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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 rF D BI Altamonte Springs, Florida 32701 P: (321)972-0491 1 F: (321)97272-0484 1 E: info@Fdseng.com Website: www.fdseng.com 0 ASSOCIATES December 23, 2019 Building Department Ref: Adams Homes Lot: Lot 41 Blk.1 Subdivision: Fort Pierce - Waterstone Address: 5451 Lugo St. Model: 1780 A RHG 3 Car Garage KA # 19-8494 Truss Company: Builders First Source Date of drawings: 12/17/19 Job No.: 2182591 Wind Speed: 160 Exposure: C Truss Engineer: Walter P. Finn To whom it may concern, FEB 19 2020 ST. Lucie County permilt n9 We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. rodt I<ta GOI 010 s 12/23/2019 Luis Pablo Torres, P.E. Todd M. Born, P.E. FL. # 87864 FL. # 82126 Business with a Service Mindset and an Eye for Detail" A = - CAUTIONM Mrs Obb SPACE �1®�i mil■ �wini��� i \� 'n�aiei © aa�iaev Ir iIn D _ SIN \% tit?•IIJIIII�JI�JIl1I�JIlJI�1�71�7IO��I�I��I���l����lt1•�����9� �����������,-� WO CONNECTORS SCHEDULE ROOF TRUSS QT ID MODEL ROOF UPLIFT SYM 0 A' LUS24 / JUS24 1 8951835 490 /510 1 ILa' 7 A HTU261 THD26 3600/3470 1555 1 2330 1LA 0 B HTU28I THD28 4680/5040 2140 / 2330 dLB 0 C HTU26-2 / THD26-2 3600 13355 2175 / 2340 1IC 0 D HTU28-2 / THD28-2 468015005 3485 / 2595 1 D 0 E HGUS26-2 / THDH26-2 5320 / 5245 2155 / 2340 1 ME 0 F HGUS28-2 1 THDH28-2 7460 / 8025 13235 / 3330 11 1 iF 0 G HGUS26-3 / THDH26-3 5230/5245 21551 2340 J w 0 H HGUS28-3 / THDH28-3 7460/7835 3235 / 4370 1 u+ 0 J THJA26 / HJC26 9100 / 8990 4095/4370 1 W 3X8NOP REVIEWED ❑ REVISE AND RESUBMIT ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comrrteft made on equipment submittals or shop drawings during this review do not relieve own• tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the project and general compliance with the information given in the cortract documents The contractor is responsible for confirming and corelating all quantities and dimen- sions. selecting fabrication processes and techniques of construction, coordinating his work with that Of all other trades and performing his work in a safe and satisfactory manner. FLORID gDESIGN SOLUTI NS NC. Date %�%ry3 / / gy Submittal Bo. Project No. p` Project Name sw�rs"wrorw�.wu�auv�sow moa�rwew¢x•• •°'"'••• acamocreactRes...n..... IMPORTANT m muaurscoRyc OccuRAacrcxreooRn This Dreamt, Must Be Approved And wno wao rw sox Returned Before Fabrication Will r.a wm eexxx..D euaORouve eoRe Begirt For Your Protection Check Ali oxco.aa .ora�WE... Dimensions And Conditions Prior To ApDro.1 Of Plan, SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL 07 PSF TCDIL 10 PSF B'/ wM— BCDL' 10 PSF BCDL: 5 PSF TOTAL: 37 PSF TOTAL 55 PSF - DURATION: 1.25 DURATION: 1.00 ERECT NO TO S AND L D1IERIOR BEARING WALLS IST BE IN PLACE PRIOR TO ITAL-UNG TRUSSES. FER TO FINAL ENGINEERING EETG FOR THE FOLLOWING. MIMBER OF GIRDER PLIES AND SWG SCHEDULE BEARING BLOCK REQUIREMENTS. SCAB DETAILS (IF REQUIRED) UPLIFT AND GRAVRY REACTIONS. WARMNG Backcharges Will Not Be Accepted Regardless a Fault WthoN Prior Notification By Customer Within 48 Hours And Investigation BY Builders First Sou,ce. NO EXECPTIONS. Gable Shear ROOF PITCH: BM2 CURING PITCH: 3112 TOPCHORDSR' 2X4 BOTTOM CHORD SQE: 2 X A OVERHANG LENGTH: 1r END OUT: Plumb CANTILEVER: — TRUSS SPACING: 2r BUILDING CODE: FM2017 BEARING HEIGIIT SCHEDULE PLAN DATE: 2019 REVISIONS: t. 2. 3. 4. Muaders rstSource =8 Airport Road Plum City. FL 33563 PR (8131305-1300 Fax (813) 3051301 ® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: 2182591 - LOT 41/1 WATERSTONE/SLC MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Adams Homes Project Name: 2182591 Model: 1780 A 3CAR Tampa, FL 33610-4115 Lot/Block: 41/1 Subdivision: Waterstone-St Lucie County Address: 5451 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/fP12014 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. T 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Seal# Truss Name Date T18926130 A01 12/17 A02 A03 A04 05 A06 A07 A08 A09A A10A A11A Al2A A13A Al4A Al5A C1 CIA C1P Civ C3 C3A C3P No. Seal# Truss Name Date 23 T18926152 C3V 12/17/19 24 T18926153 C5 12/17/19 25 T18926154 C5A 12/17/19 26 T18926155 C5P 12/17/19 27 T18926156 C5V 12/17/19 28 T18926157 D01 12/17/19 29 T18926158 D02 12/17/19 30 T18926159 D03 12/17/19 31 T18926160 E6A 12/17/19 32 T18926161 E7 12/17/19 33 T18926162 E7P 12/17/19 34 T18926163 E7V 12/17/19 35 T18926164 1-16A 12/17/19 36 T18926165 H7 12/17/19 37 T18926166 1-17P 12/17/19 38 T18926167 1-17V 12/17/19 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 ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. RECEIVED FEB 19 2020 S-r. Lucie county, Permitting Walter P. Finn PE No.22839 Mlrek Usk Inc. FL Dert 6634 6904Parke East Blvd. Tampa R. 33610 Data: December 17,2019 Finn, Walter 1 of I Job Truss Truss Type Oty Ply LOT 41/1 WATERSTONE/SLC I} T18926130 2182591 A01 Special Truss 10 1 Job Reference (optional) Miners Mmibource Plant Glty, PL), Plant Gay, I-L- 33567. 6.240 a Dec 6 2019 MITex Industnes, Inc. I us Dec 1710:24:45 2019 Page i 5x6 Scale =1:71.9 6.00 12 5 3x4 i 23 24 3x4 4 6 5x6 i 5x6 3 7 .5x8 STP = 22 25 1.5x8 STP = 2 1s 14 13 12 11 10 0 1 6,02 MT20HS = 3x6 = 3x8 = 8 9 I9 4x6 = 6x12 MT20HS = 6 3.6 = 5x6 3.00 Fi2 5z8 8-8-0 14-4-13 20-0-0 25.7-3 3140 40.0-0 8-8.0 I 5.8-12 5-7-3 I 5-7-3 5.8-12 f 8.8-0 Plate Offsets (X,Y)- [2:0-2-7 Edge] [3:0-3-00-3-0] [5:0-0-8 0-2-8] [7:0-3-00-3-0][8:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Met L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.56 13 >862 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(CT) -0.84 13-14 >569 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.59 8 nta n/a BCDL 10.0 Code FBC2017/TPI2014 Mabi*MSH Weight: 207 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or2-9-15 oc pudins. 1-3,7-9: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 5-13, 6-13, 7-11, 4-13.3-14 WEBS 2x4 SP Nm3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1552/0-8-0, 8=1552)0-8-0 Max Horz 2=437(LC 9) Max Uplift 2=-803(LC 10), 8=-803(LC 10) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown: TOP CHORD 2-3=-4863/2613, 3-4=-3009/1788, 4-5=-2143/1417, 5.6=-2143/1417, 6-7=-3009/1788, 7-8=-4863/2613 BOT CHORD 2-15=-2145/4642, 14-15=-2031/4385, 13-14=-1151/2717, 11-13=-1151/2633, 10-11=-2031/4139, 8-10=-2145/4380 WEBS 5-13=-888/1571, 6-13=-1132/690, 6.11=.341/812, 7-11=4678/965, 7-10=-449/1158, 4-13=-1198/690,4-14=,341/877, 3-14- 1830/965, 3-15=-449/1230 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2pst BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 16-D-0, Extedor(2) 16-0-0 to 24-0-0. Interior(1) 24-0-0 to 37-4-0, Exterior(2) 37-4-0 to 414-0 zone;C-C for members and forces 8 MIN FPS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSVFPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 803 Ib uplift at joint 8. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cad 6634 Me Parke East Blvd. Tampa FL 33810 Date: December 17,2019 Job Truss Truss Type Oty Ply LOT 4111 WATERSTONE/SLC a T78926131 2182591 A02 Hip Truss 1 1 Job Reference (options[) Builders Nrstbource (I'lant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industnes, Inc. Tue Dec 17 10:24:46 2019 Scale=1:74.3 Sx6 = 5xfi = 6.00 F,2 5 6 3x4 G 3z4 4 7 25 26 5x6 i 5.6 6 ci 3 8 1.Sx8 STP = 1.SZB STP= 24 27 2 17 16 15 14 13 12 11 I 1 6x12 MT20HS = arts = 3x4 = 3x4 = 4x6 = 6x12 MT20HS v�22 910Id = 66 3x6 = 5x8 3.00 F12 5. 8-0 14.4-11 25-7-0 4-0 40.0.00& I -0 2.0 53-8 I Plate Offsets (X,Y)-- 12:0-2-7 Edge] 13:0-3-00-3-01 15:0-3-00-2-0] [6:0-3-0 0-2-0] 18:0-3-0 0-3-0] 19:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.55 14 >880 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.83 16-17 >579 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Hoa(CT) 0.58 9 Na Na BCDL 10.0 Code FBC20171TPI2014 Matrix-MSH Weight: 215 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc puffins. 1-3,8-10: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 3-16, 4-15, 7-14, 8-12 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=1552/0-8-0, 9=1552/0-8-0 Max Hoa 2=-418(LC 8) Max Uplift 2=-B03(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4865/2834, 3-4=-3006/1952, 4-5=-2236/1610, 5E= 1956/1522, 6-7= 2236/1610, 7-8=-3006/1952, 8-9=-4865/2834 BOT CHORD 2-17=-2347/4625, 16-17=-2224/4370, 15-16=-1295/2705, 14-15=-815/1956, 12-14=-1295/2630,11-12=--7224/4141, 9-11=-2347/4382 WEBS 3-17=-493/1220,3-16=-1826/1019,4-16=-367/910,4-15=-1180/729,5-15=-511/817, 6-14=-511/817, 7-14=-11IS'729, 7-12=-367/848,8-12=-1681/1019, 8-11=-493/1158 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=15ff; B=45ft; L=40ff; eave=5ff; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 13-4-2, Exterior(2) 13-4-2 to 26-7-14, Interior(1) 26-7-14 to 37-4-0, Extedor(2) 37-4-0 to 41-4-0 zone;C-C for members and farces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 20.0psf 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) Beatings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Beating at joint(s) 2, 9 considers parallel to grain value using ANSI/TPI 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 803 lb uplift at joint 2 and 803 lb uplift at joint 9. Walter P. Finn PE No12839 III USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 ,&WARNING-Vedfy& fga xv...hasrand READ NOTES ON MIS AND INCLUDED MREKREFERANCEPAGEMD-74T3 nv. 1pA 0159EPOREUSE - Deslgn valid for use only with MmeM connectors. This design Is based only upon parameters shown, and Is for on Incilvidual building component, not a tress system. Before use, Me building designer must verlty the applicability of design parameters and properly Incorporate this tleslgn Into the overall bulldingdesign. Bracing Indicated lsto prevent bucWingg of lnclMduol truss web and/or chord members only. Additional temporaryond permanent brachg Is always requaedfor stability and toprevent collapse wlihposslblepersonal Injury and property damage. For general guldonceregordingfine fobdootlon, storage, delfreiy, erection and brachg of trusses and buss systems, seeANSVIPI I Gupply CN�dD, DIN and BCSI BuSdbp Cempanent SabN hformotbrxrvolloble from Lust Plate Institute. 218 N. Lee Sheet, suite 312. Alexondrin VA PP314. ��- MiTek' 6904 Padre East BNd. Tampa, FL 33610 Job Truss Truss Type Illy Ply LOT 4111 WATERSTONE/SLC T78926132 2182591 A03 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:24:47 2019 Page 1 (74412 77 ID:g65k6Z?uV1iuOXUS.57-?YA4XyIW46R-voW w4JgOUPfr4cPkvB5mLpnYi9Hx?UWgIL10470z� Dye54j GO0 712 3-1-0.40 4- 3 1-4-01-0.88 &.4 5 Sx6 = 6.00 12 6 Sx6 i 6.8 6 4 23 1 3 1.5xB STP= 22 2 5 14 26 a . d fix12 MT20HS - ass = 5x8 = 6 5x6 7 24 6xB 0 8 13 12 11 3x4 = US = 602 MT20HS = Scale =1:74.3 1.5xB STP = 25 0 0 5x8 3.00 12 5x8 23.0-0 31-4-0 40.0-0 E. Plate Offsets (X,Y)- 12:0-2-7 Edge] 13:OA-0 Edgel [5:0-3-0 0-2-0] 16:0-6-0 0-2-8] 18:0.4-0 Edgel 19:02-7 Edgel LOADING (psQ SPACING- 2-0-0 est. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(L-) 0.5611-13 >859 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9711-13 >496 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Mar YES WB 0.84 Horz(CT) 0.57 9 n/a n/a BCDL 10.0 Code FBC2017/7PI2014 Matrix-MSH Weight: 2061b FT=20% LUMBER - TOP CHORD 2x4 SP No.2'Except- 1-3,8-10: 2x4 SP M 31 BOT CHORD 2x4 SP No.t WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS. (lb/size) 2=1552/0-8-0, 9=1552/0-8-0 Max Horz 2=377(LC 9) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4912/2953, 3-4=-4943/3166, 4-5=-2530/1809, 5-6=-2231/1708, 6-7= 2530/1809, 7-8=4807/3166,8-9=4859/2953 BOT CHORD 2-15=-2454/4688, 14-15=-1614/3101, 13-14>1056/2230, 11-13=-1613/2938, 9-11= 2454/4374 WEBS 3-15=-375/383,4-15=-1186/2202,4-14=-1111/775,5-14=-458/8281 6-14= 254/256, 6-13=-458/922,7-13=-1046/7/5,7-11=-1186/2050,8-11=-386/383 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=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Intedor(1) 2-e-0 to 11-4-2. Exterior(2) 11-4-2 to 28-7-14, Interior(l) 28-7-14 to 37-4-0, Extedor(2) 37-4-0to 41-4-0 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 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 8) Bearing at joint(s) 2, 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 2 and 803 lb uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ceti 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING- Vedfydeslpnpardmetersand READNOMSONMN ANDIRCLUDEDMFFEKREFERANCEPAGEM674) mx fgrU.1¢OfSBEFOREUSE Design valid for use only with MITek® connection. This design Is based only upon parameters shown, and 6 for an Individual building component, not a truss system. Before use, the bulldhg designer must verify the applicability of design parameters and properly Incorporate this design Into Me overall bulldingdeslgn. Bracing Indicated Is to prevent buckling of Individual puns 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 trusses and truss systems, seeANsWil Cuallty CdMll D3349 antl SCSI Bull Component Safety InforissaSonwoOobie from Truss Plate Institute, 218 N. We Sheet Suite 312. Alexandria. VA 22314. ��- MiTekc 6904 Parke East BNO. Tampa, FL 33610 Job Truss Truss Type � � Oty Ply LOT 41/1 WATERSTONE/SLC T18926133 2182591 A04 Hip Truss 1 1 Job Reference o tional Builders Rrs[Source (Plant City, FL), Plaid City, FL- 33567. 6.00 rl2 8.240 s Dec 6 2019 MiTek Intl ID:g65k6Z7uVliuOXUS77YA4XyW 46R-N7 2P0-0 25.0.0 31-4-o0 so-o s-o-0 s-a- Sze = 3z4 = 5xfi - 4 5 6 23 Inc. Tue Dec 17 10:24:49 2019 Pagel 5x8 % 3.00 Fl2 5xB 8-8-0 15-0.0 25-0-0 31d--n0 a0---0 6I10.0-0 r Scale = 1:74.0 b 6 b 6 N Plate Offsets (X Y)-- 12:0-2-7 Ednel 13:0-4-00-3-01 14:0 3-0 0-2-01 16:0-3-00-2-0] f7:0-0-0 0-3-01 f8.0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.78 Vert(LL) 0.56 13 >865 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -1.03 11-13 >464 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress ]nor YES WB 0.50 Hoa(CT) 0.60 8 We Na BCDL 10.0 Code FBC2017/rP12014 MatmeMSH Weight: 1961Is FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3,7.9: 2x4 SP M 31 BOTCHORD 2x4 SP No.t WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at midpt 3-13,7-11 REACTIONS. (Ib/size) 2=155210-8-0, 8=1552/0-e-0 Max Hoe 2=-336(LC 8) Max Uplift 2=-803(LC 10), 8=-803(LC 10) FORCES. (Its) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4936/3142, 3-4=-2888/2020, 4-5=-2535/1918, 5.6=-2535/1918, 6-7=-2888/2020, 7-8_ 4875/3142 BOT CHORD 2-14=-2631/4682, 13-14=-2498/4426, 11-13=-1464/2658, 10-11=-2498/4152, e-10=-2631/4393 WEBS 3-14=-556/1217,3-13=-1953/1281,4-13=-553/979,5-13=-345/216,5-11- 345/216, 6-11=-553/979,7-11=-1830/1281,7-10=-556/1154 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=15N; B=45tt; L=40ft; eave=51F Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 94-2. Extedor(2) 94-2 to 30-7-14, Interior(1) 30-7-14 to 37-4-0, Extedor(2) 37-4-0 to 41-4-0 zone;C-C for members and fames & 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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 ANSV/ PI 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 803 Its uplift at joint 2 and 803 Its uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cad 6634 6904 Parke Fast Blvd. Tampa FL 33610 Date: December 17,2019 QWABNMG-V-dfydeegnpanm ..rs dBEADNOTE ONMMMDMCLUDWD EKNEFEHANCEPAGEUX7473rev.Ul4A 15BEFONEUSE Design valltl for Use only with MgekO connectors. IDS design Is based only upon parameters shovm, and Is for an Intllvidual building component, not a Mas system. Before use, the building doslgner must verify the appllcabllity of tleslgn parameters and properly Incorporate this tleslgn Into the overall bulltling tleslgn. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me folodcaHon, storage, dalive y, erection and bidding of husses and truss systems, seesV4VIP11 Quay CRAM, DSfldg end SCSI euldhp Component 69U Parke East Blvd. Safety Infamlotbnovollable from Truss Plate InstAille, 218 N. Lee street. State 312. Nexcri VA 22314. Tampa, FL 33610 ___]A T0 Truss Type City, I'll NE/SLC T18926134ob 1J591 Hip Truss 1 1 Job Reference o tional Hwlaers Flrstbeurce (Ylam tnty, rL), Man! City, FL-33567, 8.240a Dec 6201 Inc. Tue Dec 17 10:24:50 2019 Scale-1:74.0 6.00 12 6x8 = 2x4 II 4 26 27 5 28 5x8 = 296 17 16 '- 14 '- = C 3z6 = 1.Sx8 STP= SxB = 3x8 3x4 II 3.00 12 3x6 3x6 II 9-4-0 13.0-0 20-8-0 1-8- 27-0.0 31-4.0 42 1 9-4-0 , t - 7-8-0 -0- 5.4-( 4--4 8.8-0 Plate Offsets (X Y)- [3:0-0-0 0-3-01 [4:0-" 0-2-8] [6:0-6-00-2-81 [7:0-3-00-3-41 [8:0-2-9 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Ven(LL) 0.47 17-20 >240 240 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) 0.37 17-20 >301 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.90 Hom(CT) 0.12 8 n/a n/a BCDL 10.0 Code FBC2017/fP12014 Matrix-MSH Weight: 2151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 *Except* TOP CHORD 1-3,7-9: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP M 31 *Except- 5-14: 2x4 SP No.1 WEBS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2- 187/0-8-0, 8=1031/0-e-0, 17=2283(0-8-0 Max Horz 2=295(LC 9) Max Uplift 2=-428(LC 20), 8=-568(LC 10). 17=-1158(LC 10) Max Grav 8=1056(LC 16), 17=2283(LC 1) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-579/1322, 4-5=-1076/942, 5-6=-1078/933, 6-7=-1589/1168, 7-8=2784/1774 BOT CHORD 2-17=-117lf736, 16-17- 1170/736, 5-12=-447/500, 11-12=-566/1380, 10-11=-1300/2332, 8-10=-1379/2483 WEBS 3-17=-2036/1331,4-16=-1039/616,4-12=889/1470,6.12=-435/212,6-11=-3781731, 7-11=-1221/864,7-10=-2841715,12-16=,307/380,3-16=-621/1510 Structural wood sheathing directly applied or2-2-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 12-14 1 Raw at midpt 4-12 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=151t; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0. Interior(1) 2-8-0 to 7-4-2, Extedor(2) 7-4-2 to 18-7-14, Intedor(1) 18-7-14 to 21-4-2, Exterior(2) 21-4-2 to 32-7-14, Interior(1) 32-7-14 to 37-4-0, Exterior(2) 37-4-0 to 41-4-0 zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-" 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) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4281b uplift at joint 2, 5681b uplift at joint 8 and 1158 lb uplift at joint 17. Walter P. Finn PE No.22839 MTek USA Inc. FL Cad 6634 6904 Parke East ENd. Tampa FL 33B70 Date: December 17,2019 Jab Truss Truss Type Cry Ply LOT41/1 WATERSTONE/SLC I T78926135 2182591 A06 Hip Truss 1 1 Job Reference (optional) Buncers rustaource (rant City, FL), Plant City, FL - 33567. 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:24:51 2019 Page i ID:g65k6Z7uVliuQXUS77YA4XyW46R-JNC2iUlnK2Qx48JaKfdP REKvFk8NKzWJenaxy854g r4--0 671-00 L_f 1--20.8.0 20 131 40-0-0 41-0- 41--O 4 41-I 512 5.6.14 8--4.-0 2 iiO0 0 8-8.0 1- 01 3x6 = 6.00 Fl2 5x6 = Sx6 = 427 28 l lm 1.5x8 STP= 3x6 = 6x8 = 5x3 = 3x4 II 5x8 = 29 6 30 31 7 32 30 8 15 2x4 II 3.00 12 8-4-0 11-0.0 161-2 20.8.0 1-8- 29.0-0 31-4-0 4o-ao 9.4.0 1-8-0 4-1-3 5%M -P 7-4-0 21-4 SNO0 3x6 Scale=1:72.6 Plate Offsets (X Y)-- 12:0-2-12 0-1-81 14:0-3-0 0-2-01 15.0-3-0 0-0-01 1T0-6-0 0-2-81 19:0-1-14 0-0-7) LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 VBr(LL) 0.43 18-21 >261 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(CT) 0.3418-21 >326 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.71 Horz(CT) 0.13 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 2121b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 'Except' BOT CHORD 6-15: 2x4 SP No.2 WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/size) 2=-334/0-8-0, 9=987/0-8-0, 18=2474/0-8-0 Max Horz 2=254(LC 9) Max Uplift 2=-563(LC 20). 9=-545(LC 10), 18=-1258(LC 10) Max Grav 9=1008(LC 16), 18=2474(LC 1) FORCES. (Ib) -Max. CcmpJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=.662/1561, 3-4=-708/1651, 5-6=-1123/863. 6-7=-1181/910, 7-8=-1841/1321, 8-9= 2624/1687 BOT CHORD 2-18=.1366f768, 16-18=-864f721, 6-13=-427/449, 12-13=-715/1632, 11-12=-1227/2216, 9-11=-1297/2342 WEBS 5-16=-1007/686, 13-16=-94/308, 5-13=-745/1365, 7-13=-538/314,7-12=479/850, 8-12=-99lf770, 8-11- 296/639,4-16=-781/1369,4-18= 2070/1192, 3-18=-364/530 Structural wood sheathing directly applied. Rigid ceiling directly applied or 5-0-10 oc bracing. Except: 10-0-0 oc bracing: 13-15 1 Row at midpt 7-13, 4-18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind; ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 5-4-2, Extedor(2) 5-4-2 to 16-7-14, Intedor(1) 16-7-1410 23-4-2, Exterior(2) 23-4-2 to 34-7-14, Interior(1) 34-7.14 to 37-4-0, Exterior(2) 37-4-0 to 41-4-0 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 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 18 SYP No.2 crashing capacity of 565 psi. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 2, 545 lb uplift at joint 9 and 1258 lb uplift at joint 18. Walter P. Finn PE No.22839 MTek USA, Inc. FL Ced 6634 6904 Padre Fast Blvd. Tampa FL 33610 Dale: December 17,2019 A WABNNG-Vedfydesl8nperdmetersend NEADNOTEs ON MIS AND INCLUDED Mm KNEE I?ANCEPAGEM674TJ7ay. 101,1034aOISBEFONE USE Design valid for use only with Mrek® connectore the design b based only upon parameters shown. and Is for on Individual building component, not a truss system. Before use, the building designer must verly the applicability of design parameters and properly Incorporate his design Into the overall bulamgdoslgn. BracinglndlcatedIstoprevent buckling ofindvidualtruer web and/or chord members any. Additional temporary and pemonembrocln9 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property da�ymage. For general guldance regarding the fabrication,II VVA 22314meb, D9E49 and 6plBuldhp CemisaNnl Safety information,,olloble frorection and of 8 Ne True Plate Suite East Ntl. m Institute. 21We Street. 312. Alexandria Tampa, FLParka 3810 Job Truss Truss Type Oty Ply LOT 41/1 WATERSTONE/SLC x x T1B926136 2182591 A07 Hip Truss 1 i Job Reference (optional) elFi rarely, ry, riam xery, rL- aaaol, 11.241.1S UeC ti2Ul9 MI IeK Inc. I ue UeC 17 10:24:52 2019 5x6 = 5x12 = 2x4 II 3x4 = 5x6 = 6.00 12 4 27 28 5 29 6 730 31 32 8 2x4 3 - 3x6 = 1.5.3 STP= 6x8 = 1716 3x6 = 3x4 = 2x4 i 9 3.00 12 Scale=1:72.6 3334 d 1.5x8 STP= D„3b1$ 3x6 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grp DOL 1.25 Lumber DOL 1.25 Rep Stress ]nor YES Code FBC2017rrP12014 CS1. TC 0.85 BC 0.93 We 0.61 Matrix-MSH DEFL. in (roc) Well Ud Vert(LL) 0.41 18-21 >269 240 Vert(CT)-1.0212-13 >365 180 Horz(CT) 0.16 10 n/a n1a PLATES GRIP MT20 244/190 Weight: 2061to FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Stmctuml wood sheathing directly applied or 3-3-7 oc puffins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-15:2x4 SP No.3, 12-13: 2x4 SP No.1 10-0-0 oc bracing: 13-15 WEBS 2x4 SP No.3 WEBS 1 Raw at micipt 5-18 REACTIONS. (lb/size) 2=-568/0-8-0, 10=932/0-8-0, 18=2763/0-8-0 Max Hom 2=213(LC 9) Max Uplift 2=-795(LC 20), 10=-517(LC 10). 18=-1401(LC 10) Max Grav 10=942(LC 16). 18=2763(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All tomes 250 (Ib) or less except when shown. TOP CHORD 2-3=-910/2051, 3-0=-1044/2131, 4-5=-932/1929, 5-6=-1124/716, 6-7- 1174r715, 7-8=-1889/1298,8-9=2268/1467, 9-10=-2556/1729 BOT CHORD 2-18=-1802/978, 16-18=-348/435, 6-13=-274/258, 12-13=-933/1845, 10-12=-1364/2297 WEBS 4-18=-1117/655, 5-18=-2006/1173, 5-16=-4/271, 13-16=-382/494, 5-13= 796/1612, 7-13=-7531718, 8-12=-433/811,3-18=-310/524, 9-12=-319/426 , NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=451t; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2.8-0, interior(l) 2-8-0 to 3-4-2, Extedor(2) 3-4-2 to 14-7-14, Interior(l) 14-7-14 to 25-4-2, Extedor(2) 25-0-2 to 36-7-14, Interior(1) 36-7-14 to 37-4-0, Exterior(2) 37-4-0 to 41-4-0 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 18 SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSVTP11 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7951b uplift at joint 2, 517 lb uplift at joint 10 and 1401 lb uplift at joint 18. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cent 6634 69134 Parke East BNd Tampa FL 33610 Date: December 17,2019 O WARNING -Veritydesignpererrretemand READNOTES ON WXAND INCLUDED sfREKHEFERANCEPAGEM674naaK 14111401SBEFORE USE Design valid for use only with MIrelO connectors. This design Is based only upon parameters showru and Is for an mdlvidual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into he overall building design. Bracing lndlecred is to prevent buctding of Individual truss web and/or chord members only. Additional temporary and permanent bracing t�/� Welk' B always required for Stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding he fobricotiom storage, daiNery, erection and bracing of musses and truss systems, WeANSVIPII Qwu CdbsB, DS8419 and BCSI Buldhg Component Sabty Inlortnatbrxrvolable from Truss Rate Institute. 218 N. tee Street Suite 69W Pahl East Blvd. FL 312, Ale231 xcnddo. VA 24. Tampa, 33610 Job Truss Truss Type x City ply LOT 41/1 WATERSTONE/SLC T18926137 2182591 A08 HIP TRUSS 1 2 Jab Reference (optional) ommem rnsrawrce tr,mn uny, I-L), rram x Iry, rL-ddbb r, 5.241.1a use a ZU19 MI I ex mammas, Inc. I Ue Use 17 10:24:57 2019 Pagel 5x6 = Sx8 = 4.6 = 7x10 = 6.00 12 3 4 31 8 32 33 8 34 Sx8 STP = m 1 2 d 24 23 21 20 22 39 40 3x6 = 46 1.5x8 STP 22-8-0 4x6 = 5x8 = 3x6 It3xfi = Sx6 = 2x4 II 5x6 = 6xB = 7 35 8 3637 9 38 10 _W- 1 16 42 15 43 14 7910xi2 = 3x8 = 2x4 II 5x8 = 78 20 11 Scale =1:72.6 2x4 = 1 m 1.5x8 STP= m m 2 131, 3.00112 46 192 v8R0.11r1 1 n.aet I d2.14t.0r 2-en5-2-6 8-102I32-10.8 I -0 0-0-0 7.n-0 pb4 I Plate Offsets (X y)-- r3:0-3-4 0-2-8] [6:0-5-0 0-4-81 rl O:0-4-0 0-1-15] [12:0-1-14 Edael [14.0-4-0 0-0-8] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(L-) 0.39 15-16 >939 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.82 VerdCT) -0.49 15-16 >754 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(CT) 0.17 12 rVa n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 472 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6: 2x6 SP No.2, 6-10: 2x6 SP M 26 BOT CHORD 2x4 SP No.2 *Except* 7-19: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=-1569/0-8-0, 12=1717/0-8-0, 23=5988/0-8-0 Max Horz 2=171(LC 24) Max Uplift 2=-1899(LC 30), 12=-1025(LC 8). 23=-3615(LC 8) Max Gmv 2=667(LC 6), 12=1779(LC 30), 23=5988(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-1-5 oc bracing. Except: 10-M oc bracing: 17-19 FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1908/4470,344=-1557/3869,4-5=-1280/2605,5-6=-168/258, 6-7=-3932J2144, 7-8=-5654/3168,8-9=-5654/3168, 9-10- 5253/2886, 10-11=-5697/3086, 11-12=-5449/2959 BOT CHORD 2-24=-4024/1846, 23-24=-5588/3072, 21-23=-5588/3072, 20-21=-2640/1519, 17-19=0/370, 7-17=-1050/807,16-17- 1965/4087,15-16=-3160/5966,14-15=-3160/5966, 12-14= 2536/4859 WEBS 3-24=-2260/1147,4-23=-5855/3636,5-21= 2596/1554, 5-20=-1822/3437, 6-20= 2134/1288,6-17=-2162/4175,7-16=-1067/1772,8-16=559/435,9.16=-411/275, 9-15=-17/317, 9-14=-939/570, 10-14=-893/1972, 11-14=-6091782, 4-24=-2191/3246, 4-21- 2124/4032 NOTES- 1) 2-ply truss to be connected togetherwith 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 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 0-9-0 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; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsh h=15ft; 3=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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) Bearings are assumed to be: , Joint 23 SVP No.2 crushing capacity of 565 psi. 9) Bearing at joint(s) 12 considers parallel to grain value using ANSLTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Walter P. Finn PE No.22839 6UTekUSA, Inc. FL Cud 6634 6904 Parke East Bald. Tampa FL 33810 Data: December 17,2019 OWARN/NG-Vedlydeegn paramseersend READ NOTES ON WISANDDICLUDED WEKREFERANCEPAGE M6747a rev. la41a2015BEFOREUSE De9gn vclld for use only wim Mnek8lconnectors. 7hls design Is based only upon parameters shown, and b tot an IndeAdual building component, not a truss system. Before use, the building tlosignel must verify me applicability of design parameters and properly Incorporate this all Into the overall bulltling design. Bracing Indicated 6 to prevent buckling of Individual ass web and/or chord members only. Additional temporary and permanent bracing Is always required for stab0ity and to prevent collapse with possible personal injury and property damage. For genaral guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and Massystems, seeANSVrMI Quo Sry Criteria. DSB49 and SCSI Building Component Safety mformatbw rxa0abie from Tors Rate ImStute. 218 N. Lee Sheet. Suite 312. Nexantlrla. VA 22314, MOW 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply LOT 41/1 WATERSTONE/SLC T78926137 21 82591 A08 HIP TRUSS I 2 Job Reference (optional) Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:24:57 2019 Page 2 ID:g65k6Z?uVliuOXUS7?YA4XyW46R-8XZKzOm3NAoZg?bTxaml eFhJwKGzY4iwF55nBy854a NOTES- 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1899lb uplift at joint 2, 1025 lb uplift at joint 12 and 36151In uplift atjoint 23. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 12) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 149 lb down and 181 It, up at 7-01 149 lb down and 171 lb up at 9-0-12, 178 Ib down and 178 Ito up at 11-0-12. 178 lb down and 178 to up at 13-0-12, 178 lb down and 178 lb up at 15-0-12, 178 lb down and 178 lb up at 17-0-12, 178 Ile down and 178 lb up at 19-0-12, 178 Ib down and 178 lb up at 20-11-4, 172 lb down and 1651b up at 22-11-4, 172 lb down and 165 lb up at 24-11-4, 172 lb down and 165 lb up at 26-11-4, 172 lb down and 165 lb up at 28-11-4, and 172 lb down and 165 lb up at 30-11-4, and 3521b down and 373 lb up at 33-0-0 on top chord, and 368 lb down and 4361b up at 7-0-0, 84 lb down at 11-0-12, 84 lb down at 13-0-12, 84 lb down at 15-0-12, 84 lb down at 17-0-12. 84 It, down at 19-0-12, 84 It, down at 21-2A, 81 lb down and 34 It, up at 22-8-0. 81 Ib down and 34 In up at 24-11-4, 81 lb down and 34 Ib up at 26-11-4, 81 lb down and 34 So up at 28-11-4, and 81 lb down and 34 Ib up at 30-11-4, and 350 Ib down and 135 lb up at 32-10-8 on bottom chord. The design/selection of such connection devices) is the responsibilityof others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-3=-54, 3-10= 54, 10-13=-54, 191 18-19i 14-17= 20, 14-28=-20 Concentrated Loads (lb) Vert: 3=-88(F) 10=-189(F) 22=-63(F) 19=-63(F)7=-112(F) 14=-334(F) 24=-368(F) 4=-88(F) 21=-63(F) 5=-112(F)20=-63(F) 6=-112(F) 8= 103(F) 16=-72(F) 15=-72(F) 9= 103(F)18= 72(F) 31=-112(F)33= 112(F)34=-112(F) 35=-103(F) 37=-103(F) 38= 103(F) 39=-63(F) 40= 63(F)42=-72(F)43=-72(F) A WARNING- VexHydesrePenmerenand READNOTES ONSNISAND INCLUDED MREKNEFERANCEPAGEM/1i lOT32015BEFORE USE. Design valid for use only with MBeli connectors. This design B based only upon parameters shown. and Is for an individual building component, not a inks system. Before use. Me building designer must ved the applicability of design parameters and property Incorporate this design Into the overall building deslgn. Bracing indicated k to prevent buckling of individual Wks web and/or chord members only. Adtliiional temporary and permanent bracing MiTek' a always required for siabllity antl 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, seelW$lylpll Quart,Creolia, O$B-69. and SCSI Building Component 6904 Parke East Blvd. Safety Informationavailabie from Truss Plate Instri 218 N. We Sheet, Suite 312, Alexandra, VA 22314. Tampa, FL 33610 __t Truss Tnus Type Illy Ply LOT 4111 WATERSTONE/SLC Flob? , a T18926138 91 A09A Hip Truss 1 1 Job Reference (optional) Builders I'MuSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:24:58 2019 6.00 FIT Scale=1:73.8 5x6 = 4x6 = 3.6 = 5 6 7 31 � a.uuI lz 3x4 = zacs zo-s-0 0-9-0 1edL 2621-&q 29-]-2 40. 68-0 96p 2-0110 0 ]-1 b2 1a-0-1-14 o-1< 1-o-1z Plate Offsets (X Y)-- [2:0-0-14 0-0-7] [3:0-3-0 03-01 f5:0-3-0 0-2-01 V:0-3-0 0-2-01 [9:0-3-0 0-3-07 [10:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) -0.26 15-16 >964 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ved(CT) -0.5415-16 >461 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 216 lb 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 or 2-2-0 oc bracing. Except: 6-13: 2x4 SP No.3 1 Row at midpt 6-14 WEBS 2x4 SP No.3 WEBS 1Row at midpt 8-13 REACTIONS. (Ib/size) 2=789/0-8-0, 13=1573/0-3-8, 10=670/Mechanical Max Horz 2=396(LC 9) Max Uplift 2=-521(LC 10), 13=-583(LC 10), 10=-403(LC 10) Max Gray 2=798(LC 19), 13=1573(LC 1), 10=816(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1913/1311, 3-4=-2008/1565, 4-5=329/520, 5-6=-311/547, 6-7=-185/486, 7-8=-196/440,8-9=-101 9-10=-1318/905 BOT CHORD 2-16=-1026/1964, 15-16=386/759, 13-14=-1120/495, 61122/389, 11-13=-300/583, 10-11=-678/1128 WEBS 3-16=A97/452, 4-16=-895/1644, 4-15= 804/639, 6-15=-266/860, 8-13=-856/596, 8-11=-187/621, 9-11=-439/406 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=4.2psG BCDL=5.Opsf; h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-8-0, Intedor(1) 2-8-0 to 12-8-2, Extenor(2) 12-8-210 27-4-9, Interior(1) 27-4-9 to 36-0-0, Exterior(2) 36-M to 40-M zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL= 10.Opst. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Beading at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of beading surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521 Ito uplift at joint 2, 5831b uplift at joint 13 and 403 lb uplift at joint 10. Walter P. Finn PE No.22639 tdTek USA, Inc. FL Cud 6634 6904 Parke East Blvd. Tampa FL 33810. Date: December 17,2019 A WARNING -Vedly deWB.pammeten and READ NOTES ON TNISAND INCLUDED MITEKREFERANCE PA BE MIP7473 rev. raMa40t5 BEFORE USE Design valid for use only wim Mink® connectors. This design 6 based only upon parameters shown, and Is for an IndMtlual building component, not �'- a muss system. Before use, Me building designer must verity the applicability of design parameters and properly incorporate this design Into the overall bullding design. Bracing Indicated 6 to prevent buckling of Individual nuns web and/or chord members only. Additional temporary and permanent bracing IsalwaysrequiredforstabilityantltopreventcollapsewithpossiblepersonalInjuryandpropeMdamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems sseANSVIP11 Quaid y Cdfoda, DS549 and 1101 Buldarg Component Saorty Inf9enotkurava0able from Truss Plate Institute. 218 N. lee Sheep Suite 31Z Alexandria. VA 22314, rip M[Tek- 6904 Parke East Blvd. Tampa, FL 33610 Jab Truss Truss Type Cry Ply LOT 41/1 WATERSTONE/SLC 1 1 T18926139 21 B2591 A10A Hip Thus i 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 62019 MiTek Industries, Inc. Tue Dec 17 10:25:00 2019 Page 1 ID:g65k6Z?uVli uOXUS7?YA4XyW 46R.Z6FSbOpyf5ABXSK2cjJkGIJnOYGsIVcHbCKmOW y854X -1-0-0 B-B-0 18-0-0 20-0-e 23-8-0 31 - 400-0 1-0-0 9-8-0 7-8-0 4-0-8 3-3-6 7-11-5 is 1 5x6 = 6.00 12 4x6 = 5xB = Scale = 1:73.2 3xis 3.00 12 6x8 = 3x4 = 3x6 = 2.4 11 3.6 = s � e6L I 16a1 240d-B 20f0 23e10 1 3]-11-]t--5s 4a0 3-1-12I e<t1 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 TCDL 7.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Inor YES WB 0.51 BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH LUMBER - TOP CHORD 2x4 SP No.2 ROT CHORD 2x4 SP No.2 *Except* 5-12: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=787/0-8-0, 12=1576/0-3-8, 8=669/Mechanical Max Horz 2=355(LC 9) Max Uplift 2= 517(LC 10), 12= 591(LC 10). 8=-399(LC 10) Max Gmv 2=791(LC 19), 12=1576(LC 1), 8=769(LC 16) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.20 9-21 >999 240 MT20 2441190 Vert(CT) -0.35 15-18 >702 180 Hoa(CT) -0.03 12 n/a n/a Weight: 217 In FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 4-10-12 oc bracing. WEBS 1 Row at midpt 3-14, 6-12, 7-11 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3>1920/1415, 3-4=-459/611, 4-5=-428/660, 5-6=-139/452, 6-7=396/531, 7-8=-1166/877 BOT CHORD 2-15=-1131/1944, 14-15=-1067/1808, 12-13=-969/523, 5-13=-928/509, 9-11=-629/973, e-9=-629/971 WEBS 3-15=-205/637, 3-14=-1507/1019, 5-14=-407/914, 6-12=-759/426, 6-11=-253/556, 7-11=-9121671, 7-9=0/365 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=1 Sit; B=45N; L=40ft; eave=5ft; Cat. II; Exia C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 10-8-2, Exterior(2) 10-8-2 to 293-14, Interior(1) 29-3-14 to 36.0-0, Extedor(2) 36-0-0 to 40-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 517 Ib uplift at joint 2, 591 Its uplift at joint 12 and 3991b uplift at joint 8. Waiter P. Finn PE NoIH39 MITekUSA, Inc. FL Cart 6634 6904 Parke East BNB Tampa FL 33610 Date: December 17,2019 QWARNING-VedrydesI9APardmehs.dREAD NOTES ON TNISANUINCLUDED MBEKREFERANCE PAGE MX74M rev. 14,034s)ISBEFOREUSE. Design valid for use only with MBoldt, connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. Me building dedgner must verify Me applicability of design parameters and properly incorporate Mls design Into Me overall buildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additionel temporary and permanent bracing MiTek' 6 always required for stability and to prevent collopse with possible personal injury and property damage. For general guidance regardingthe fabrication storage. delivery, erection and bracing of trusses and truss systems seeANSVTFII Quality Clitoris, DSB-89. and SCSI Building Component 6904 Parke East Blvd. Safety Nformationavollable from Truss Plate Institute. 218 N. Lee Sheet Suite 312. Aiexandda. VA 22314. Tempe. FL 33610 Job Truss Truss Type Oily Ply LOT 41/1 WATERSTONE/SLC x s T18926140 2162591 A11A Hip Truss 1 1 Jab Reference (optional) answers FlrstSource (Plant Uty, FL), Plant Gity, FL-33567, 8.240 s Dec 6 2019 MiTek Inc. Tue Dec 17 10:25:01 2019 6.00 12 5.6 = dx6 = 5x8 = 4 5 236 Scale=1:72.1 Exit = 3x4 = 3x6 = 2x4 II 3.6 = 3x6'. 3.00 12 1 19.7-0 i I 4-4-0 4 25-&0 -40-0-003&0. 88-0 4 -1-12 75-96-10. Plate Offsets (X Y)-- [2:0-0-14,0-0-71 [3:0-3-00-3-41 [4:0-3-0 0-2-01 [6:0-6-0 0-2-81 [7:0-4-0 0-3-01 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (foe) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.19 15-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(CT) -0.3715-18 >673 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.91 Horz(CT) 0.03 8 Was n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MSH Weight: 2071b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 5-12: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-10-3 oc bracing. WEBS 1 Row at midpt 6-12.7-11 REACTIONS. (lb/size) 2=796/0-8-0, 12=1558/0-3-8, 8=678/Mechanical Max Horz 2=314(LC 9) Max Uplift 2=-507(LC 10). 12=611(LC 10), 8=„3B8(LC 10) Max Grav 2=799(LC 19), 12=1558(LC 1).8=777(LC 16) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1940/1407, 3-4=-6857752, 4-5=-582f752, 5-6=-122/435, 6-7=-584/602, 7-8=-1278/946 BOT CHORD 2-15=-1116/1927, 14-15= 1050/1793, 12-13=-979/660, 5-13=-914/677, 11-12= 149/365, 9-11=-719/1083, 8-9=-717/1087 WEBS 3-15=-219/618, 3-14=-1279/883, 5-14=-435/943, 6-12=-750/387, 6-11=-203/539, 7-11= 804/633, 7-9=0/313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=401t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(l) 2-8-0 to 8-8-2, Extedor(2) 8-8.2 to 31-3-14, Interior(1) 31-3-14 to 36-M, Extedor(2) 36-0-0 to 40-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members, with BCDL= 10.0psf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 12 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSUTPI 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 507 lb uplift at joint 2, 611 Ib uplift at joint 12 and 3881b uplift at joint S. Walter P. Finn PE No22839 Its USA, Inc. FL Carl 6634 6904 Parke East Bald. Tampa FL 33818, Date: December 17,2019 Q WARNING-Vedydesl9nysremefemaodREADNOTES ON TNISAND INCLUDED MREKREFERANCEPAGEMIF7473rev. ip032015BEFOREUSE Design valid far use only with M6ekleconnectors. This design Is based only upon parameters shown, and Is for on InCNltlual building component, not a Muss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this dmlgn Into the overall bulldingdeslgn. Bracing Indicated Istoprevent bucklinggofIndividual buss web and/or chord members only, Additional temporary and permanent bracing Is always required for stability and to prevent collapse wlin possible personal Inlury and property damage. For general guldonce regarding the fabricotlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSUIPtt QuaT CMedo, DSSd9 antl SCSI Wldhsp Component Sahly Intomsotbrgvollabla Mom Tnrss Plate InsfiMe. 218 N. Lee Sheet. Suite 31Z Alexantltla VA 22314. M[Tek' 6904 Parke East BNd. Tampa, FL 33610 Truss Thus Type city Ply�Jb s T18926141 rJob 2591 Al2A Hip Truss 1 �ERVS.TOESLC Builders FimlSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. I ue Dec 171025:U2 2019 rage 1 ID:g65k6Z?uVliu0XUS7?YA4XYW 46R-VVND05gCBj0smmU RjBLDLIP8TLzKDPfa2 W psSOy854V 1-4-0� 5-11-1 8-8-0 + 12-4-0 16-6.4 1 20-5-0 F 27-8.0 1 32-8-12 40-o-0 1 4.0 5-11-1 2-8-15 3-8-0 4-2.4 3-10-72 7-3-0 5-0-12 7-3-4 Scale = 1:70.7 Sx6 = 3z4 = 3x4 11 5xB = 3z6 3.00 12 6xB 3z6 = 2x4 11 3x6 = - _ 197-0 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (too) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ve 1(LL) 0.18 16-22 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.37 16-22 >666 180 BCLL 0.0 Rep Stress Inch YES WB 0.54 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 203 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 4-54 oc bracing. 6-13:2x4 SP No.3 WEBS 1 Row at micipt 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=680/Mechanical, 2=798/0-8-0, 13=1554/0-3-8 Max Horz 2=273(LC 9) Max Uplift 9110), 2=-490(LC 10), 13=-648(LC 10) Max Gmv 9=773(LC 16), 2=802(LC 15), 13=1554(LC 1) FORCES. (lb) - Max Compri Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1938/1406, 3-4=-954/896, 4-5= 803/837, 56=-101/327, 6-7=-109/377, 7-8=-733/686, 8-9= 1215/916 BOT CHORD 2-16=-1115/1893, 15-16=-1053/1780, 14-15=-240/477, 13-14=-1014/730, 6-14=-362/380, 12-13=-242/526,10-12=-673/1020, 9-10=-673/1020 WEBS 3-16= 239/579, 3-15=-1083/815,4-15=-224/299, 5-15=-206/597, 5-14=-830/531, 7-13=-774/424, 7-12=-234/554, 8-12=-621/534, 8-10=0/257 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=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 6-8-2, Exterior(2) 66-2 to 17-11-14, Interior(1) 17-11-14 to 22-0-2. Exterior(2) 22-0-2 to 33-3-14, Interior(1) 33-3-14 to 36-0-0, Exterior(2) 36-0-0 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nenconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 6) Bearings are assumed to be: , Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Refer to girder(s) for truss to truss connections. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 9, 490 lb uplift at joint 2 and 648 Ib uplift at joint 13. Walter P. Finn PE No.22839 MRek USA, Inc. FL Ced 66U 6904 Parke East Blvd. Tampa FL 33810 Date: December 17,2019 Q WARNING-VerKydiiign palemefersend BEAD NOTES ON TNLSAND wCLUDED MmEKREFEItANCEPAGEMIll rev. 10=01SBEFOREUSE. Deslgn vcild for use only with MmeWconnectors. rhls design Is based only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the building allmust verify the applicability of design parameters and properly Incorporate, this design Into the overall buildingdesign. Brocing Indicated is to buckling individual huss web and/or chord members only. Addinonoltempororyondpennanentbrocing 11 A MiTek- prevent of Is always required for stabil'M and to prevent collapse with possible pawnor Injury and property damage. For general guidance regarding the 69N Parke East Bvd. fabrication storage, all erection and bracing of busses and Muss systems,-aANSVIP11 Quality Cmedn, D311419 and BCSI Balding Component Tampa. FL 33610 Safety mfommlbrmoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Thus Type City Ply LOT 4111 WATERSTONE/SLC x , T18926142 2182591 A13A Hip Truss 1 1 Job Reference (optional) Builders FrstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:25:03 2019 Scale = 1:70.7 5x6 = 2x4 II 4 5x6 = 2x4 II 3x4 = Sx8 = 26 527 6 28 7 29 B 6x8 = 3x6 = 3xB = 2x4 11 3x6 3x6 % 3.00 12 2084 0$O IOiO 1S4b 204,0 205-0 29 3}11-3 60.60 08d 19U 500 I 540 5 9-1-12 I 433 6613 0-14 Plate Oftsets(X,Y)-- f2:0-1-20-0-71 f4:0-3-00-2-01 f5:0-2-80-3-01(8:0-3-00-2-01 LOADING (psf) SPACING- 2-0-0 CS]. OEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ved(LL) -0A8 12-14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.3712-14 >622 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Hou(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 2011b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 6-14: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oo pudins. BOT CHORD Rigid ceiling directly applied or4-11-11 oc bracing. REACTIONS. (lb/size) 10=698/Mlechanical, 2=815/0-8-0, 14=1520/0-3-8 Max Horz 2=232(LC 9) Max Uplift 10=-360(LC 10), 2=481(LC 10), 14=-666(LC 10) Max Grav 10=762(LC 16), 2=018(LC 15), 14=1520(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1985/1434, 34=-2113/1793, 4-5=-868/857, 5-6=-102/275, 6-7=-114/313, 7-8=-764f751, 8-9=-889/770, 9-10=-125B/995 BOT CHORD 2-17=-1136/1906, 16-17=651/1243, 15-16=455/856, 14-15=-909/608, 6-15=-258/238, 12-14=-256/421, 11-12=763/1070, 10.11=-763/1070 WEBS 3-17=-581/703,4-17=-1041/1348, 4-16=423/229, 5-16=42/365, 5-15=-1091/691, 7-14=-699/525, 7-12= 149/398, 9-12=484/503 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; Ill B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exierior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 4-8-2, Exterior(2) 4-8-2 to 15-11-14, Interior(1) 15-11-14 to 24-0-2, Extedor(2) 24-0-2 to 35-3-14, Interior(1) 35-3-14 to 36-0-0, Exterior(2) 36-0-0 to 40-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.Opsf. 6) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 14 SYP No.2 crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSVrPI 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 3601b uplift at joint 10, 481 Ib uplift at joint 2 and 666 Ib uplift at joint 14. Walter P. Finn PE No22839 MRek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 QWARNING-Verlrydeslgn parameter end READ NOTES ON MISAND WCLUDED MITEKREFERANCEPAGEMIP74T3 rev. YGU31015HEFORE USE. Design valid for use only with M1I connectors. This design Is based only upon parameters shown, and Is for an IntlNitlual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design Into the overall bulldingdesign. Bracing indicated is to prevent buckling of Individual huss web and/or chord members only. Additional temporary and permanent bracing 6 always required for stoblllN and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and bus; systems, seeAN3VrPI1 Gaul CMerb, DSB89 and SCSI Building Component Solely Nformatbrwoloble from Tam Plate Ins6Me, 21B N. Ise SUeet,Sulie 312 AlexandrlM VA 22314 ��- MiTek' 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type 4 Cry Ply LOT 4111 WATERSTONE/3LC T18926143 2182591 A14A Special Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:25:04 2019 5x6 = e nn F, 5.8 = 5xB = 3x4 11 Bx12 = 5x6 a �e ­4 5 na 6 7 8 13 12 11 10 Scale=1:73.4 3x6 3.00 F12 axis = 3.6 = 2x4 II 3x4 = 3x6 = 9-&0 1L64 2aLe L zq P 28M1 46aa e-aa s-to4 1 s_tz 1-s-12 e- aao I. sba Plate Offsets (X,Y)- 12:0-1-2 0-0-71 13:0-3-8 0-2-4] f4:0-1-12 0-3-4] 17:0-4-0 0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.29 10-19 >800 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.39 10-19 >593 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 188 In FT=20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP No.t, 6-7: 2x6 SP No.2, 8-9: 2x4 SP M 31 BOT CHORD 2x4 SP NO.2 *Except* 5-13: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=687/Mechanica1, 2=801/0-8-0, 13=1544/03-8 Max Horz 2=204(LC 9) Max Uplift 9=-342(LC 10). 2=-462(LC 10). 13=-703(LC 10) Max Grav 9=715(LC 16), 2=802(LC 19), 13=1544(LC 1) BRACING- TOPCHORD .Structural wood sheathing directly applied or 2-2-0 ad purlins. BOT CHORD Rigid ceiling directly applied or4-1-15 oc bracing. WEBS 1 Row at midpt 4-14, 6-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1866/1239, 3-4=-1661/1249, 6-7=-811/767, 7-8=-829/797, 8-9=-9487730 BOT CHORD 2-16=-961/1742, 15-16=-720/1340, 14-15=-713/1349, 13-14=-1038/720, 5.14=-438/422, 11-13=-4031740, 10-11=4071739, 9-10=-455I779 WEBS 3-16=-111/486,4-16=-228/453,4-14=-1585/938,6-13=-913/542 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=4.2psC BCDL=5.Opsf,, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-4-0, Exterior(2) 4-4-0 to 12-4-0, Intedor(1) 12-4-0 to 28-4-0, ExteliII 28-4-0 to 35-0-0, Interior(1) 35-0-0 to 36-0-0, Extedor(2) 36-0-0 to 40-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-070 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: , Joint 13 SYP No.2 crushing capacity of 565 psi. 7) Refer to girders) for truss to truss connections. 8) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 342 Ib uplift at joint 9; 462111 uplift at joint 2 and 703 lb uplift at joint 13. Walter P. Firm PE No.22839 Ni Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33810 Date: December 17,2019 A WARNING -WfilyCrsign Pa.0sniand READ NOTES ON THIS AND WCLUOEOMREKREFERANCE PAGE MLL74"... fMIXIGIIS BEFORE USE Design valid for use only with Mrtelo) connectors. This design Is bored only upon parameters shown, and Is for on individual building component, not �� th a muss system. Before use, e building designer must verity Me applicability of design parameters and property Incorporate this design Into the overall bulldingdeslgn. Broclngindicated atobucidingofIndividual trusweb and/or chord members only. Additional temporary and bracing prevent permanent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek* fabrication. slorage; delivery, erection and brat of musses and truss systems. seeARSVrPII DualXy Cill DSB-89 and BCSI Building ComponAnf 69N Parke East Bhd. Sadly Infaanalbnavaliabie mom Truss Plate Institute. 218 N. Lee Street Butte 312, Alexantlrlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type 4 . City Ply LOT41/1 WATERSTONE/SLC T18926144 2182591 At SA Special Truss 1 1 Job Reference (optional) DOnVGu ru>,evuice tn.ul,dry, 11J, rlaar Iny, rL-JJbor, o.z4u s uec a 4U le MI ex IFIGMAl s, Inc. Iue use T r To:Cb:ub zulu rage 1 10:g65k6Z?uV1iuOXUS7?YA4XyW46R-v42Le7t4UeoDdDDOPGv lesZzXOjT1kU1X3jyB548 6-0 12-022 7-04 I 1.,50 0 330 40-0-0 6-40 5&5-0--8. 60ri13.0.011-3 47-0.0 5x8 = 6.00 12 5x8 = 2.4 II d 5 �. 5x6 5x6 = 5x6 = 543 = A - 8 33 34 35 9 Scale=1:72.1 ab 37 3e - 39 7x10 = - 13 -- 40 41 3x6 = 2x4 II 54 = 3x6 = 3x6 = 3.8 = 2.4 II 3x6 = LOADING (feel TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TP12014 CSI. TC 0.91 BC 0.84 We 0.73 Matrix-MSH DEFL. Ve all Verl(CT) HOR(CT) in (loc) I/defl Ud 0.15 11-20 >999 240 -0.2411-12 >999 180 0.08 10 ril n/a PLATES GRIP MT20 244/190 Weight: 198 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except* TOP CHORD Structural wood sheathing directlyapplied or 2-6-7 are puffins. 1-3,7-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-4-2 oc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 4-15, 6-15, 7-14 13-16: 2x4 SP No.2 P WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 10=1354/Mechanical,2=639/0-8-0,15=332017-2-4 Max Holz 2=163(LC7) Max Uplift 10=-624(LC 8), 2=-893(LC 8), 15=-2391(LC 8) Max Gray 10=1354(LC 1), 2=646(LC 17), 15=3320(LC 1) FORCES. (Ib) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-878/1318, 3-0=0/625, 4-5=-1170/1922, 5-6=-1170/1922, 6-7=-495/104, 7-8=-22121958,8-9=-2106/957,9-10=-2576/1167 BOT CHORD 2-17=-1080/728, 16-17= 11057745, 15-16=-592/0, 14-15=0/495, 12-14=-704/2011, 11-12=-936/2264, 10-11=-934/2239 WEBS 3-17= 544/524,3-16=-9451771,4-16=$01[735,4-15=-2133/2071, 5-15=-453/459, 6-15=-2864/1510,6-14=-644/1235,7-14=-1912/972,8-12=0/505,9-12_ 259/225, 9-11=-541714, 7-12=-517/469 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psh BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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 maybe used if it does not corrode the plates. If ACO, CBA,.or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verity suitability of this product for its intended use. 7) Bearings are assumed to be: , Joint 15 SYP No.2 crushing capacity of 565 psi. 8) Refer to girder(s) for buss to truss connections. Waller P. Finn PE 11o12639 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6241to uplift at joint 10, 893111 uplift at III ek USA Inc. FL Ced 6634 joint 2 and 2391 lb uplift at joint 15. 6904 Pads East Blvd. Tampa FL 33810 Date: December 17,2019 AWARNING-VeHlydegnpareme@rsandREDNO7ESON7N6ANOINCLUOEOM?EKREFENANCEPAGEMlb74nml1GAi4a15BEFOBEUSE Deegn valid for use only with Mgek® connectors. This design Is based omy upon Pool shown, and Is for an individual building component, not �' a truss system, Before use, the building designer must verify the oplo0coblllly of design parameters th and properly Incorporate this design Into e overall building design. Bracing indicated is to prevent buckling of individual Ill and/or chord members only. Additional temporary and permanent bracing MiTek- IsalwaysrequiredfarstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fox1colion. storage, delivery, erection and bracing of trusses and truss systems, seeANS91P11 GualMy Cribs, DSB-09 and SCSI BukdhD Component 69N Parke East Blvd. Safety NformatbMvaiicble from Truss Plate Insfitute, 218 N. Lee Street Suite 312, Alexontltlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply LOT 41/1 WATERSTONE/SLC T18926144 2182591 A15A Special Truss 1 1 Job Reference o tional Builders FustSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:06 2019 Page 2 NOTES- ID:g65k6Z?uVIiuQXUS7?YA4XyW46R-NGcjsTtlF> HFNnCyzQ9W8ZpcyJm9AjAz8n4b9y854R 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb down and 169 Ib up at 7-1-1, 122 lb down and 166 lb up at 9-1-1, 122 It, down and 166 lb up at 11-1-1. 122 Ito down and 166 lb up at 13-1-1, 122 lb down and 166 lb up at 15-1-1, 122 lb down and 166 lb up at 17-1-1, 1221b down and 166 lb up at 19-1-1, 131 lb down and 185 lb up at 27-0-0, 112 lb down and 178 lb up at 29-0-12, and 1121b down and 178 lb up at 31-0-12, and 180 It, down and 326 lb up at 33-0-0 on top chord, and 1631b down and 2521b up at 6-4-0, 65 lb down and 68 lb up at 7-1-1, 65 lb down and 68 lb up at 9-1-1, 65Ib down and 70 Its up at 11-1-1, 65 lb down and 106 lb up at 13-1-1, 391 lb down and 138 lb up at 27-0-0, 84lb down at 29-0-12, and 84 Ito down at 31-0-12, and 391 It, down and 138 Ib up at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p(f) Vert: 1-3=-54, 3-7=-54, 7-8=-54, 8-9=-54, 9-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 8=-112(B) 9=.133(B) 17=-163(B) 5=-82(B) 12=-391(B) 1 1=-391 (B) 24=-82(B) 25=-82(B) 27=-82(B) 28=-82(B)30=-82(B) 31=-82(8) 34=-112(B) 35=-112(B) 36=-41(8) 37=-41(B) 38= 41(B) 39=-41(B) 40=-63(B)41=-63(B) O WARNING-VerifyCesJ9.pemmefer;.d READ NOTES ON TH6ANOINCLUOEOMREKREFERANCEPAGEMO-74Y4ray. 1Oa.220156EFOREUSE Design valid for use only with MiTek® connectors, rh6 design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bwiding desIgner must verity e, applicability, of desgn parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of indlvducl 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 fabtloaMon. storage. delivery, erection and bracing of trusses and buss systems, seeAN3Vip11 Quality Cdlbdo, OSB-09 and BCSI Building Component Safety Infomtatbrnvallabie from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 6904 Pella East Blvd. Tampa, FL 33610 Job Truss Truss Type . , Oly Ply LOT T18926145 �WAT(ERST�011EISLC 2182591 C1 Jack -Open Truss 8 1Job R emiue,o ruo,ouuicc 1n.T Vary, r'I, hem filly, rL-JJao., o.z4u s uec o ZU IV pal I eK mausmes, Inc. I us use it IU:Lb:ab Lultl rage I ID:g65k6Z?uVliuOXUS7?YA4XyW46R-NGcjsTtjFxd-IFNnCyz09W8Z_kyWO9L6Az8n4b9y854R LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC0.20 Ve 1(LL) 0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Verl(CT) 0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=-3(LC 1), 2=-195(LC 10), 4=-15(LC 1) Max Gmv 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuli 60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15it; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) zone;C-C for members and forces R 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 nonconcunent 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31b uplift at joint 3, 1951b uplift at joint 2 and 151b uplift at joint 4. Walter P. Finn PE No.iY839 MTek USA, Inc. FL Cliff IOU 69U Parke East Blvd. Tampa FL 33B10 Date: December 17,2019 QWAHN/NG-Vari/ytleslgnpafametersantl READ NOTES ON THISANO INCLUDED MREKNEFENANCEPAGEMIA1473rev. 1D%%2c015BEFONE USE Design valid for use only with MTek® connectors. This design is based only upon parameters shown and Is for on individual building component, not a truss system. Before use, the building designer must verify the cpplicobll ly of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent bucMing of individual truss web and/or chord members only. Additlonal temporary and permanent bracing 6 always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fobrica9on storage, delivery, erection and bracing of trusses and muss systems. seeANSURII CualM8yy CMOda. DS349 and BC31 Building Component Safety Infommationovailoble from Truss Plate Institute, 218 N. Lee Street Al Suite 312. exantltla. VA 22314. MiTek' Tam aR East a3610 ro4 P a Job Truss Truss Type e , cry Ply LOT 41/1 WATERSTONE/SLC T78926146 2182591 C1A Jack -Open Truss 2 1 Job Reference o tional Dlamras nmroamce Inam s,ny, rcl, ream lay, IL- DDapq 0.z4U s uec a Ga ly ml I en Inausmes, Inc. I ue uec it 1 u:LJ:u/ Lal v LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Van(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Ven(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress ]nor YES WE 0.00 Horz(CT) 0.00 3 Na n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-44/Mechanical, 4=-63/Mechanical, 2=247/0-4-0 Max Horz 2=79(LC 10) Max Uplift 3=-44(LC 1). 4= 63(LC 1).2=-305(LC 10) Max Grav 3=71(LC 10), 4=103(LC 10), 2=248(LC 15) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale =1:7.6 PLATES GRIP MT20 2441190 Weight: 5lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exlerior(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live Iliad 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 44lb uplift at joint 3, 63 lb uplift at joint 4 and 305 lb uplift at joint 2. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 8634 6964 Parke East Blvd. Tampa FL 33BIO Date: December 17,2019 AWARNWG-Vert!ydeel9nparamelereendREADNOTESONTN/SANDINCLUDWMREKREFERANCEPAGEMX74Arev.101JAW15BEFOREUSE Design valid for use only wIM Mgek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate ma design into the overall building design. Bracing Indicated is to prevent buckling of individual mass web and/or chord members only. Addtional temporary and permanent bracing MiTek' 6 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems seeANSURII GoaIM Clash, DS349 and SCSI Budding Component 6904 Parke East Blvd. Safety Informallorxrvallable from Truss Rate Institute. 218 N. Lee Street. Suke 312 Alexandria. VA 22 14. Tampa, FL 33610 Job Truss Truss Type , 1 Qty Ply LOT 41/1 WATERSTONE/SLC T78926147 2182591 Dip Jack -Open Truss 2 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:25:07 2019 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-rSA63puLOF3BsXMOWhxO2M69UMsduoMJCoWd8cy8540 Scale =1:7.6 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 5 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrli Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3=3Rv1echanical, 2=158/0-8-0, 4=-15/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=3(LC 1), 2=-195(LC 10). 4=-15(LC 1) Max Grav 3=20(LC 10), 2=159(LC 15), 4=44(LC 10) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. 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; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces & 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) 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 Ib uplift at joint 3, 195 lb uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA Inc. FL Cad 6634 69U Parke East Blvd. Tampa FL 33810 Date: December 17,2019 A WARNING- Vsdlydsslgnpanvn ersand REAONO7ES ON MIS AND INCLUOEUMREKREFERANCE PAGE M1474"rev.. 101TUA?015 BEFORE USE Design valid for use only with MBek® connectors. fib design Is based only upon parameters shown and Is for an hdiyiduai building component, not a truss system. Before use, the building designer must verify the applicobeity of design parameters and propedy Incorporate Iris design Into fine overall building design. Bracing Indicated is to prevent buckling of Individual cuss web and/or chord members only. Additional temporary and permanent bracing Is always required far stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII GualMyCd, DS049 and 6CSr BuldhD Component bdo y N Safetforinarbnovailable from Truss Plate Insfitute, 218 N. Lee sheaf, Suite 312, Alexantlrlo. VA 22314, MiTek' 69M Parka East Blvd. Tampa. FL 33610 Truss Truss Type , , Oty Ply LOT 4111 WATERSTONE/SLCT18926148 [Job 182591 C1V Jack -Open Truss 2 1 Job Reference (optional) tlmleer5 hmlSoeree (Plant City, FL), Plant City, FL-33567, 8.240 a Dec 6 2019 MiTek Industries, Inc. TUB Dec 17 10:25:08 2019 Page 1 I D:g65k6Z?uVli uOXUS7?YA4XyW 46R-KfkUG9mZB?Uhxa4OSdbZiKEmCtdFCTOSGBg2y854P 199 Scale =1:7.6 Plate Offsets (X Y)-- f2:0-0-15 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ved(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-4Mlechanical, 2=158/0-8-0, 4=-14/Mechanical Max Horz 2=79(LC 10) Max Uplift 3=4(LC 1), 2=-181(LC 10), 4=-14(LC 1) Max Gmv 3=16(LC 10), 2=158(LC 1). 4=35(LC 10) FORCES. (lb) - Mac Comp./Max Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-0-0 no bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-M 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 crashing 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 ANSViPI 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 4lb uplift at joint 3, 181 lb uplift at joint 2 and 14 Ile uplift at joint 4. Walter P. Finn PE No22839 MTek USA, Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33810 Date: December 17,2019 Job Truss Truss Type r Oty Ply LOT 4111 WATERSTONE/SLC T18926149 2182591 C3 Jack -Open Truss 8 1 Job Reference (optional) Builders First5ource (Plant City, FL), Plant City, FL- 33567. 8.240 s Dec 6 2019 MiTek Industries, Inc. TUB Dec 17 10:25:09 2019 Page 1 ID:g65k6Z?uVliuOXUS7?YA4XyW 46R-orlsUVwbYsJs6rWne6n7nBV_A)aMhrc16?kCUy8540 Scale=1:12.7 Plate Offsets (X Y)-- f2:0-4-00-0-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) VdeB 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 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 to FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-52(LC 10), 2=-157(LC 10) Max Gmv 3=72(LC 15), 2=197(LC 15), 4=49(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. 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; B=45ft; L=4011; eave=Sft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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-" 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 521b uplift at joint 3 and 157 lb uplift at joint 2. Waller P. Finn PE No72839 MTekUSA, Inc, FL Cad 6634 6984 Parke East Blvd. Tampa FL 33811 Date: December 17,2019 ,&WARNING-Vedydes/gnperemetersend READ NOTES ONTNISAND INCLUDED MITEKREFERANCE PAGE NX7473rev. IDD&I015BEFORE USE Design valId for use only with Mnek® connectors. This design B based only upon parameters shown. and Is for an Intlividual building component, not a truss system. Before use, the building designer must verify Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord members only. AddiBonal temporary and permanent bracing Is always required for stability and to prevent collopse wiM pcmble personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems weANSVTPII QualNNyy Cdtodn, DSB-89 and BCSI Bulding Component Safety Informalbrpvailable from Truss Plate Institute. 218 N. We Street, Suite 312, Alexondda. VA 22314. MiTek' ParkeEast Blvd. Tampa, rk33610 Job Truss Truss Type . , Cry Ply LOT4111 WATERSTONE/SLC T7892fi150 2182591 C3A Jack -Open Truss 2 1 Job Reference (options[) Builders First5ource (Plant City, FL), Plant City, FL- 33567, PdZE 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:09 2019 Page 1 ID:g65k6Z7uVliuOXUS77YA4XyW 46R-orisUVwbYsJS6rWne6u7nBV_AWgMhrcf67kCUy8540 Scale=1:12.7 ' 0-4-0 2-7-4 LOADING (psQ SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(L-) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Harz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 121b FT=20% LUMBER- BRACING - TOP CHORD. 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied 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=43/Mechanical, 2=236/0-4-0, 4=6/Mechanical Max from 2=132(LC 10) Max Uplift 3=-43(LC 10), 2=-257(LC 10), 4=-28(LC 7) Max Grav 3=53(LC 15), 2=236(LC 1), 4=38(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 431b uplift at joint 3, 2571b uplift at joint 2 and 28 Ib uplift at joint 4. Walter P. Finn PE NoIN39 NTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33810. Date: December 17,2019 ,&WARNING-Ved/ydesipn Parametexsand READ NOTES ON TNIBAND/NCLUDED M?EKBEFERANCEPAGEMX7Fzrrev. taNa0a15BEFONEUSE Design valid for use only with Mrekg connectors. IDB design Is based only upon parameters shown. and Is for an Individual building component, not ��- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucIdIng of Individual truss web and/or chord members only. Additional temporary and permanent bracing WGIC a always recdred for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, deWery. erection and bracing of trusses and fins; systems, seeANSVTPl1 Quality Cali DS049 and BCSI Building Component 6904 Parke East Blvd. Safety mfonnatbrxrvoilable from Truss Plate Institute. 218 N. We Street. Suite 312, Alexandria, VA 22314. Tempe, FL 33610 Job Truss Truss Type . , Oty Ply LOT 41/1 WATERSTONPJSLC T18926151 2182691 C3P Jack -Open Truss 2 1 Job Reference (optional) Bullaers 111515oulae (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:25:10 2019 Page 1 ID:g65k6Z?uVIiuOXUS7?YA4XyW46R-G1 sEhgxDJARjl75zBpU5g_kgkasr585mumlHlxyB54N Scale = 1:12.7 Plate Offsets (X Y)-- f2:0-1-4 0-0-21 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.01 4-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Hom(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ilosize) 3=59/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Holz 2=132(LC 10) Max Uplift 3=-02(LC 10), 2=-212(LC 10). 4=-41(LC 7) Max Grew 3=65(LC 15). 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 IN) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=4011; eave=5N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C EMerior(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 212lb uplift at joint 2 and 41 It, uplift at joint 4. Walter P. Finn PE No.22839 fdlTek USA, Ina FL cert 66m 69M Parke East Blvd Tampa FL 33B10 Date: December 17,2019 ,&WARNING-Ver/yydeslgnpremetersseCREADNOTE5 ON ME AND INCLUDED MnrEKREFERANCEPAGEMX74Terev. rhDY10f5BEFORE USE ��- Deslgn valid for use only with MBek® connectors. This design Is based only upon parameters shown, and Is for an Indlvlducl bulltling component, not a truss system. Before use, the building designer must verity the oppllcablllty of design parameters and properly Incorporate this design Into the overall building deslgn. Bracing Indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Isalways required for stabilty 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 seeANSVIPl1 Qua Bly Criteria. DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Inramlationavoilobte from Truss Plate Institute, 218 N. Lee Sheet. Suite 312. Alexantlrio. VA 1114, Tampa. FL 33610 Job Truss Truss Type . . Oty Ply LOT 41/1 WATERSTONFJSLC T78926152 2182591 C3V Jack -Open Truss 2 1 Job Reference (optional) Buiders FustSource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:112019 Page 1 ID:g65k6Z?uVIiuOXU57?YA4XyW 46R.kEPcvAw4UZaL8g91XOKCCGrTzClgbLv70UrHNyB54M -1-4-0 2-11-4 1-4.0 ~ 2-11 4 -� Scale = 1:12.7 Plate Offsets (X.Y)-- 12:0-0-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ved(CT) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=29/Mechanical Max Hors 2=132(LC 10) Max Uplift 3=-57(LC 10). 2— 149(LC 10) Max Grav 3=74(LC 15),Y=196(LC 15), 4=49(LC 3) FORCES. (lb) -Max. Conr lMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directlyapplied or 2-11-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15f; B=45f ; L=40ft; eave=5lt; Cat. II; Exp C;.Encl., GCpi=0.18; MWFRS (directional) and C-C Ewerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Beatings 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 girder(s) for truss to truss connections. 6) Beating at joint(s) 2 considers parallel to grain value using ANSViPI 1 angle to grain formula. Building designer should verify capacity of beating surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 149 Ib uplift at joint 2. Wafter P. Finn PE ND12839 MTek USA, Inc. FL Cod ISM 6904 Parke Fast BNB Tampa FL 33610 Date: December 17,2019 Q WANN/NG-Verlrx designparamef. and READ NOTES ON MIS MDWCLUDED MREK REFERANCEPAGE Aei mv. 1121olI1(a5 BEFORE USE. Design valid for use only With MRedS connectors. This design B based only upon parameters shown, and b for an IndMdual building component, not a muss system. Before use, the building designer must verify Me cppllcobllity, of design parameters and property Incorporate this design Into the overall buRdingdesign, Brocing Indicated B to prevent bucking of lndMdual hussweb and/or chard members only. Additional temporary and permanent bracing MiTek' Is always requlted for stability gnat to prevent collapse with possbie personal lhury and property damage. For general guidance regarding me fabrication, storage. delivery, erection and bracing of trusses and muss systems seeMSU1P11 Quo" y Creeds, 049419 and SCSI Suldktg Component 69N Palle East Blvd. Safety Informalbmvolloble from truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type . s Oty Ply LOT 4111 WATERSTONE/SLC T78926153 2182591 C5 Jack -Open Truss B 1 Jab Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL-33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:112019 Page 1 ID:g65k6Z7uVIiuOXUS77YA4XyW 46R-kEPuAxr4UZaLeg91XOKCCGolzBwgbLv7OUrHNy854M -1-4-0 4-11-4 1-4-0 4-11-4 3x4 = 4-11.4 4-114 Scale = 1:17.6 Plate Offsets (X,Y)— f2:0-1-4 0-0-21 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.33 Vert(CT) -0.06 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 181b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Horz 2=185(LC 10) Max Uplift 3= 107(LC 10), 2=-167(LC 10) Max Gray 3=134(LC 15), 2=267(LC 15). 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All farces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 cc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10;,Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and 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 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1071b uplift at joint 3 and 167lb uplift at joint 2. Wafter P. Finn PE NoIN39 MiTek USA, Inc, FL Cert 6634 6904Parts East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING- Verlrydesign pare Wmand READ NOTES ON TNISANO/NCLUDED MmEKREFERANCEPAGEM67473rev.. 101SIr IS BEFORE USE Design valid for use only with MrakS connectors. This design Is based only upon parameters shown and Is for on individual building component, not a truss system, Before use, the buritling designer must verify the oppllcalailty of design parameters and properly Incorporate this design Into the overall buldingdeslgn, Bracing Indicated is to prevent buckling of indindual hum web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse wiln posslblo personal Injury and property admaymage, For general guidance regarding the Safety lnfeabatieravollloble norm Truss Plate Institute. 218 N. Lee sheet, systems. 're 312 Mexondria VA 22314.mero 06049 and BCSI Bu1dh10 Component MiTek' Tampa, FL 336101� Job Truss Truss Type d1 Oty Ply LOT 41/1 WATERSTONE/SLC T78926154 2182591 C5A Jack -Open Truss 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 Mil Industries, Inc. Tue Dec 17 10:25:12 2019 Page 1 I D:g65k6Z7uVliuO%US77YA4%yW 46R-COz_6W yTmhRzIFMJ EX23PpyuNUkZ2b3L4EOppy854L -1-4-0 4-11-4 1-4.0 4-11.4 3A = Scale-1:17.6 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.07 4-8 >891 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(CT) 0.06 4-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horil -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matril Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=100/Mechanical, 2=292/0-4-0, 4=41/Mechanical Max Hom 2=185(LC 10) Max Uplift 3=-109(LC 10). 2=-291(LC 10), 4=-64(LC 7) Max Grav 3=116(LC 15), 2=292(LC 1), 4=78(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15h; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 2-0-0 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 109 lb uplift at joint 3, 291 lb uplift at joint 2 and 64 lb uplift at joint 4. Walter P. Finn PE No.22839 fdTek USA, Inc. FL Celt 6604 6904 Padre East Bald. Tampa FL 33610 Date: December 17,2019 QWARNNG-Vert/ydes/gnperemet...d READNOTES ON TN/SANDINCLUDWMRKREFERANCEPAGEM614M.v. rataga SDEFOREUSE ��- Deslgn valid for use only with Mnek® connectors. This design o based only goon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this tlesign Into fire overall bulldingdesign.Bracing Indicated is to prevent buckling of Individual Was web and/or chord members only. AddifimultemporaryondpennaneMbrachg MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fobticotich. storage, delivery, erection and bracing of misses and truss systems seepusis"11 Sammy Cmerep, DS549 and SCSI Building Component 6904 Parke East Blvd. Safety Nformalbnavallable from Tnrss Plate Institute. 218 N. We Sheet, Sulta 312, Alexandria. VA 22314. Tampa, FL 33610 Job Thus Truss Type 4 1 Ory Ply LOT 41/1 WATERSTONE/SLC T18926155 2182591 C5P Jack -Open Truss 2 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:12 2019 Page 1 ID:g65k6Z7uVIiuOXUS77YA4XyW 46R-COz_-6WyTmhRzIFMJEXZIPpwONRDZ2b3L4EOppy854L Scale =1:17.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Vtleil Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Volt(LL) 0.12. 4-7 >486 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(CT) 0.11 4-7 >556 180 BCLL 0.0 ' Rep Stress Incr YES W13 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 SHOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=262/0-8-0, 4=59/Mechanical Max Hom 2=185(LC 10) Max Uplift 3=-122(LC 10), 2=-261(LC 10), 4=-75(LC 10) Max Gray 3=123(LC 15), 2=262(LC 1), 4=87(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or4-11-4 oc puffin. 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 BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; porch left exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 3, 261 lb uplift at joint 2 and 751b uplift at joint 4. Wafter P. Rm PE No.22839 Mfrok USA, Inc. FL Cad 6634 6904 Parke Fast Blvd. Tampa FL 33810 Date: December 17,2019 QWARNING-VerUxdeslgn Paramefe..Od READNOTES ON MZMDWCLUDMMREKREFERANCEPAGEUX74M.re.. I0W3;2015eEF01TE USE Dedgn volld for use orry with MaeR®connectors.4es cleslgn Is based only upon parameters shown, and Is for on Inc Mdual bullding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of lndMdual hussweb and/or chord members orry. Addieonol temporary and peananent bracing Is always required for stability and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and mass systems. seeAN6Iy1P11 Qual1ppssr. CMrrM, DSB-09 pod lC31 euldYlp Cem(sen�nl seety Informatbmvaioble from Truss Rate Imtltute. 218 N. Lee Street, Suite 31Z Nexondda, VA 22314. ��- MOW 69M Parke East BNd. Tampa, FL 33610 Job Truss Truss Type 4 + Qly Ply LOT 47/1 WATERSTONFJSLC T18926156 2162591 C5V Jack -Open 2 1 Job Reference (optional) auimers rinrauurcn (nanr ury, FL), ream ury, VL-JJbb 1, 6.241) S Dec 6 2019 MITek Industries, Inc. Tue Dec 1710:25:13 2019 Page 1 I D:g65k6Z?uV IiuQXUS7?YA4XyW 46R.gcXNKsz6b5plaSgYty2oldM7jngl I VrCakzyLFy854K -0-4-0 4-11-4 r 1-4-0 4-11-4 1 Scale = 1:17.6 3x4 = Plate Offsets (X Y)-- f2:0-0-15 Edgel LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.05 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.06 4-7 >999 180 BCLL 0.0 Rep Stress ]nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: lB lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Strilctuml wood sheathing directly applied or4-11-4 oc puffins. BOT CHORD 2x4 SP No.2 ROT CHORD Rigid ceiling directly applied or 6-0-0 oo bracing. REACTIONS. (lb/size) 3=113/Mechanical, 2=262/0-8-0, 4=58/Mechanical Max Horz 2=1 B5(LC 10) Max Uplift 3=-112(LC 10), 2=-161(LC 10) Max Gmv 3=136(LC 15), 2=265(LC 15), 4=87(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (111) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=4511; L=40B; eave=51t; Cat. 11; Exp C; Encl.,.GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 3 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at 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 beading plate capable of withstanding 112 Ito uplift at joint 3 and 161111 uplift at joint 2. Walter P. Finn PE NoIN39 MITek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 A WARNING -Verilydesign paremetisrand READ NOTES ON TNISAND INCLUDED MMEKREFERANCEYAGEMIF7475 rev. 1Wn'YI015BEFORE USE Design valid for use only with Ivi connectors. This design is based only upon parameters shown, and Is for an Individual building component, not �' warty a Muss system. Before use, the building designer must the applicability of design parameters and property Incorporate this design Into Me overall building design. Bracing Indicated is to prevent buckling of in ividual 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 properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of musses and truss systems, seeANSVTP11 Qualify Cr6Mle, Dada and SCSI Building Component 69M Parke East Blvd. Safety tnformahonavalloble from Truss Plate Institute, 218 N. Lee Sheet, Suite M. Alexandra VA 22314. Tampa. FL 33610 Job Truss Truss Type t Oty Ply LOT 4111 WATERSTONE/SLC T78926157 2182591 DO1 Hip Giber 1 2 Job Reference (optional) Builders RrstSource (Plant City, FL), Plant City, FL-33567, 3 5x6 = 1.5x8 STP = 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:14 2019 Page 1 ID:gPgFX8AUrkU7dJeaECZy8y862r-8o51XC kMPx9CcPkOfZl gqulKB9Y1mwLpOjVuiy854J 10-3-0 oao 4x6 C 3.8 110x12 = HTU26 HTU26 3x611 HTU2fi 63� 55a &9-0 1 1b9U 2aaa 53L 4i-0 4B0 53U HTU26 5.6 = Scale =1:39.9 is Plate Offsets (X Y)-- [1:0-2-0 0-0-11 13:0-4-4 0-1-121 15:0-3-0,0-2-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.48 Vert(LL) 0.17 7-9 >999 240 . MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 7-9 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress [nor NO WB 0.78 Hofz(CT) 0.05 5 rda n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 217 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2XS SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=3320/0-8-0, 5=393910-8-0 Max Horz 1=202(LC 7) Max Uplift 1— 1813(LC 8), 5=-2192(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-7052/3791, 2-0= 5024/2752, 3-4=-5028/2754, 4-5=-7257/4012 BOT CHORD 1-9=-3308/6273, 7-9=-3308/6273, 6-7=-3514/6474, 5.6=-3514/6474 WEBS 2-9=-836/1690,2-7=-2064/1191,4-7=-2511/1425,4-6=-1025/1980,3-7=-2200/4095 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: 2x6 - 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=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=4011; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; 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 chard in all areas where a rectangle 3-6-0 tall by 2-M wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1813lb uplift at joint 1 and 2192 lb uplift at joint 5. 9) Use Simpson Strong -Tie HTU26 (20-10d Girder, 11-10dxl 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 6-4-12 from the left end to 18-4-12 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 lb down and 1771b up at 2-5-1, and 242 Ib down and 187lb up at 4-5-1 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 Waiter P. Finn PE No.22839 fdTek USX Inc. FL Cad 6634 69U Parke East Blvd. Tampa FL 33BIO Data: December 17,2019 AWARNING- Veritydesl0nparame(arsendREADNOTESONTN/SANDN'CLODEDM/T£KREFERANCEPAGEM674TJrev.lMlY10f56EFOREusE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for on IndNiduol building component, not a truss system. Before use; the building designer must verify the cppllcablllty of design parameters and properly Incorporate mis 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 po%ble personal lnlury and property damage. For general guldonce regarding the fobricatlon, storage, delivery, erection and brocing of trusses and truss systems, seeANEW11 Guomy CrBeda, 03349 and 001 Balding Component Safety Informatbnavolable from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria VA 22314. MiTek* 6904 Parke East Blvd. Tampa, FL 33610 Truss Truss Type 1 Oty Ply LOT 4111 WATERSTONE/SLC F282591 T78926157 D01 Hip Girder 1 4� L Job Reference (optional) ounaers nrsraamce )darn Giry, FL), I'll ury, rL - J3bb/, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 1710:25:14 2019 Page 2 ID:gPgF%8AUrkU7dleaECZy8y862r-Bo5IXC kMP9CcPkOfZlgquIKB9Y1 mwLpOjVuiy854J LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3= 54, 3-5=-54, 1-5=-20 Concentrated Loads (Ib) Vert: 14=-17515=-242 16=-1334(F) 17=-667(F) 18=-682(F) 19=E67(F) 20=-669(F) 21=-669(F) 22=-675(F) Q WARNING-VerNydealgnpmametersandREADNOTES ON TNISANDBlCLUDEDMITEKREFERANCEPAGEM&74Tdrev. lGre12015BEFOREUSE. Design valid for use only wit, V ii connectors. This tlesien Is based only upon parameters shown, and Is for an Individual building component, not ��' a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buldIngdesign. Bracing Indicated Is to prevent buc;dhgofIndividual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse wish possible personal hlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVryD QuNpy CMedo, DSB49 and BCSI Building Component Safety feloenelbrpvollable from buss Rate InstlMe, 218 N. Lee Street, SuBe3lZ 6904 Parke East Blvd. Tampa, FL Alevontlrlo. VA 22314. 33610 Job Truss Truss Type 4 . Oty Ply LOT 4111 WATERSTONEISLC T78926158 2182591 D02 Hip 1 1 Job Reference o _tonal lrians Oily, FL), riam ury. FL - :uabr, 8.240 s Uec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:15 2019 I 46 = 46 = 3,6 - 3x4 = 4xfi = 3x4 = 3x6 = Scale=1:37.1 9-0.0 2-0-0 9-0-0 LOADING (Pat) SPACING- 2-0-0 C51. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.15 9-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 '.BC 0.70 Veri(CT) -0.32 9-17 >745 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(CT) 0.03 7 n/a We BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 92lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=812/0-8-0, 7=812/0-8-0 Max Horz 2=213(LC 9) Max Uplift 2=-450(LC 10), 7=-450(LC 10) FORCES. Ill -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1184/937, 3-4=-973/827, 4-5=-824/772, 5-6= 973/827, 6-7=-1184/937 BOT CHORD 2-11=-620/1068, 9-11= 343/824, 7-9=-620/1024 WEBS 3-11= 386/414, 4-11=-260/362, 5-9=-260/362, 6-9=-387/414 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf; Irl B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 3-4-2, Exterior(2) 3-4-2 to 16-7-14, Interior(1) 16-7-14 to 17-4-0, Exterior(2) 17-4-0 to 21-4-0 zone;C-C for members and forces &.MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 Ib uplift at joint 2 and 450 Ib uplift at joint 7. Walter P. Finn PE No.22839 III ek USA, Inc. FL Ceri6634 9994 Parke East Blvd. Tampa FL 33810 Date: December 17,2019 AWARNING- Vediydeslgnpar4met...dREAONOTESONTNISANDMCLUOEOMRKREFERANCEPAGEMI47473rev.to=a15eEFOREUSE Design valid for use only will Wak® connectors. this design Is based only upon parameters shown and Is for an Individual building component, not a truss system. Before use. the building designer must verify me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated h to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing MiTek- Isolwoysrequlredforstar lllly and to prevent collapse with possible person injury and property damage. For general guidance regarding the fabrication, storage, all erection and bracing of trusses and truss systems weANSWIl Qualm. Cmeda, DSB49 and BCSI Building Component Safety Nfamrationwoi dole from Truss Plate Institute, 218 N. and Sheet Suite 372, Alexontlrl4 VA Y2314. 6904 Parke East Blvd. Tampa. FL 33610 Job Thus Truss Type 4 + City Ply LOT 41/1 WATERSTONE/SLC T18926159 2 B2591 D03 Hip Girder 1 1 o tional Job Reference(.Pt Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:16 2019 Page 1 Scale=1:36.9 Special 5x6 = NAILED 16 NAILED 17 Special US = m Io 3x6 = 2x4 II 4xb = NNILCU NAILtU 3x4 = 4x6 = Special Special 7.0-0 13-0-0 20-0-0 7-0-D 6.0.0 7-0-0 Plate Offsets(X1)- f2:0-2-120-1-81 f3:0-5-80-2-41 I4:0-3-80-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Verl 0.13 9-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.21 7-9 >999 180 SCLL 0.0 ' Rep Stress Ill NO WB 0.27 Hom(CT) 0.07 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 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. (Ib/size) 2=1515/0-8-0, 5=1515/0-8-0 Max Hoa 2= 172(LC 23) Max Uplift 2=-816(LC 8), 5=-816(LC 8) Max Gmv 2=15129), 5=1544(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2765/1343, 3-4=-2470/1277, 4-5=-2767/1344 BOT CHORD 2-9=-1046/2510, 7-9=-1045/2534, 5-7=-1034/2428 WEBS 3-9=0/695,4-7=0/696 BRACING- TOPCHORD Structural wood sheathing directly applied or 2-11-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 5-7-8 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=S.Opsf; h=15ft; 13=45ft; L- 4i eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 pi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8161b uplift at joint 2 and 8161b uplift at joint 5. 7) "NAILED" indicates 3-1 Did (0.148-x3") or3-12d (0.148-x3.2S) toe -nails per NOS guidlines. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 338111 down and 391 Ile up at 7-", and 338lb down and 391 Ib up at 13-0-0 on top chord, and 361 lb down and 75 lb up at 7-0-0, and 361 It, down and 75 It, 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 (plf) Vert: 1-3— 54, 3-4=.54, 4-6= 54, 10-13=-20 Concentrated Loads (Ib) Vert: 3=-183(F) 4=-183(F) 9=-344(F) 7=-044(F) 16=-112(F) 17=-112(F) 18=-63(F) 19= 63(F) Walter P. Finn PE No.21839 MDelt USA Inc. FL Ced 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING- Verify di parameters antl READ NOTES ON TNAS AND INCLUG£OM?EK REFERANCE PAGEARL7M rev. 10,031 BEFORE USE. Design valid for use oNywith M6ekO connectors. This design is based only upon parameters shown. and Is for on Individual building component, not a tmss 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 irussweb and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal Flury and property damage. For general guidance regarding the fobrical storage, delivery. erection and bracing of trusses and truss systems, seejultil PR Quality Cmedo, D3349 and BCSI Beading Component Safety Informationovailable from Truss Plate InsMute. 218 N. Lee Street, Suite 312. Alexandria VA 22314. MlTek- Seoul, Palle East Blvd. Tampa, FL 33610 Job Truss Truss Type r x city Ply LOT 41/1 WATERSTONE/SLC T18926160 2182591 E6A Jack -Open Truss 7 1 Job Reference(optional Builders FirstSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MTek Industries, Inc. Tue Dec 1710:26:17 2019 Page 1 ID:g65k6Z?uVIiuOXUS7?YA4XyW46R-ZNntgEOcIKJk347J6n6kST Wg3O5HEJgoVMx9U1y854G 6-4-0 1-4.0 6-4-0 3x4 = LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 TCDL 7.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 BCDL 10.0 1 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=136/Mechanical, 2=339/0-4-0, 4=61/Mechanical Max Hom 2=223(LC 10) Max Uplift 3=-151(LC 10), 2=-925(LC 10). 4=-86(LC 7) Max Grav 3=156(LC 15), 2=339(LC 1), 4=105(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:21.9 DEFL. in (loc) Vdefl Ud PLATES GRIP Ven(LL) 0.22 4-8 >338 240 MT20 244/190 Vert(CT) 0.19 4-8 >388 180 Horz(CT) -0.04 3 Na n/a Weight: 22 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=1511; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone; cantilever left exposed ; 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 fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 3, 325 lb uplift at joint 2 and 86 lb uplift at joint 4. Walter P. Finn PEN IMI MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING- Vedtydesl9np...eM .d READNOTE50NMSANDDICLUDWMNEKREFERANCEPAGEM0.14M., 161=2015BFOREUSE Design valid for use onlywith M rek® connectors. lhls tleslgn n based only upon parametersshown, and 6 for an Individual building component, not ��- a inns system. Before use, the binding designer mustverify the appllcablllb of tleslgn parameters and properly Incorporate this design Info the overall buiidngdesign. Bracing Indicated istoprevent bucl4logoflndNlduaitruss 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 props" damage. For general guidance regarding the folodcatlon, storage, dellvery, erection and bracing of trusses and truss systems, seeANSV1P11 Quality Creeds, D3349 and BC31 Building Component 69M Parke East BNd. Safety Nformatbmvailabls from Truss Plate Institute. 216 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type a ` Oty Ply LOT 4111 WATERSTONE/SLC T78926167 21 B2591 E7 Jack -Open Truss 14 1 Jab Reference (optional) Builders FfrsiSource (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MITek Industries, Inc. Tue Dec 17 10:25:18 2019 Page 1 ID:g65k6Z?uVliuOXUS7?YA4XyW46R-1 aKGNZ1 EOdRahDiVfVez?g3uPoRZzm4*Oh11TyB54F -1-4-0 7-0.0 1-4.0 7-0.0 Scale=1:22.6 Plate Offsets (X Y)-- f2:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Ven(LL) 0.19 4-7 >436 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.21 4-7 >400 180 BOLL 0.0 ' Rep Stress Incr YES We 0.00 Horz(CT) -0.01 3 n1a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 241b FT=20% LUMBER - TOP CHORD 2x4 SP No.t BOTCHORD 2x4-SPNo.2 REACTIONS. (lb/size) 3=166/Mechanioa1, 2=336/0-8-0, 4=83/Mechanical Max Horz 2=241(LC 10) Max Uplift 3=-162(LC 10), 2=-185(LC 10) Max Gmv 3=199(LC 15), 2=343(LC 15), 4=124(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 fib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOTCHORD 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; B=45ft; L=40ft; eave=511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 3 and 185 lb uplift at joint 2. Walter P. Finn PE No.22639 NTek USA, Inc. FL Can6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 ,&WARNING-yenrydedgnparamerere.d REIDNOTES ON THIS ANDINCLUDEOMITEKREFERANCE PAGE MIP7473 ME 1NA1201a BEFORE USE Design valid for use only with MRek® connectors. This design Is based only upon parameters shown. and Is for on individual building component, not a hum system. Before use, he building designer must -verify the appllcoblity of design parameters and properly Incorporate this design into the overall building design. &acing indicated la to prevent buckling of individual hum web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible persona Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and nuns systems. seeANSVIPII Cualfly Criteria. DS3419 and SCSI Butdtng Component 6904 Parke East Blvd. Safety Informofloncvalable from Truss Rote Institute, 218 N. Lee Sheet, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Type < + + +Oty Ply LOT 41/1 WATERSTONE/SLCT18926162 =,obTruss E7P Jack -Open Truss 2 1 Job Reference (optional) umraers rrrsteource (ream uty, FL), Plant Gity, FL- 33567, 8.240 s Dec 62019 MiTek Industries, Inc. Tue Dec 1710:25:18 2019 Page 1 ID:g65k6Z?uVliuOXUS7?YA4XyW46R.1 aKGNZ1 EO0RahDiVfVez?g34oSYM4*Ohj1TY854F - 1 ,-0, 7.0-0 -4-0 7-0-0 2 1.5.8 STP= Seale=1:23.6 Plate Offsets (X Y)-- f2:0-2-14 0-1-81 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(L-) 0.18 4-6 >453 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.65 Vert(CT) 0.16 4-6 >519 180 BCLL 0.0 ' Rep Stress ]nor YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 30 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 REACTIONS. (lb/size) 3=142/Mechanical, 2=336/0-8-0, 4=107/Mechanical Max Horz 2=242(LC 10) Max Uplift 3=-155(LC 10), 2=-320(LC 10), 4=-135(LC 10) Max Grew 3=164(LC 15), 2=336(LC 1).4=141(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 or 8-9-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf-, h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) 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 girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155lb uplift at joint 3, 320 lb uplift at joint 2 and 135 Ito uplift at joint 4. Walter P. Finn PE N032839 MRekUSA, Inc. FL Ced 6634 6994 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 QWARNING- VedrydeslSnparameremand READ NOTES ON TNISANUMCLUUEDMNEKREFERANCEPAGEMILT4Mmr 160Y1pr5BEFORE USE. Design vend for use only wIM MTe& connectors, The design Is based only upon porometers shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stablIM, and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me fabricaflon, storage. delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualMMyy Cdledo, DSB49 antl SCSI Buldksg Component 6904 Parke East Blvd. Safety lnfomsalbmvallobie from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 r Truss Tnsss Type . '+ • o Oty Ply LOT4111 WATERSTONE/SLCT18926163 L21JOI) 82591 EN JACK-0PEN TRUSS 6 1 Job Reference(optional) Builders FirstSource (Plant City, FL), Plant City, FL- 33567. 8.240 a Dec 6 2019 MTek Industries, Inc. Tue Dec 1710:25:19 2019 Page 1 3x6 i Scale=1:22.6 Plate Offsets (X,Y)-- I2:0-0-14 0-0-71 f2:0-0-11 1-2-71 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.26 4-7 >316 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.23 4-7 >361 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Hom(CT) -0.02 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=157/Mechan[ca1, 2=336/0-8-0, 4=92/Mechanical Max Ho¢ 2=241(LC 10) Max Uplift 3=-150(LC 10), 2=-179(LC 10), 4=-14(LC 10) Max Grav 3=188(LC 15), 2=341(LC 15), 4=121(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD .Rigid ceiling directly applied or 5-2-14 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=4.2psf; BCDL=5.Opsf; h=15ft; B=45h; L=40ft; eave=5111t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nunconcurrent 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 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 150 lb uplift at joint 3, 179 lb uplift at joint 2 and 141b uplift at joint 4. Wafter P. Finn PE-No12839 MTek USA, Inc. FL Ced 6634 69U Parke East Blvd. Tampa FL 33010 Date: December 17,2019 QWARNING- Vedilydesf9npammetersand RFAONOTES ON 7N6ANOWCLUGEOMgEKREFERANCEPAGEMIF74MM.. id1134015BEFOREUSE Design valid for use only with MTek® connectors. This design Is based only upon parameters shown antl Is for an Individual building component, not a truss system. Before use, the building designer must verity me applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual muss we 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 fobricohon, storage, delivery, erection and bracing of trusses and Muss systems, seeANSVIPII GuoNISyy Criteria. DSB419 and SCSI Binding Component Safety Infoenationavollable from Truss Rote Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. MTek' 69N Palle East Blvd. Tampa, FL 33610 Truss Truss Type t + Oty Ply LOT 4111 WATERSTONr F2ob T18926164 1 H6A DIAGONAL HIP GIRDER 1 1 Job Reference (optional) Builders FirstSoume (Plant City, FL), Plant City, FL- 33567, 8.240 s Dec 62019 MiTek Industries. Inc. Tue Dec 1710:25:20 2019 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 GOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x6 = 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 Scale=1:21.4 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.49 Vert(LL) 0.36 6-10 >295 240 MT20 2441190 BC 0.78 Ved(CT) -0.33 6-10 >324 180 WB 0.16 Horz(CT) -0.02 4 n/a n/a Matrix -MP Weight: 371la FT = 20 % BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-0-4 oc bracing. REACTIONS. (Ib/size) 4=124/Mechanical, 2=351/0-6-1; 6=197/Mechanical Max Horz 2=223(LC 8) Max Uplift 4=-132(LC 8), 2=-579(LC 8), 6=-289(LC 8) Max Grav 4=127(LC 28), 2=553(LC 28), 6=233(LC 3) FORCES. (Ib) - Max. Comp./Ma t. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 508/369 BOTCHORD 2-61 WEBS 3-6=-414/442 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opst h=15ft; B=45ft; L=40111; eavei Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left exposed ;porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 It, uplift at joint 4, 579 Ib uplift at joint 2 and 289 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 Ib down and 1201b up at 1-5-12, 141 lb down and 1201b up at 1-5-12, 100 1b down and 70 lb up at 4-3-11, 100 lb down and 701la up at 4-3-11, and 138 lb down and 146 Ito up at 7-1-10, and 138 Ib down and 146 lb up at 7-1-10 on top chord, and 146 Ito down and 91 lb up at 1-5-12, 146 Ib down and 91 lb up at 1-5-12, 3 It, down and 8 Ib up at 4.3-11, 3lb down and 8 Ito up at 4-3-11, and 25 Ib down and 29 lb up at 7-1-10, and 25 lb down and 29 lb up at 7-1-10 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (Ib) Vert: 11=62(F=31, B=31) 13=-46(F=-23, B=-23) 14=83(F=42, B=42) 15=17(F=8,8=8) 16=-25(F=-13, B=-13) Waiter P. Finn PE NoM39 NTA USA Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 O WARNING-Vedrydn11nparamefersanEREAONOTES ON THISAND INCLUDED MREKREFERANCEPAGEMIP74"rev. 1010312015BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicablllN of design parameters and properly Incorporate this design Into me overall bulidingdasign. Bracing Indicated B to prevent buckling of Individual truss web and/or chord members only. Additional temporary gnat permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regardiing me fobricallon, storage, delivery, erection and bracing of trusses and truss systems, snAlUri Quality CRMa, D3149 and $CBI Building Component 69" Parke East Blvd. Safety Nformatbigvolable from Truss Rate Institute, 219 N. We Sheet Suite 312, Alexandria, VA 22314. Tampa, FL 33810 b Truss Truss Type L r' Cry Ply LOT 41/1 WATERSTONE/SLC r282591 T789261fi5 �H7 DIAGONAL HIP GIRDER 4 1 Job Reference (optional) Builders FirstSource (Plam City, FL), Plant City, FL- 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. Tue Dec 17 10:25:212019 Page 1 ID:g65k6Z?uVliuQXUS7?YA4XyW46R-R900?b37jYp9YhR4LdBgcJhMY?RrA?XNQ_vNdoy854C Scale = 1:22.0 9-9-5 9r 13 9-9-5 -JON Plate Offsets (X Y)-- 12:0-1-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.99 Vert(LL) -0.27 6-9 >440 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.54 6-9 >216 180 BCLL 0.0 Rep Stress Incr NO WS 0.53 Horz(CT) 0.01 6 Na n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 42 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-11-7 oc bracing. WEBS 2x4 SP'No.3 REACTIONS. (I alsize) 4=147/Mechanical, 2=51610-8-0, 6=309/Mechanical Max Horz 2=241(1-C 8) Max Uplift 4=-167(LC 8), 2=-233(LC 8), 6=-60(LC 8) Max Gmv 4=157(LC 28), 2=516(LC 1), 6=333(LC 28) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=-838/348 BOT CHORD 2-6=-4321794 WEBS 35=-822/447 NOTES- 1) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsi; h=15ft; B=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 4, 233 lb uplift at joint 2 and 601b uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 Ib down and 61 lb up at "-15, 1031b doom and 61 lb up at 1-4-15, 113 lb down and 83 lb up at 4-2-15, 113 lb down and 83 lb up at 4-2-15, and 154 lb down and 147 lb up at 7-0-14, and 154 Ito down and 147 lb up at 7-0-14 on top chord, and 49 lb down and 40lb up at 1-4-15, 49 Ib down and 40 Ib up at 1.4-15, 21 lb down at 4-2-15. 21 Ib down at 4-2-15, and 42 fib down at 7-0-14, and 42 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=.54, 5-7= 20 Concentrated Loads (Ib) Vert: 11= 71(F=-36, B=-36) 13=-10(F=5, B=-5) 14=51(F=-30, B=-30) Walter P. Finn PE No22899 MiTek USA, Inc. FL Cad 6SU 6904 Paike East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING -Verity design parameter and BEAD NOTES ON 7MSAND UICLUDED MREKREFEBANCE PAGE Mr,74"rev.1 =v15 BEFORE USE Design volld for use only with MR09 connectors. this design Is based only upon parameters shown. and Is for an IndNldual building component, not �' Nss a 1system. 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 lndIvdual truss web and/or chord members only. Ad llonol temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldonce regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems. weANSVTPII QualIppya. Cdloda, DSB49 and SCSI Balding Component 69N Palle East Blvd. Safety Infermatbmvalloble from Truss Plate Institute. 218 N. tee Street, Suite 312. Alexontltlo. VA 22314. Tampa, FL 33610 Job Truss Truss Type a • Cry Ply LOT 41/1 WATERSTONE/SLC T78928186 2182591 H7P DIAGONAL HIP GIRDER 1 1 Job Reference (optional) 611I1dera I-Matsource (Plant City, FL), Plant City, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries, Inc. The Dec 17 10:25:22 2019 Page 1 ID:g65k6Z7uVliuQXUS77yA4XyW46R-vLamCx41UsyO9rOHuKiv9W EbbPtOvTMXeefwAEy854B -1-10.10 4.2-0 9-10-13 1-10.10 4.2-0 I 5-8-13 r LOADING (fist) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017frP12014 Scale = 1:22.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TC 0.72 Verl 0.48 6-9 >245 240 MT20 244/190 BC 0.47 Vert(CT) -0.46 6-9 >253 ISO WB 0.49 HonjCT) -0.01 6 n/a n/a Matrix-MSH Weight: 421b FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-0-12 oc bracing. REACTIONS. (lb/size) 4=146/Mechanical, 2=516/0-8-0, 6=309IMechanical Max Hoe 2=241(LC 8) Max Uplift 4=-162(LC 8). 2=-449(LC 8), 6— 345(LC 5) Max Grav 4=157(LC 28), 2=516(LC 1), 6=314(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-756/651 BOT CHORD 2-6= 742f724 WEBS 3-6=-749f768 NOTES- 1) Wind: ASCE 7-10; Vult=160mph-(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 8=45ft; L=40ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) • This truss has been designed for a live load of 20.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) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621b uplift at joint 4, 449 lb uplift at joint 2 and 345 Ib uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 103 to down and 61 lb up at 14-15. 103 He down and 61 to up at 1-4-15, 1031b down and 931b up at 4-2-15, 103 Ile down and 93 Ib up at 4-2-15, and 139 Ib down and 161 Ib up at 7-0-14, and 139 It, down and 161 lb up at 7-0-14 on top chord, and 103 lb down and 36lb up at 14-15, 103 Ib down and 36 It, up at 1-4-15, 11 to down and 4 lb up at 4-2-15, 11 lb down and 41b up at 4-2-15, and 34 lb dawn and 44 lb up at 7-0-14, and 341b down and 44 Ib up at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Vert: 1-4=.54, 5-7=-20 Concentrated Loads (lb) Vert: 1 1=-71 (F=-36, B= 36) 13=-1 O(F=-5, B=5) 14— 61(F=-30, B— 30) Wafter P. Rnn PE No22639 MTek USA, Inc. FL Cert6634 6904 Parke East Blvd. Tampa FL 33610 Data: December 17,2019 O WARNMG-Verllydealgnparemef...dREADNOTES ON MMANOINCLNDWMREKRUMANCEPAGEM674M.v, 144=815BEFORE USE. Design valid for use only Win MneM connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ��- a truss system. Before use. Me building designer must verity Me applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucdding of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stoblllN and to prevent collapse with possible personal Injury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems seeANSI/1P11 Suic"16'y Criteria,mi eria, DSO-69 d SCSI Building Compone nt Safety Informatlanc from Truss 69M Parke East Blvd. vallobl6 Plods Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type k K F s Cry Ply LOT 41/1 WATERSTONE/SLC T78926167 2182591 H7V DIAGONAL HIP GIRDER 1 1 Job Reference (optional) guilders rirslsource (flan Uity, FL), Plant Oity, FL - 33567, 8.240 s Dec 6 2019 MiTek Industries. Inc. Tue Dec 17 10:25:23 2019 3x4 = Scale=1:23.5 N Q n Plate Offsets (X,Y)- 12:0-2-11 Edael LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) 0.10 6-7 >999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.79 Vert(CT) -0.18 6-7 >645 180 BCLL 0.0 Rep Stress [nor NO WB 0.72 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix-MSH Weight: 42 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=162/Mechanical, 2=517/0-8-0, 5=290/Mechanical Max Hom 2=241(LC 8) Max Uplift 4=-162(LC 8), 2= 210(LC 8), 5=-73(LC 8) Max Grav 4=174(LC 28). 2=517(LC 1). 5=315(LC 28) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1471/457 BOT CHORD 2-7=-535/1378, 6-7= 549/1384 WEBS 3-7=0/257, 3-6=-1354/532 BRACING - TOP CHORD Structural wood sheathing directly applied or4-10-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-7-3 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL--4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=40ft; 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 lost 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1621b uplift at joint 4, 2101b uplift at joint 2 and 731b uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1001b down and 61 to up at 1-4-15, 100 to down and 61 lb up at 1-5-0, 115lb down and 881b up at 4-2-15. 1151b down and 881b up at 4-2-15, and 155 lb down and 151 He up at 7-0-14, and 155 lb down and 151 Its up at 7-0-14 on top chord, and 40 lb down and 15 Ito up at 1-4-15, 40 lb down and 15 to up at 1-5-0, 20 lb down at 4-2-15, 20 Ile down at 4-2-15, and 42 lb down at 7-0-14, and 42 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Uve (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14- 54, 5-8=-20 Concentrated Loads (Ib) Vert: 7=-8(F=4, B=4) 12=-73(F=-36, B=-36) 14=-59(F=-29, B=-29) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cell 6634 6804 Parke East Blvd. Tampa FL 33610 Date: December 17,2019 Q WARNING- Ver/rydeslgnpannnetersend REAONOTES ON THISANOINCLUDED MI FEKREFEBANCEPAGEUX74Arev. 1WAY1p15BEFONEUSE Design valid for use only with Mrai,® connectors. This design is based only upon parameters shown. and Is for an IndNiduol budding component not ��- a truss system. Before use, the budding deslgner must verity the applicability of design Parameters and properly Incorporate this design Into the overall buading design. Brcc ng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Isalwaysrequl,edforstabilityandtopreventcollopsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fcbrico3on, storage, delivery, erection and bracing of trusses antl truss systems seeANSI/IPII CUo1IBpya. Cdfe4a, 113849 and SCSI Building Component Safety Informationalfrom 69M Parke East Blvd. inns Plate Institute.218 N. We Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are In ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 To slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by Text In the bracing section of the output. Use T or I bracing If indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown Is for crushing only. Industry Standards: ANSI/rPll : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4.8 I dimensions shown t ftscale) sixteenths IIII (Drawings not to scale) c O U U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved Mlrek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system. e.g. diagonal or X-bracing, is always required. See BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/IPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purins provided at spacing indicated on design. 14. Bottom chords require lateral bracing a110 ft. spacing, or less, fl no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/IPI 1 Quality Criteria.