 to 21-0-0 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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 1 and 509 Ib uplift at joint 7. 7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 11-12=-20, 9-11— 60, 9-15= 20 WafterP. Finn PE No12839 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 Q WARNWG-Ver/rydes/SRpanmerenand READ NOTES ON TNISANDINCLUOEOMP KREFERANCEPAGEMLL74M.. 10102crO1SBEFOREUSE. - Design volld for use only with Ni connectors. This Design Is based only upon parameters shown. and Is for an IndMdual 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 prevent buckling of IndMtlual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse w5M possible personal Injury and property damage. For general guidance regording me fabrication, storage. delivery. erection and bracing of musses and truss systems, seeANSVIPII Qua,m�sy. Cdfedu, DSB-09 and SCSI Building COmlaonont 6904 Palle East Blvd. Safety In/ommNOnavailoble mom Truss Rate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Thus Truss Type Ply LOT40/1 WATERSTONE e r T78583356 1635 A 3C 10X20 BOIS �Qty COMMON 3 1 Job Reference (optional) Student First5ource (Plant Ulty, FL), Plant Guy, FL- 33557, 4-3-11 8-2-7 r 4.3-11 I 3-10.12 3X8 4 3 6.00 12 18 2x4 2 t 11 21 3x4 = 3x4 = 8.240 S J0114'2UIU ai I ek Industries, Inc. WOO NOV 8 08:23:21 2019 Page 1 ID:gTgg7TJEsUW_xC9MbPEGISz5a01-IguC6dCa77y)dXFXti22PMbTrxvp7ovKvScYOgyLyoa 11-&9 15-8-5 IS-8-0 21-0-0 1-9-9 &10-12 A110, 1-4-0 Scale=1:35.8 3x4 O 4 3xB 5 19 2x4 6 20 7 1.5x8 8 �g 10 9 d 4x6 = 3x4 = 3x4 = Plate Offsets (X Y)-- 11:0-1-4 0-0-21 f4:0-2-15 0-1-8f LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.32 9-11 >756 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.50 9-11 >480 ISO BCLL 0.0 ' Rep Stress Incr YES WE 0.30 Horz(CT) 0.04 7 Na Na BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 91 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=908IMechanical, 7=965/O-8-0 Max Hoe 1=-219(LC 8) Max Uplift 1=-430(LC 10), 7=509(LC 10) Max Grav 1=951(LC 15), 7=1007(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 1-2_ 1872/1323, 2-3=-1758/1291, 5-6=1752/1251, 6-7=-1866/1274 BOT CHORD 1-11=-1038/1786, 9-11=675/1252, 7-9=.975/1610 WEBS 6-9=-255/230, 2-11=-261/287, 3-5=-1121/993, 3-11=-3891759, 5-9=-330r755 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Extedor(2) 0-0-0 to 4-2-9, Interior(1) 4-2-9 to 6-0-13, Extedor(2) 6-0-13 to 13-11-3, Intedor(1) 13-113 to 17-0-13, Extedor(2) 17-0-13 to 21-0-0 zorl for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed fare 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, with BCDL=10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4301b uplift at joint 1 and 5091b uplift at joint 7. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4-8=-54, 11-12=-2q 9-11=-60, 91 Walter P. Rnn PE No22639 MiTek USA, Inc. FL Cad 6634 69M Parke East Blvd. Tampa FL 33610 Date: November 6,2019 Qwiftryi Vedlydeel9npammefersand BEAD NOTES ON TNISANO INCLUDED M?KREFERANCEPAGEM67473.v. leT120ISBEFOBEUSE Design valid for use only with Miler connectors. This tleslgn Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must veafy the applicability of design parameters and property Incorporate this tleslgn Into the overall building design. Bracing indicated is to prevent buckling of lntlNldual truss web antl/or chord members only. Additional temporary and permanent bracing MiTek' e always required for stability and to prevent collapse with possible personai Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, weANSVIPII Quality CM(eb. DSO419 and SCSI Building Component Sally mfomtrdionwallable from Truss Plate Institute, 218 N. Lea Sti Suite 312. Alexandria, VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type s s City Ply LOT 4011 WATERSTONE T785B3357 1635_A_3C 10X20 B04 GABLE 1 1 Job Reference (optional) Builders FirsBource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:22 2019 a Scale=1:36.6 46 Q le 17 le 15 14 13 12 `M' - 2X4 II 2.4 II 2x4 11 20 II SX6 - 2X4 11 2X4 11 20-0-0 20-o-0 w �d Plate Offsets (X,Y)-- f6:0-3-2,0-2-01. f14:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.00 10 Nr ISO 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 Incr YES WB 0.10 Horzi 0.01 10 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 20-1 (lb) - Max Horz 2= 232(LC 8) Max Uplift All uplift 1001b or less atjoint(s) 17,13 except 2=-170(LC 10), 16- 102(LC 10). 18= 154(LC 10). 14=-102(LC 10), 12=-154(LC 10). 10=-170(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 2, 15. 16, 17, 14, 13, 10 except 18=321(LC 15), 12=320(LC 16) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/395, 61 WEBS 5-16= 149/319, 3-18=-232/350, 7-14=-147/319, 9-12=-231/350 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=56f ; L=39ft; eave=2H; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Comer(3) -1-4-0 to 2-7-3, Exterior(2) 2-7-3 to 6-0-0. Comer(3) 6-0-0 to 14-0-0, Exterior(2) 14-0-0 to 17-4-13, Comer(3) 17-4-13 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 ANSUTPI I. 4) Gable requires continuous bottom chord beading. 5) Gable studs spaced at 2-0-0 Do. 6) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle M-O 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 conode the plates. If ACO, 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 Ni crushing capacity of 565 psi. 10) Provide mechanical conneci (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 17, 13 except 61=11b) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. Walter P. Finn PE No12839 MiTek USA, Ina FL Cott 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 AWARNING- Verdyd6Vgnparemefereand BEAD NOTES ON TN/SAND INCLUDED MITEKREFERANCEPAGEMIL74TJxex. restrains BEFORE USE Design valid for use only Win Mrei connectors. rit s deslgn Is Mod only upon parameters shown. and Is for on individual building component, not a true system, Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Ii and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of musses and buss systemi seeANSUIPl1 sal" Cfflei DSB-89 and BCSI Building Component Wally Informatimlovalloble from Truss Plate Institute, 218 N. We Sheet Suite 312, Alexandra. VA 22314. MiTek- 6904 Parke East Blvd. Tampa, FL 31 Job Truss Truss Type OIy Ply LOT 4011 WATERSTONE 1 T78583358 1635 A 3C_IOX20 C1 JACK 4 1 I Job Reference (optional) ounuem r1macuurce Leant spry, rLh ream spry, rL - 4Da01, 8.24USJW14ZUle MIIeKInaDalnes.Inc. WBONOV bUtl:23:232U19 a Scale =1:7.6 Plate Offsets (X,Y)-- (2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL TO Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Shares Incr YES WB 0.00 Hoa CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SO No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 3=-4/Mechaniml, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-196(LC 10), 4=-14(LC 1) Max Grav 3=23(LC 10), 2=158(LC 15), 4=43(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=15h; 8=56h; L=39ft; eave=511t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; parch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001to uplift at joint(s) 3.4 except (jt=lb) 2=196. Waher P. Finn PE No.22839 NITek USA, Inc. FL Cart 6634 $904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 Q WARNING - Vedlydas/Sn parameM. and READ NOTES ON TNISAND INCLUDEDAVTEKREFERANCEPAGEMII.7473 rev. IOm320159EFOREUSE. • Design Valid for use only with MKelw connectors. This deslgn is based only upon parameters shown, and is for onlndividualbuilding component, not a fiuss rystem. Baton use, me bulltling tleslgner must veON the appllcabalN of designparameters and propery Incorporate ruts tledgn into the overall building tledgn. &acing lndlcatedato prevent buckMg o}IntlNidualfruss web ontl/or chord members only Addinonal temporary and permanent bracing Is always requlretl far stablllN antl to prevent collapse witn possible personal Injury antl property tlamage. For general gultlance regarding the fobncatlon. storage, d.".Iv erection ontl bracing of tenses and buss systems, seeAN91/IP11 Gue18NNs.. Crust . DS0419 ontl aL31 Su1db0 Component Sed.ty m/olma8onwollob,. from Truss Plote InsnMe. 218 N. Lae Street Suite 3,Z AtexondrlO. VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply LOT 40/1 WATERSTONE T18583359 1635A3C_10x20 C1P Jack -Open Truss 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MTek Industries, Inc. Wed Nov 6 08:23:23 2019 Page 1 ID:gTgg7TJEsUW_cC9MbPEGISz5a01-F3Oz%JEgfkCf_gPw_75W UnhrRlnhbm?dNm5f5iyLyoY Scale = 1:7.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(CT) 0.00 5 >999 180 SCLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP Weight: 5 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-3/Mechanical, 2=158/0-4-0, 4=-15/Mechanical , Max Horz 2=79(LC 10) Max Uplift 3=-6(LC 7). 2=-213(LC 10). 4=-23(LC 15) Max Gray 3=15(LC 10). 2=158(LC 1), 4=32(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. _ NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0ps1; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & 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.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 he uplift at joints) 3, 4 except at=lb) 2=213. Wafter P. Finn PE NoI2639 MTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: November 6,2019 AWARNING- Ved1y&VE.par4mem sand READ NOTES ONTN/SMIDINCLUDED MmEKREFERANCEPAGEM4J47drey 10=015BEFOREUSE Design volld for use only with MTTsk® connectors. This design Is based only upon parameters shown, and Is for an Individual butdIng component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall bulldingtlesign. Bracing Indicated is to prevent buckling of Individual mass web and/or chard members only. Additional temporary and permanent bracing Is always required for stobllry 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. seeANSITIPIt CUOMMy CMnb. DSB-0P and 1IL31 Bu9tlhD Companmt Sabty mfommllar avalloble from Truss Rate InAlule, 218 N. Lee Street Suite 312, Alexonddo. VA 22314. WOW 69U Parke East BW. Tampa. FL 33610 Jab Truss Truss Type I OtY Ply LOT 40/1 WATERSTONE T78583360 1635_A_3C 10X20 Civ SPECIAL 4 1 Job Reference (optional) Builders Firm5ource (Plant City, FL), Plant City, FL- 33567. LOADING (psf) SPACING- 2-0-0 C51. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-4/Mechanical, 2=158/0-8-0, 4=-14/MechanimI Max Horz 2=79(LC 10) Max Uplift 3=-4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Grev 3=15(LC 10), 2=158(LC 1), 4=35(LC 10) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. 8.240 s Jill 142019 MiTek Industries, Inc. Wed Nov 6 08:23:24 2019 Pagel ID:gTgg7TJEsU W_xC9MbPEGISz5a01-j FaLk(ET02KW c_6Yrc11_DOB97xKD FmbOgDd9yLyoX Scale =1:7.6 DEFL in (loc) Well L/d PLATES GRIP Verfti 0.00 7 >989 240 MT20 244/190 Ved(CT) 0.00 7 >999 180 Horz(CT) 0.00 2 n/a We Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-0-0 Do bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasdi 24mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Eaga C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip 13011=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcumant 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 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing Capacity of 565 psi. 5) Refer to girders) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to groin 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 Ito uplift at joint(s) 3, 4 except (jt=11a) 2=181. Water P. Finn PE No22639 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 Q WARNING -Vedly design peremelereend READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1-7473 rev. IIGN.T/2p15 BEFORE USE Design valid for use only wan MGek® connectors, This design Is based only upon parameters shown. and Is for an individual bullding component, not 0 tnob system. Beforeus6, the buildingg designer must verity the applicability of deal parameters and properly Incorporate this di Into the overall building design. Bracing Indicated eta prevent buckling of individual muss web antl/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobllBy and to prevent collapse Win possible personal Inlury and property damage, For general guidance regarding the fabrication, storage, delivery. erection and bracing of busses and fuss systems. seeANSUIPII Qupp�sr Criteria. DSS-09 and BCSI Building Component Sebly Inlelmalbnwailable from Truss 6904 Parke East Blvd. Tampa, FL 33610 Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type , Ply LOT 4011 WATERSTONE T18583361 1635-A 3C_10X20 C3 �Qty JACK 4 1 Job Reference (optional) Builders First5aurce (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 142019 MTek Industries, Inc. Wed Nov 6 08:23:24 2019 Pagel ID:ItBg79ku7fDzDadCiEWxnz5J81-jFaLkfETQ2KWc_BYm11 DOB96CKDFmbOgDdgyLyoX 2.11-4 2.114 Scale = 1:12.7 Plate Offsets (X,Y)-- 12:0-4-0 0-0-41 LOADING (psq SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.01 4-7 >999 160 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 Metri%-MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/sze) 3=56/Mechanica1, 2=193/0-e-0, 4=29/Mechanical Max Horz 2=130(LC 10) Max Uplift 3=-50(LC 10), 2=-156(LC 10) Max Grav 3=70(LC 15), 2=195(LC 15), 4=49(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -Aft tomes 250 (lb) 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=15ft; 8=56ft; L-31?l eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and tomes & 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=156. Wafter P. Finn PE No.22839 MTek USA Inc. FL Cad 8834 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 QWARNING-Verhyd&1Ignperemefe..d REAON07ES ON THMANO INCLUDED MREKREFERANCEPAGEM674]3rev. 101134015BEFORE USE. Design valid for use only with Milli connector. This design Is based only upon parameters shown and Is for an Individual building component, not a hors system. Before use, the building designer must verity Me applicability of design parameters and properly Incorporate mis design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual M1uss web and/or chord members only. Additional temporary and permanent bracing M!TeK Is always required for stability and to prevent collapse wilt possible personal Injury and property damage. For general guidance regarding the fobricc on, storage, delivery, erection and bracing of Trusses and buss systems. seeANSVIPII Qapp� Cdlbda. DSB-69 and BM BuildingComponent Safely Infoenationa alloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria VA 22314. 69" Parke East Blvd. Tampa, FL 33610 Job Truss Tress Type Cry Ply LOT 40/1 WATERSTONE T78583362 1635_A_3C_10)(20 C3P Jack -Open Thus 4 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:25 2019 Page 1 ID:gTgg7TJEsUW_xC9MbPEGISz5aO1-BRBjytF5ALSNE6Zl6Y7_ZCmBwZRg3gVwg4am9byLyoW -1-4.0 2-11-4 1-0-0 2-11-4 Scale = 1:12.7 2-11-4. LOADING (psf) SPACING- 2-" CS1. DEFL. in (Ion) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 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/TPI2014 Matdx-MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directlyapplied or 2-11-4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=59/Mechanical, 2=195/0-4-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-62(LC 10). 2=-212(LC 10). 4=-41(LC 7) Max Gmv 3=64(LC 15), 2=195(1-C 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.0psf; h=15h; B=56ft; L=391t; eave=Sf; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-Cfor 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 nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girdeKs) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=212. Walter P. Finn PE NOJI2839 MiTek USA Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Data: November 6,2019 Job Truss Truss Type r � Oty Ply LOT 40/1 WATERSTONE T18583363 1635_A 9C_10X20 C3V SPECIAL 4 1 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:25 2019 Page 1 ID:gTgg7TJEsU WvxCSMbPEGISz5aO1-BRBj3RF5ALSNE8Zl6Y7_ZCmBwZSO3gVwg4am9byLyoW Scale = 1:12.7 Plate Offsets MY)— 12:0-0-15 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vad(LL) -0.00 4-7 >999 240 MT20 244/190 , TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vem(CT) -0.01. 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) 0.00 3 Na Na BCDL 10.0 Code FBC2017/rP12014 Matdx-MP Weight. 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=58/Mechanical, 2=193/0-8-0, 4=29/MechanimI Max Horz 2=130(LC 10) Max Uplift 3=-54(LC 10), 2=-149(LC 10) Max Gmv 3=72(LC 15), 2=194(LC 15), 4=49(LC 3) FORCES. (lb) -Max CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or2-11-4 oc 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=4.2pst BCOL=5.Opsf; h=15ft; B=56f ; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber 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 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 1001b uplift at joint(s) 3 except Ot=lb) 2=149. WalterP. Rnn PE No12839 MiTek USA, Inc. FL Carl 6834 69M Parke East Blvd. Tampa FL 33610 Data: November 6,2019 Job Truss Thus Type t Oty ply LOT 4011 WATERSTONE T78583364 1635_A_3C_10X20 C5 JACK 4 1 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:26 2019 Page 1 ID:ItBgZ9ku7fOzOadCiELNxnz5J814ei59LGjxfaErlBVfGeD6PJFRNyiNo7133kJJhlyLyoV 4-114 ~ 1-4-0 4-114 Scale = 1:17.6 Plate Offsets (X,Y)-- 12:0-0-8,0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (foe) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ved(LL) 0.11 4-7 >526 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 VaGICT) 0.10 4-7 >602 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017TTPI2014 Matrix -AS Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112IMechaniml, 2=260/0-6-0, 4=56/Mechanical Max Harz 2=183(LC 10) Max Uplift 3=-122(LC 10), 2=-260(LC 10), 4=-72(LC 10) Max Gmv 3=122(LC 15), 2=260(LC 1). 4=85(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. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.OpsY h=15ft; B=56ft; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4 except Qt=lb) 3=122, 2=260. 7) This truss design requires that a minimum of 7/16` structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetmck be applied directly to the bottom chord. WakerP. Finn PE No]2839 MiTek USA, Inc. FL Cad 6634 8904 Parke East Blvd. Tampa FL 33010 Date: November 6,2019 QWARNING-Ver/rydeerpnpaametenand READNOTES ON THS AND DICLUDEDMITENHEFERANCEPAGEM-74AInv. I&IMA115EEFONE USE De9gn volitl tot use only wlin MBek®cponectors. Rtis Oesign a bpsetl only upon parameters shown, antl Is far on IndMduoI bullding component, not a Voss rysiem. Before use, Me building designer must vat me opplicpbllity of design parameters antl properly MCorporOle MIs tleslgn Into Me overall bulltlasg tleslgn. Bracing lntlicptetlbto prevent buckling of lntlMtlual buss web antl/orchard members only. Adtlinon.1 temporary and pennonent bracing MiTek' Ls always required far stability antl to prevent collapse wiin possible personal Injury pntl property damage, For general guidance regprtling Me tobri4 n, storage, delivery. erection antl br.."Q.f busses pntl buss Mtems seeAN5UTP11 Cuallh CdNM, DSB-0P and aC51lWEh0 �InPpn�nt 6904 Palle East BNd. flat . mtorma80.0 able from Truss Plot. mp"'.. 218 N. tee Sheet Suite 312. Alexondrlp, VA 22 14. Tampa, FL 33610 Job Truss Truss Type s ply LOT 4011 WATERSTONE City T18583365 _3 1635_AC_10X20 C5P JACK -OPEN 4 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MITek Industries, Inc. Wed Nov 6 08:23:27 2019 Page 1 /_xC9MbPEGISz5aO1-7gFUNhHUaSTSjhDz9Sfdr81 M1 SXa7DH03tEUyLyOU Scale=1:17.6 Plate Offsets (X,Y)— f2:Edge,0-0-41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.11 4-7 >514 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.10 4-7 >589 180 BCLL 0.0 ' Rep Stress [nor YES W B 0.00 Horz(CT) -0.00 3 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechaniml, 2=262/0.9-8, 4=57/Mechanical Max Harz 2=185(LC 10) Max Uplift 3=-124(LC 10). 2=-261(LC 10), 4=-73(LC 10) Max Grav 3=124(LC 15), 2=262(LC 1), 4=86(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15tt; B=56tt; L=39tt; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0'psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=124, 2=261. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Weller P. Finn PE No22839 MITek USA Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33610 Data; November 6,2019 on Truss Truss Type 4 e Pl=Referenm E T18583366 1635_A_3C_70X20 C5V SPECIAL �Qtyr 4 Builders FirsilSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 Ni Industries, Inc. W el) Nov 5 UB:23:27 2019 Page 1 ID:gTggT1J EsU W_xC9MbP EGISz5aQ1-7gFUNhHUriSTSjhDz9SfdrU3M3_Xa1DH03tEUyLyoU IV 4.114 r i-4.0 4.114 Scale=1:17.6 Plate Offsets (X Y)-- 12.0-0-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.42 Vert(L-) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC M33 Vert(CT) -0.05 4.7 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOa(CT) -0.01 3 Na Na BCDL 10.0 Code FBC2017/TPI2014 MBtill Weight: 18lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=113/Mechanical, 2=260/0-8-0, 4=55IMechanical Max Hoa 2=183(LC 10) Max Uplift 3= 111(LC 10), 2=-160(LC 10) Max Grav 3=136(LC 15), 2=263(LC 15), 4=85(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=4.2psh BCDL=5.Opsf; h=15f ; B=56tt; L=39h; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should 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 (jt=lb) 3=111, 2=160. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Water P. Finn PE No.22839 N7ek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 Q WARNING.Vedly design panametemand READ NOTES ON THMANDINCLUDEOMREKBEFEBANCEPAGEMIP74mS v. 1W➢aQa15BEFOREUSE Design valid for use any with MITekill, connectors. This design is based only upon parameters shown, and b for on Individual building component, not a truss system. Before use. the bullding designer must verify the applicability of design parameters and properly Incorporate the design Into Me overall bulltling design. Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent brat MiTek' Is always required for stcbllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the lexical storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPll Quality Ldferb, DS549 and SCSI IWldkrg Component 6904 Parke East Blvd. Safety Infomratbnavallable from Truss Rate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , s ally Ply LOT 40/t WATERSTONE T78583367 1635_A 9C_10X20 D01 COMMON 2 7 Job Reference foptianap Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Jul 142019 MiTek Industries, Inc. Wed Nov 6 08:23:28 2019 Page 1 ID:gTgg7TJ EsU W_xC9MbPEGISz5a01-bOpsaOlzTGgy5cltngghBgOd2mOeGOTMW 2aomwyLyoT -1-4-0 6-8-0 13.4.0 14-8-0 r 1-4-0 I 6.8-0 6-B-0 I 14-0 543 11 3x4 = 3x4 = Scale=1:27.3 Plate Offsets MY)— 12:0-1-4.0-0-21,13:0-5-0,0-1-121 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL, in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip COL 1.25 TC DAB Vert(LL) 0.06 6.9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) .0.10 6.9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Hom(CT) 0.01 4 rda Na BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight: 51 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=565/0-8-0, 4=565/0-8-0 Max Hou 2>764(LC 8) Max Uplift 2=-333(LC 10), 4=-333(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-3=693/572, 3-4=-693/572 BOT CHORD 2-6=271/566, 4-6— 271/566 WEBS 3-6=9/297 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56f0 L=39f; eave=5g; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=lb) 2=333, 4=333. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No22839 MITek USA, Inc. FL Ced 6634 6904 Parke East Bald. Tampa FL 33810 Date: November 6,2019 Q WARNING -Varllydee/5npammefenand RFADNOTES ON WISANDWCLUDWMN KREFENANCEPAGEM1474Mmv.1N Dl5DEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown. and Is for on Individual buhdhg component, not a truss system. Before use, the bullding designer must verify the appllcai of design parameters and propeey Incorporate this design Into the weraa design. Bracing Indicated bullding is to prevent buckling of IndWltlual truss web and/or chord members only. Addttbnol temporary and permanent bracing Is always required for stability and to prevent collapse with posebte personal Injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, smallon and bracing of trusses and truss systems, seeANSVTPII CualMByy Cali D5949 and BCM Building Component 69M Palle East Blvd.5ai ln/onea69novallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alercndda. VA 22314, Tampa, FL 33610 Job Truss Thus Type k Oty Ply LOT 40/1 WATERSTONE t T18583368 1635-j1_3C_IOX20 D01S COMMON 3 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, LOADING (psp TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:29 2019 Page 1 ID:gTgg7TJEsU W_xC9MbPEGISz5a01-3DNEoMlbEazpils3LOCwk2xolAkL7Ta W IiY_IMyLyoS 5XB 9 Scale-1:25.0 li See = _.. •• 3x4 O LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 REACTIONS. (IWsize) 4=477/0-8-0, 2=557/0.8-0 Max Horz 2=152(LC 9) Max Uplift 4=-223(LC 10), 2=-333(LC 10) CSI. DEFL. in (too) Well L/d PLATES TC 0.47 Verl -0.06 5-11 >999 240 MT20 BC 0.40 Ven(CT) -0.11 5-11 a999 180 WB 0.11 Horz(CT) 0.01 4 n/a Na Matrix -AS Weight: 49 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-667/573, 3-4— 871/573 BOT CHORD 2-5=-368/538, 4-5=368/538 WEBS 3-5=8/286 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15N; B=56N; L=39h; save=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the. bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at Joint(s) except Qt=lb) 4=223, 2=333. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. GRIP 244/190 FT=20% Walter P. Finn PE No12839 MRek USA Inc, FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Dale: November 6,2019 Q WARNING- Verity design peremetaro and BEAD NOTES ON TN/SANDINCLUDED MREKBEFENANCEPAGEM674mmy.. 164132e166EFORE USE Deelgn valid for use only with M9eMJ connectors. This design Is based only upon parameters shown, and Is for an IndMdual building component, not �� a not 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 lndAdual truss web and/or chord members only. Additional temporary and permanent bracing Welk' e always required for stalxllty and to prevent collapse with possible personal Injury and property damage. For general guldonco regarding the fabrication, storage, delivery, erection and bracing of trusses and huss systems, eeeANSViPII GualSy Offers. DS549 and SCSI building Component 69N Parke East Blvd, Safety Informatbmvailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexontlrlo, VA 22314. Tampa, FL M610 Job Thus Truss Type s Oty, Ply LOT40/1 WATERSTONE 4 T1B583369 1635A3C 10x20 D03 GABLE 1 1 Job Reference (optional) builders Hrstsource )Pram city, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:30 2019 Page 1 Scale = 1:27.2 4x6 1 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.00 9 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES We 0.10 Horz(CT) 0.00 8 n/a n(a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 61 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-M 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 13-4-0 (lb) - Max Horz 2= 164(LC 8) Max Uplift All uplift 1001b or less atjoinl(s) 14, 10 except 2=-172(LC 10), 8=-172(LC 10), 13=-108(LC 10). ll= 108(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14. 11. 10 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-68/320, 5-6=-68/320 WEBS 4-13=133/313, 3-14=-153/345, 6-11=-131/313. 7-10- 152/345 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opsf; h=15f ; B=56f, L=3911; eavel Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Corrler(3) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTP11. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 Co. 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 3-8-0 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 AGO, GSA, 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) 14, 10 except (jl=lb) 2=172, 8=172. 13=108, 11=108. m Io Wafter P. Finn PEN IMS MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 ,&WARNING-V.MydaargnpanmefensndPEADNOTES ON MISAND INCLUDED AUTSKREFENANCEPAGEMIP7473rev. 70e12015DEFOHE USE. Design valid for use only with Meelr® connectors. This tledgn 6 based only upon parameters shown. and Is for an Indiddual bulltling component, not a truss system. Before use, the building deslgner must verify the oppllcab6lN of design parameters and properly Incorporate this tledgn Into the overall bullding tledgn Brocing Indicated is to prevent buclding of lntllvlduol truss web and/or chord members only. Additional temporary and permanent bracing Is always requited for stability and to prevent collapse with possible personal Injury and property damage, For general guldonce regarding the fabncal storage, delNery, erection and bracing of trusses and truss systems, seeAN31/IPII CuaIIIy CM�tlo, O9l-09 ontl aC31 aultlha COmpaNnt Safety mfolmallornvailable tram Truss Plate InsflNte, 218 N. We Sheet, Suite 312. Alexandtla, VA 223T4. MiTek' 6904 Parke East BNd. Tampa, FL 33610 Job u Truss - Truss Type , s Oly Ply LOT 4111 WATERSTONE T18583370 1635A3C 10%20 E7 JACK 4 1 I Jab Reference banal Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Well NOV to 0823:31 '2019 Page l LOADING (psp SPACING- 2-M CS'. DEFL. in (loc) Well Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.8B Vert(LL) 0.17 4-7 >486 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.20 4-7 >421 180 BCLL 0.0' Rep Stress Incr YES WB 0.00 Hor;LCT) -0.01 3 n/a Na BCDL 10.0 Code FBC2017rrP12014 Matrix -AS Weight: 24111 LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=167/Mechanical, 2=334/0-8-0, 4=80/Mechanical Max Horz 2=238(LC 10) Max Uplift 3=462(LC 10), 2=-184(LC 10) Max Grav 3=199(LC 15), 2=340(LC 15). 4=122(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=56ft; L=39k; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=162, 2=184. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the lop chord and 112" gypsum sheetrock be applied directly to the bottom chord. Scale a 1:22.6 GRIP 244/190 FT=20% Walter P. Finn PE No.22839 MRek USA, Inc. FL Ced 6934 6904 Parke East Blvd. Tampa FL 3361D Date: November 6,2019 Q WARNING -VerllydesfgnparemefI..d READNOTES ON MIS AND INCLUDED MIFEKREFERANCE PAGE 11467473rev. 10=?015 BEFORE USE. Design valid for use only wlm MRekli) connectors. This dedgn Is based only upon parameters shown and Is for an IndNlduol building component not ��- a truss system. Before use, the building designer must verify the cppllcabllity of design parameters and properly Incorporate this design Into the overall bullding design. Bracing lnalcated is to prevent buckling of Individual lmss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse wim possible personal Injury and propedy damage. For general guidance regording the fabrication, storage, dellvery. election and bracing of husses and truss systems, seeANSV1?II CuaT Criteria. D3549 and BCSI Building Component 69M P.ft East Blvd. m Safety 0lfotmokpvollable from Truss Plate Insfllute. 218 N. Lee Sheet Sulte 312, Alexandria, VA 22h14, Tampa, FL 33610 Job Truss Truss Type k pty Ply LOT 40/1 WATERSTONE r T18583371 1635_A_3C_10X20 E7P JACK -OPEN 4 1 Job Reference (optlpnap Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8,240 s Jul 14 2019 M7ek Industries, Inc. Wed Nov 6 08:23:31 2019 I 7-0-0 Scale = 1:22.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) 0.34 4.7 >242 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ven(CT) 0.30- 4-7 >278 180 BCLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.01 3 n/a Ida BCDL 10.0 Code FBC2017/7PI2014 Matrix -AS Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP M 31 BOTCHORD 2x4SPM31 REACTIONS. (lb/size) 3=168/Mechanical, 2=336/0-3-8, 4=82/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-184(LC 10), 2=-318(LC 10), 4=107(LC 10) Max Grav 3=184(LC 15), 2=336(LC 1), 4=123(LC 3) FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. SOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASIDE 7-10: Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56tt; L=39f ; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 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-" 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) except Qt=lb) 3=184, 2=318, 4=107. 7) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. Waller P. Finn PE No22839 MiTek USA, Inc. FL Can 6834 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 OWARNING- yrdly, design"..at.. and READ NOTES ON TN/SAND INCLUDED MREKREFERANCEPAGEMIA747amv. 1adWRISBEFORE USE. Design valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for on IndNidual building component, not a truss system. Before use. the building designer must verify the appllcablllN of design parameters and properly Incorporate this design Into the overall bullOing design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Adaltlanal temporary and permanent bracing MiTek' Is always requlrod for stability and to prevent collapse with possible personal INury and property damage, For general guidance regarding the fabrication storage, delivery, erection antl bracing of trusses antl truss systems. seeANStr Plt Qualify C@Mn, DS349 and SCSI Building Component Safety Nfamsatbmvoloble from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss T=a Type s City Ply LOT 4011 WATERSTONE Ea e T78583372 1635_A_3C_10X20 SPECIAL 14 1 Jab Reference (optional) bundlers HrstSourae (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 142019 MTek Industries, Inc. Wed Nov 6 08:23:32 2019 Page 1 2 3x4 Scale =1:22.6 Plate Offsets (X Y)— 12:0-2-3 0-0-81 LOADING (pso SPACING- 2-" CSI. DEFL. in (lot) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.93 Vert(LL) 0.18. 4-7 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT) -0.20 4-7 >408 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(CT) -0.03 3 Na Na BCDL 10.0 Code FBC2017frP12014 Matrix -AS Weight: 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Iolsize) 3=16BtMechanical, 2=334/0-8-0, 4=79/Mechanical Max Horz 2=238(LC 10) Max Uplift 3=-166(LC 10), 2=-178(LC 10) Max Grant 3=201(LC 15), 2=339(LC 15), 4=122(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.0psf; h=15tt; B=56f; L=39ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard 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-" wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: , Joint 4 SYP No.2 crushing capacity of 565 psi, Joint 3 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=166, 2=178. 8) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No22839 MiTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 Job Truss Truss Type 4 Ply LOT 4011 WATERSTONE a T78583373 1635A-3C 10X20 F02 GABLE �Qty 1 1 Job Reference (optional) Builders FlrstSouroe (Plant City, FL), Plant City, FL-33567, 3x8 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DO L 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 WEDGE Left: 2x6 SP M 26, Right: 2x6 SP M 26 REACTIONS. (lb/size) 2=393/0-4-0, 6=393/0-4-0 Max Horz 2=-116(LC B) Max Uplift 2=-328(LC 10), 6=-328(LC 10) 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:33 2019 Page 1 ID:gTgg7TJEsU W-)cC9MbPEGISz5a01-y_dldkL6lpTEBNAraEGsuu5YOn8Gw175gKW BR7yLyoO 06 '- Spate = 1:20.9 I01 CSI. DEFL in (loc) Well L/d PLATES TC 0.23 Ven(LL) 0.01 9 >999 240 MT20 BC 0.21 Vert(CT) -0.01 9 >999 180 WB 0.03 HoR(CT) -0.00 6 n/a rJa Matdx-AS Weight: 42 lb BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-171/317, 3-4=-196/348, 4-5=-196/348, 5-6=-171/317 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=15tt; B=56f1; L=39f ; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTP1 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except Qt=lb) 2=328, 6=328. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. GRIP 244/190 FT=20% Walter P. Finn PE No22839 MiTek USA Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 Job Truss Truss Type 1 s Ply LOT 40/1 WATERSTONE T185B3374 1635-A 3C_10X20 F03 GABLE �Oty 2 1 Job Reference (optional) Builders FirstSourm (Plant City, FL), Plant City, FL- 33567. 8.240 s Jul 142019 MiTek Industries, Inc. Wed Nov 6 08:23:34 2019 Page 1 ID:gTgg7TJEsL[W-xC9MbPEGISz5aQl-DAB7r4Mk36b5p)al7m5R5eijBUjBBFt FkmyLyON -1-40 4-4-0 8-8.0 10 1-0.0 4-4-0 4-4-0 - Scale=1:20.9 46 4 li 1-0-0 1r2-0 4-4-0 7-6.0 78r_-fJ 211�20 _ 1-0.0 0-2- 3-2-0 &2.0 0-2- h0-01.0-0 Plate Offsets (X,Y)-- 12:0-0-8,1-0-51. [2:0-C-4,0-0-01 13:0-3-2,0-2-01 [4:0-0-4 0-0-01 [4:0-M 1-0-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.26 Ven(LL) 0.01 6 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.01 6 >999 180 BOLL 0.0 ' Rep Stress Incr YES We 0.03 Hom(CT) -0.00 4 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 391la FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x6 SP No.2, Right: 24 SP No.2 REACTIONS. (lb/size) 2=393/0-4-0, 4=393/0-4-0 Max Horz 2=-116(LC 8) Max Uplift 2=-418(LC 10), 4=-418(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-189/363, 3-4=-189/363 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. 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=56ft; L=3911; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (jt=lb) 2=418, 4=418. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Can 6634 69H Parke East Blvd. Tampa FL 33810 Dale: November 6,2019 Q WARNING- irsnfyde4len pammafemand RE/IU NOTES ON TNISANDINCLUDED NmEKREFERANCEPAGEMIF1473mv. 1OV.12015eEFORE USE Design volld for use only with MOek® connectors. Tuts design Is based only upon parameters shown, and Is for on Ind1vlducl building component, not a truss system. Before use, the bullOing do4ner must verity me cppllccbllity of design parameters and properly Incorporate the design Into the overall bullding design. Brocing indicated is to prevent buckling of lndNldual truss web and/or chord members only. Additional temporary and permanent bracing Is always requked for slablllry and to prevent collapse with possible personol lnlury and property damage. For general guidance regarding me storage; delivery, erectlan and bracing of trusses and truss systems, weANSVIPII Quality Cdfedo, DSB419 and SCSI Building Component Safety Infoanallonovolloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd.fabrication. Tampa, FL 33610 Job Truss Truss Type , 3 Ply LOT 4011 WATERSTONE s T18583375 1635 A 3C_10X20 H7 MONO TRUSS �Oty 2 1 Job Reference (optional) Builders FirstSource (Plant City. FL), Plant City, FL- 33567, 8.240 s Jul 14 2D19 MiTek Industries, Inc. Wed Nov 6 08:23:35 2019 Page 1 Scale-1:23.3 Plate Offsets (X,Y)-- [2:0-0-10,0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.47 Vert(CT) -0.05 7-10 >999 180 BOLL 0.0 ' Rep Stress Incr NO We 0.20 Horz(CT) 0.01 5 Na Na BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 42lb FF=20% LUMBER - TOP CHORD 2x4 SP No2 BOT CHORD 2x4 SP ND.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=87/Mechanical, 2=441/0-8-0, 5=350/Mechanical Max Horz 2=240(LC 8) Max Uplift 4— 94(LC 8), 2=-226(LC 8), 5=-147(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-589/180 BOT CHORD 2-7=-262/531, 6-7=-262/531 WEBS 3-7=0/360, 3-6=-646/319 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 101 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCD1_=5.0ps1; h=15ft; B=568; L=39h; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 4 except (jt=lb) 2=226, 5=147. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 57 lb down and 65 lb up at 1-5-12, 57 Ito down and 65 lb up at 1-5-12, 5 lb down and 68 lb up at 4-3-11, 5 Ib down and 68 Ib up at 4-3-11, and 50 lb down and 138lb up at 7-1-10, and 50 lb down and 138 lb up at 7-1-10 on top chord, and 23 lb up at 1-5-12, 23 lb up at 1-5-12. 11 lb down and 71b up at 4-3-11, 11 lb down and 7 lb up at 4-3-11, and 51 Its down at 7-1-10, and 51 lb down at 7-1-10 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=-64, 5-8=-20 Concentrated Loads (lb) Vert: 11=49(F=24, B=24) 12=36(F=18, B=18) 13=99(F=-50, B=-50) 14=23(F=11. 3=11) 15=-11(F=-5, B=-5) 16=-51(F=-25, B=-25) Walter P. Finn PE No12839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Bind. Tampa FL 33810 Date: November 6,2019 Q WARNING -Verity design paremeren and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Moil env. 111m320IS BEFORE USE Design valid for use only with MRei connectors. Tins design Is based only upon parameters shown, antl Is for an Individual building component, not a hose system, Before use, the building dedgner must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing lndcated is to prevent buckling of lndNitlual truss web and/or chord members only. Additional temporary and permanent bracing WOWIs always real for stablity and to prevent collapse with possible personal lNury and property damage. For general guldance regarding Me fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeAN41/IPn Gu Criteria, DSB49 and tri Sulding Component 69N Parke East Blvd. 6ergv Safety Informaalloble from Truss Plate Ins11Me, 218 N, Lae Sheet, Suite 312, Alexcntlria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type a . . s Oty Ply LOT 4011 WATERSTONE T1B583376 1635A3C 10%20 H7P MONO TRUSS 2 1 Job Reference (optional_ Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:36 2019 Scale =1:22.0 5.0.0 -4.10-13 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.11 6-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(CT) -0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WE 0.32 Hoa(CT) -0.01 5 rate n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 431b F7=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=237/Mechanical, 2=41210-4-0, 5=354/Mechanical Max Horz 2=291(LC 8) , Max Uplift 4=-244(LC 8), 2=-423(LC 8), 5=-296(LC 8) Max Grev 4=291(LC 13), 2=412(LC 1), 5=354(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (I s) or less except when shown. TOP CHORD 2-3=-774/516 BOT CHORb 2-7=-710/720, 6-7=-7107720 WEBS 3-7=-151/279, 3-6=-776f766 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15tt; B=56ft; L=39ft; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 4=244, 2=423, 5=296. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, 13=40), 8=0(F=10, B=10)-to-5=-49(F=-15, B— 15) Waiter P. Finn PE N02839 MiTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Date: November 6,2019 0 WAANWO.Ved/y0aalgapammelemaadpEAONOTES ON TNISANOWCLUOEOMn KREFEMNCEPAGEMM174mma. 1paYLelSREFORE USE. Design valid for use only will, Mlfe¢® connectors, iris design Is based only upon parameters shown. and Is for an Individual Dullding component, not a truss system. Before use, the bulltling designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated s to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' a always required for stoblaty, 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 seeAN31mril Dua11M Criteria. D3149 and SCSI Building p Component Park t Blvd. ParkeEast East0 Sooty mformalbrxrvaaoble from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22 14. Tampa, pa, Job Thus Truss Type a .. 4 1 Ply LOT 40/1 WATERSTONS T78583377 1635A3C_10X20 HN SPECIAL �Qty 2 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MITek Industries, Inc. Wed Nov 6 08:23:36 2019 Page 1 ID:gTgg7TJEsUW—xC9MbPEGISz5a01-MZItGIO_bkrp2gvOFMgZW Wl_5_477aCXMlk2SyLyoL -1-10-10 5-5-13 9-10-13 1-10-10 5-5.13 i 4:5-0 Scale = 1:22.2 3x4 = 5.5-13 4-5-0 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.07 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(CT) 0.02 5 rda n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 41 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=221/Mechanical, 2=413/0-1 l-5, 5=364/Mechanical Max Harz 2=289(LC 8) Max Uplift 4=-223(LC 8), 2=-230(LC 8), 5=-125(LC 8) Max Gray 4=272(LC 13), 2=413(LC 1), 5=391(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/403 BOT CHORD 2-7— 593/1150, 6-7=-604/1155 WEBS 3-7=0/250, 3-6=-1136/590 BRACING- TOPCHORD Structural wood sheathing directly applied or 5-4-0oc pudins. BOT CHORD Rigid ceiling directly applied or 7-5-7 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15R; B=56h; L=39D; eave=5f ; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 M-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 miss 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 100 lb uplift at joint(s) except 01=11p) 4=223, 2=230, 5=125. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40, B=40), 8=0(F=10, B=10)-to-5=-49(F=-15, B= 15) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: November 6,2019 QWARNING-wd1ydesf9nparemefemand REAONOTES ON TN/SAND /NCLUDEDMREKFEFENANCEPAGEMIF74"hei, 1¢N3,2015BEFONE USE Design valid for use only with Mrek® connectors. This design Is based only upon parameters shown. and Is for an IndMdual building component, not a muss system. Before use, the building designer must verify. the oppliccbery of design parameters and properly Incorporate this design Into the overall building design. Bidding lndlcated is to prevent buckling of lndtvldual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability, and to prevent collapse with possible personal lnlury and property damage, For general guldanceregardIng the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVFPI I Gualryryyy Cdferin, D30419 and SCSI Bulding Component Safety Informalbmvallobie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312. Alaxcndric. VA 22314, MOW 6904 Parke East Blvd. Tampa, FL 33610 Job Thus Truss Type sx M Oty RIY LOT 40/1 WATERSTONE T18583378 1635A3C_10X20 K01 Common Girder 1 2 Job Reference (optionall Buildem FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:37 4x6 O Scale = 1:38.6 11 3x12 MT20HS = 3x8 11 ads = 7x10 = 3x6 = 34 it 3.12 MT20HS = 1.5x6 STP = 3-8-5 6-10-3 1a0.0 13-1-13 16.3.11 20-0.0 3-8-5 3-1-13 &1-13 3-1-13 31-13 3.8-5 Plate Offsets (X,Y)-- fl:l-M,0-0-151 f4:0-3-2,0-2-01.17:1-0-0,0-0-151 110:0-5-0,0-4-81 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.16 9-10 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.22 9.10 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WE 0.79 HOrz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 243111 FT=20% LUMBER- BRACING-. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc pudins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=4090/0-8-0, 7=5234/0-8-0 Max Horz 1=212(LC 7) Max Uplift 1=-2010(LC 8).7=-2577(LC 8) Max Grey 1=4734(LC 13), 7=6109(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-8890/3798, 2-3=-7459/3234, 3-4=-5635/2502, 4-5=-5636/2502, 5-6=-7889/3412, 6-7=-10445/4439 BOT CHORD 1-12=-3320/8071, 11-12=-3320/8071, 10-11=-2739/6761, 9-10=-2898/6994, 8-9=3900/9323, 7-8=-3900/9323 WEBS 4-10=-2065/4815,5-10=-2753/1204,5-9=-1042/262516-9=-2673/1149,6-8=-881/2243, 3-10=-2242/993,3-11=-824/2094,2-11=-1501/666, 2-12=-452/1202 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 24 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=151t; B=56ft; L=39ft; eave=5tt; Cat. II; Exp C; Encl., GCpl=0.16; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=2010, 7=2577. 10) Girder carries tie-in span (a): 20-0-0 from 0-0-0 to 16-0-0; 39-4-0 from 16-" to 20-0-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Walter P. Finn PE No.22039 MiTek USA, Inc. FL Carl 6634 0904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 O WARNING -YaU/y Ceslgapmamatervand READNOTES ON THIS AND INCLUDED MREKREFERANCEPAGEM6747Jmv. 7paL20ISBEFORE USE Design volid for use any with MOelda connectors. This design a basso only upon parameters shown. and Is for an Ind viducl building component, not a hum system. Before use, the butting designer must verfy the applicability of design parameters and properly Incorporate this design Into me overall bustling design, Bracing Indicated a to prevent buckling of IndMtlual huss web and/or chord members only. Additional temporary antl permanent bracing MiTek' Is always required for stability and to prevent collopse with possible personal Injury and property damage. For general guidance regarding the fabecotion, storage, delivery. erection and bracing of busses and buss systems. 3eeANSVIPI1 Cuoltly Cdfedo, D3Sdy and SCSI Building Component Safety Informationavallable from Truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314 6904 Parke East Blvd, Tampa, FL 33610 Jab Truss Truss Type L .A f , Oly Ply LOT 40/1 WATERSTONE T18583378 1635A3C tOX20 K01 Common Girder 1 2 Jab Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Jul 14 2019 MiTek Industnes, Inc. Wed Nov 6 05:23:37 2019 Page 2 ID:sCK4wXaU5jPTF9SSn8w5zOyMBeE-glsFT5PCM1 zgg_Ucp3Lo2kGAVOTssw7hbyUPauyLyoK LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-0=-54, 4-7=-54, 1-17= 341(F=321), 7-17=-698(F=-678) Job Truss Truss Type >. A 1 Ply LOT 4011 WATERSTONE T1B583379 1635A3C 10X20 K02 Hip �Qly 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 a Jul 142019 MiTek Industries, Inc. Wed Nov 6 08:23:382019 Page 1 ID:sCK4wXeU5jPTF9SSnBw5zOyMB8EJyOehRPF7L5XI83oMmlbxpL5olHbWUgpcDy6LyLyoJ 6-&3 9.0-0 11-0-0 1&8-13 20.0.0 _ ~ &3-3 2-B-13 2-0-0 2-&12 6-3-3 Scale = 1:36.4 4x6 = 06 = 3X6 = 3a4 = 46 = 3x4 = 3X6 = Plate Offsets (X,Y)-- (1:0-6-0,0.0-2I. (6:0-2-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.47 Vert(LL) -0.14 9-12 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.31 9-12 >771 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.14 Hom(CT) 0.03 6 n/a rVa BCDL 10.0 Code FBC2017/4PI2014 Matrx-AS Weight: 88 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=740/0-8-0, 6=740/0-8-0 Max Horz 1=-185(LC 8) Max Uplift 1=-352(LC 10), 6=-352(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1200/1002, 2.3=-985/880, 3-4=-835/816, 4-5=-985/880, 5-6=-1200/1002 BOT CHORD 1-9= 765/1069, 7-9=-462/835, 6-7= 765/1042 WEBS 2-9=-400/451, 3.9=-293/379, 4-7=-293/380, 5-7=-001/451 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=56ft; L=39ft; save=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exteror(2) 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 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=352, 6=352. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 6,2019 Job Truss rL „ .st Cry Ply LOT 40/1 WATERSTONE 7HiPGiT1l T185B3380 1635AX 10)(20 K03 1 1 Job Reference (optical Builders First5oume (Plant City, FL), Plant City, FL- 33567, 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:39 2019 Page 1 a 5x8 = 16 17 46 = 3x6 = 2x4 II 4xe = 3,4 = 46 = Scale =1:36.9 Ig Plate Offsets (X,` )-- f2:0-2-12,0-1-81,13:0-5-8,0-2-41 f4:0-3-8,0-2-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.13 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ver(OT) -0.21 7-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.25 Horz(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 861b FT=20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2=1513/0-8-0, 5=1513/0-8-0 Max Hall 2=-171(LC 6) Max Uplift 2=-822(LC 8). 5=-822(LC 8) Max Gmv 2=1 Sal 29), 5=1540(LC 30) FORCES. (III) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 2756/1358, 3-4=-2461/1269, 4-5=-2758/135B BOT CHORD 2-9=-1059/2502, 7-9=-1058/2525, 5-7— 1047/2420 WEBS 3-9=0/658,4-7=0/659 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc pudins. BOTCHORD Rigid ceiling directly applied or 5.7.2 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=5.0pst h=15ft; B=5611; L--39tt; eave=5ft; Cat. II; Expo 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 nonconcurent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SVP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (t=lb) 2=822, 5=822. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 372 lb down and 405111 up at 7.0-0. 179 lb down and 179 Ib up at 9-0-12, and 179 lb down and 179 Ib up at 10-11-4, and 372 Ib down and 405 lb up at 13-0-0 on top chord, and 322 lb down and 66 lb up at 7-0-0, 82 Ib down at 9-0-12, and 82 lb down at 10-11.4, and 322 Ile down and 66 Ib up at 12-11-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4-6=-54, 10-13=-20 Concentrated Loads (lb) Vert: 3= 219(B) 4=219(B) 9=-306(B) 7=-306(B) I6=-115(B) 17=-115(B) 18=-61(B) 19=-61(8) Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33616 Date: November 6,2019 O WARNING- Vedfx Cestan Parameters Well NOTES ON THIS ANDINCLUDED Ml KNEFENANCEPAGE Mil rev. iGD312015BEFONEUSE Design valid for use only with Mil connectors. This design Is based only upon parameters shown, and Is for an Indvi l building component, not o truss system. Before use, the buildingg dedgnor must verify the opplicabiilly of design parameters and properly Incorporate the design Into the overall building design. Bracing Indicated Is aprevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent brocing WOW Is always regulred for stablity and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrlcotlom storage, delivery, erection and broong of trusses and truss systems. seeANsl/IPII GualM8yy Cresdo, D38419 and SCSI Building Component Safety Informaflonavoilobls from Truss Plate 69N Parka East Blvd. Tampa, FL 33610 Inside, 218 N. Lee Sheet, Sulte 312, Alexandria, VA 22314. Job Truss Truss Type 4 r�l;r/ ., Oty Pl=Refemnm E TIB583381 1635JL3C_10X20 L03 HIP 1 Builders FrstSource (Plant City, FL), Plant City, FL - 33567. 8.240 s Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:40 2019 IN LOADING (psQ SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3-4: 2x4 SP No.2 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-3-8, 5=812/0-3-8 Max Hom 2=212(LC 9) Max Uplift 2=-836(LC 10), 5_ 836(LC 10) 4YIO MT20HS 4x10 M1`2011S 4 4x10 MT20HS= 2x4 II 2x4 II CSI. DEFL. in (lac) Vdefl Lid PLATES TC 1.00 Vert(LL) 0.59 7-15 >408 240 IvIT20 BC 0.83 VerI CT) 0.50 7-15 >484 180 MT20HS WE 0.19 Hon(CT) -0.02 5 rJa Na Matrix -AS Weight: 801b BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (to) or less except when shown. TOP CHORD 2-3— 1062/1947, 3-4=-887/1927, 4-5=-1062/1947 BOT CHORD 2-9=-1485/883, 7.9=-1500/887, 5-7=.1485/883 WEBS 3-9=-466/230,4-7=-466/230 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=4.2psh BCDL=5.Opsi h=15ft; B=56ft; L=39ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-7-3, Interior(1) 2-7-3 to 3-5-4, Exterior(2) 3-5-4 to 16-6-12, Interior(1) 16-6-12 to 17-4-13, Extedor(2) 17-4-13 to 21-4-0 zone; porch left and right exposed;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 for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=838, 5=836. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. Scale =1:37.5 GRIP 244/190 187/143 FT=20% Walter P. Finn PE No.22839 MiTek USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 6,2019 O WARNINO- wrdrydeslgnparemefenend READ NOTES ON TNISANDMCLUDEDMREKREFERANCEPAGEMIL74mmv.. faALYmSREFORE USE Deslgn valid for use only with Mgek0 connectors, This tleslgn Is based only upon parameters shown, and Is for on Individual buloing component, not �,- a muss system. Before use, the building de9gner must vedN the applicability of design parameters and properly Incorporate mis design Into me overall building tleslgn. Naoing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stabs ty and to prevent collapse Win possible personal Injury and properly damage, For generol guidance regarding me fabrication, storage, delivery, erection and bracing of cusses and truss systems. seeANSURI I Gualppyy Cdbda, DS0419 and SCSI building Component 6904 Perko East BNtl. Safety mlormalbmvaaable ham Truv Plate Institute. 218 N. Lee Street, Sul}e 312, Alexandria. VA 22314. Tampa, FL 33610 Job Troas Truss Type 4 Pro. y Oty Ply LOT 4111 WATERSTONE T16583382 1635A 3C_10X20 L04 HIP GIRDER 1 1 Job Reference (optional)_ Builders RrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 a Jul 14 2019 MiTek Industries, Inc. Wed Nov 6 08:23:41 2019. Page 1 a 5x6 = 4x6 = 316 = 2x4 II °%o _ 31 = 3xfi = Scale = 1:36.9 LOADING (psf) TCLL 201.0 TCDL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0.96 BID 0.85 WB 0.28 Matrix-MSH DEFL. in Vert(LL) 0.27 Vert(CT) -0.22 Hocl 0.07 (roc) Well Ud 7-15 >8a4 240 7.9 >999 ISO 5 Na Na PLATES GRIP MT20 244/190 Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-10-13 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1565/0,M, 5=1549/0�3-8 Max Horz 2=171(LC 7) Max Uplift 2=-1339(LC 8). 5=-1331(LC 8) Max Gmv 2=1588(LC 13), 5=1565(LC 14) FORCES. (Ib) - Max. CompJMax, Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3062/2244, 3-4=-2692/2086, 4-5=-3012/2219 BOT CHORD 2-9=-1845/2771, 7.9=-1825/2739, 5-7=-1823/2621 WEBS 3-9=-0821/80, 4-7=-492/795 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=5.Opst h=15N; B=56B; L=39f; Gavel Cal. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) except (jt=lb) 2=1339, 5=1331. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7331b down and 321 lb up at 13-0-0, and 7331b down and 321 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 3-4=-120(F=-66), 4-6=-54, 9-10=-20, 7-9=-44(F=-24), 7-13=20 Concentrated Loads (Ib) Vert: 9=-475(F) 7=-475(F) Walter P. Finn PE No12639 Mil USA Inc, FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Data: November 6,2019 O WARNING- Vedtyderagnpammatemend READ NOTES ON TN/SAND INCLUDED MDEKREFERANCEPAGEAIaMnmx. 1a01Q015BEFORE USE. Design valid for use only with Mfli connectors. This design Is based only upon parameters shown, and Is for on IndlVlduCI building component, not a nuss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of nusses and truss systems. WeANSIRPIT Quo 0ty CMnlo, DSB49 and SCSI Building Component Safety tnformalbmvalloble from Truss Plate Institute, 218 N. We Street, Suite 312, Alexandria VA 22314. MiTek' 6904 Parke East BNd. Tampa. FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 13 7' Center plate on joint unless x, y 4 offsets are Indicated. 6-4-8-8 l dimensions shown In ft-In-sixteenths I I (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 0 171dr Cl-2 c2a 2. Two bracing must be designed by an engineer. For truss individual themselves M Sry4 wide spacing, lateral braces may require bracing, or alternative Tor I c , 2y 0 bracing should be considered. 0 3 0 a � X 3. Never exceed the design loading shown and never Inadequately trusses. 0- s+°p U stack materials on braced 4. Provide copies of this two design to the building _ cra cep C7 IR For 4 x 2OTienTafion, locate designer, erection supervisor, property owner and all other Interested parties. BOTTOM CHORDS plates 0-'he" from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of two at each This symbol Indicates The JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. _ Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from 'Plate location details avaRable in MTek20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS plicable for ss fire 9. use treated. lumber. ICC-ES Reports: with eltarrdant preservative or green The first dimension Is the plate 10. Camber is a non-structural consideration and Is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead load deflection. The length parallel to slots. 11. Plate type, sae, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12, Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in The bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. If indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chords require lateral bracing of 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less If no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MlTek6 All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ��e 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19. Review all portions of this design (front, back. words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone h not sufficient. DSB-89: Design Standard for Bracing.. ® BCSI: Building Component Safety Information, M 20. Design assumes manufacture In accordance with Guide to Good Practice for Handling, ITe ANSI/rPI 1 Quality Criteria. Installing & Bracing of Metal Plate • Connected Wood Trusses. MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2016