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HomeMy WebLinkAboutTrussfiF;�D 8 ENGINEERING ASSOCIATES 258 Southhall Lane, Suite 200 Maitland, Florida 32751 P: (321) 972-0491 1 F: (407) 880-2304 E: info@fdseng.com Website: www.fdseng.com November 18, 2020 I- [tfCL.�JL'. Building Department l DEC 0 8 "''D%J Ref: Adams Hoes I ST. Lucie County, Permitting Lot: Lot 13`Blk.m5 Subdivisio`h:-,,:,„.; , " Fort Pierce - Waterstone Address: $349 San Benedetto A Model: 1480'B-LHG KA # 20-8520 Truss.•Company: Builders First Source Date of drawings: 11/5120 - Job No.: 25368731= Wind Speed: 160 ' ,Exposure: C Truss Engineer: _Joaquin Velez To whom it may;concern We have reviewed the truss design package for the project referenced above. This truss package complies with the origibal desig6intent and the vriderlying structure will"accommodate all indicated loads. We approve the truss package*without comment based upon the:trussaayout truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss'''_, , Engineer: Pleas66te, this ic'View is`°only for-general�6onformance.with the design,concept of the project. Contractor=or sub -contractor xs responstbl`.e for matching all structural components and shown in the construction documents Contractor orsub-contractor i's�also responsible for confirming all quantities and dimensions; selecting approp-nate�.-fabrication'p'rocesses and techniques; and coordinating work with all other trades..:. Note: Truss ID's may vary. If you have any questions, please do'not hesitate to call. Sincerely, t,1010!!/ LE P'' PRL 14/18/2020. Carl A. Irfo&miPj�S6, rn': Luis Pablo Torres, P.E. FL. # 5632q I -n 1-1; �26, Z FL. # 87864- o o�Fn�in ring Associates, A TSG Company • ''1 .,Building Code Experts" IIIIII11 i \ � CIA C3A C5A 2319# UL B03 B03 B04 B04 B04 ,,to_nn_nn NEE A 2343# UL 415 N14, 413 412 411 410 D03 K = THJA26 supporting H9A's must be installed before E9A's. ❑+ Reviewed and Approved ❑ Revise and Resubmit ❑ Reviewed with Notations ❑ Not Reviewed (see explanation) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the concept of the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions: 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 FDS ENGINEERINGG SOCIATES Date: 11/182020 By. BH Submittal No.: Project No.: 20-8520 Project Eng.: Luis Torres Project Name: Adams Homes - Ft. Pierce - Waterston Lot 13 Blk. 5 VERIFY ALL DIMENSIONS AND MUNG COHDITIORS PRIOR TO APPROVAL SOME CEILING FRMHG REOWRED IN RELD aY WLMR NAw WIND FORCE RESISTWO SYSrEwCC NYORn) WMD ASCEI-1a ENCLOSED IMPORTANT EXPOSURE CATEGORY C OCCUPANCY CATEGORY n This Drawing Must Be Approved And "AND LOAD 160 CE W W LOAD I ANCE FACTOR f.nG Retuned Before Fabrication Will TRILSSES HAVE BEN DESIGNED FOR A IGO PSF SOITOM CHORD LNE LOAD Begin. For Your Protection Check All NONCOWLIRREHT WITH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To Approval Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING CAUTIONM DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRING TO THE ENGINEERING DRAWINGS AND BSCI-B1 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 0112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE Hatch Legend tr-0' BRO. HGT. BUILDER: Adams Homes PROJECT: Single Family MODEL 1480 B 10X20 LANAI ADDRESS: 1 6349 SAN BENEDETTO LOT / BLOCK: 13/6 SUBDIVISION: WATERSTONE CITY: FT PIERCE DRAWN BY.' K SANCHEZ JOB # . 2536873 DATE: 11/04/2020 SCALE: NTS PLAN DATE: 1 2020 REVISIONS: 1. 2. 3. 4. 61 N F�� 4408 Airport Road Plant City, FL 33563 Ph.(813) 305-1300 Fax (813) 306-1301 �1 MiTek' Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: 2536873 - LOT 13/5 WATERSTONE ST, Lucie Country, Permitting Site Information: Customer Info: Adams Homes Port St Lucie Project Name: 2536873 Model: Lot/Block: 13/5 Subdivision: WATERSTONE Address: 5349 SAN BENEDETTO PL, . City: Fort Pierce State: FL MiTek USA, Inc. 66904 Parke East Blvd. 1480 F3a 20 L3RAR 4115 Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.4 Wind Code: ASCE 7-10 Wind Speed: 160 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 36 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T21800482 A01 11/5/20 2 _ T21800483 A02 11/5/20 3 T21800484 A03 11/5/20 4 T21800485 A04 11/5/20 5 T21800486 A05 11/5/20 6 T21800487 A06 11/5/20 7 T21800488 A07 11/5/20 8 T21800489 A08 11/5/20 9 T21800490 A09 11/5/20 10 T21800491 A10 11/5/20 11 T21800492 All 11/5/20 12 T21800493 Al2 11/5/20 13 T21800494 A13 11/5/20 14 T21800495 A14 11/5/20 15 T21800496 A15 11/5/20 16 T21800497 B03 11/5/20 17 T21800498 B04 11/5/20 18 T21800499 B05 11/5/20 19 T21800500 C1A 11/5/20 20 T21800501 C1P 11/5/20 21 T21800502 MA 11/5/20 22 T21800503 C3P 11/5/20 No. Seal# Truss Name Date 23 T21800504 C5A 11/5/20 24 T21800505 C7A 11/5/20 25 T21800506 D02 11/5/20 26 T21800507 D03 11/5/20 27 T21800508 .D04 11/5/20 28 T21800509 E4 11/5/20 29 T21800510 E5P 11/5/20 30 T21800511 E9A 11/5/20 31 T21800512 EJ8A 11/5/20 32 T21800513 1-15P 11/5/20 33 T21800514 1-19A 11/5/20 34 T21800515 P03 11/5/20 35 T21800516 PO4 11/5/20. 36 T21800517 P05 11/5/20 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource (Plant City, FL). Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. FILE COPS` November 5,2020 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800482 2536873 A01 SPECIAL TRUSS 2 1 Job Reference (optional) tsu80ers rirst5ource (rlant L;ity, rL), viant Lary, rL - 33bbt, 6.42u,s Uct 9 2U2U MI I eK InOUStnes, Inc. Vvea NOV 4 ZU:2b:UZ ZU2U rage 1 ID:wOY7LylSwnFGv7x93_gXGezJF5?-UBZF6Q?PJYRL7Jrs96F20eetz63snH2CfRevOHyMSQ? 11-4-01 5-11-1 , 8-8-0 12-11-0 19-6-0 26-1-0 30-4-0 ; 33-0-15 39-0-0 40.4-0 1-4-0 5-11-1 2-8-15 4-3-0 6-7-0 4-3-0 2-8-15 5-11-1 6.00 12 ST1.5x8 STP = rr 2 1 3x10 3.00 12 5x6 = 8-8-0 16-7-14 22-4-2 30-4-0 39-0-0 8-8-0 ' 7-11-14 5-8-4 7-11-14 8-8-0 Scale = 1:71.1 3x10 zzz LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) 0.61 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.96 14-15 >490 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.56 12 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix-MSH Weight: 202 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP M 31,,*Except* 16-18,14-16: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 12=0-8-0 Max Horz 2=385(LC 9) Max Uplift 2=-785(LC 10), 12=-785(LC 10) Max Grav 2=1515(LC 1), 12=1515(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 4-2-4 oc bracing. WEBS 1 Row at midpt 7-15, 7-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4788/3735, 3-4=-4567/3501, 4-6=-4583/3655, 6-7=-2486/2111, 7-8=-2486/21 11, 8-10=-4583/3655, 10-11=-4567/3501, 11-12=-4788/3735 BOT CHORD 2-18=-3186/4590, 17-18=-1804/2907, 15-17=-889/1845, 14-15=-1804/2778, 12-14=-3186/4321 ` WEBS 7-15=-768/1032, 8-15=-1015/1019, 8-14=4423/1897, 10-14=490/276, 11-14=4921338, 7-17=-768/1088, 6-17=4078/1019, 6-18=4423/2017, 4-18=496/276, 3-18=-173/338 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=5.0psf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Bearing atjoint(s) 2, 12 considers parallel to grain value using ANSI/TPI 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 785 lb uplift at joint 2 and 785 lb uplift at joint 12. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 6/1012020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS/7TPll Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Saretylntormallon available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qly Ply LOT 1315 WATERSTONE 2636873 A02 HIP TRUSS 1 1 T21800483 Job Reference (optional) s ounce (Plant City, FL), , Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:03 2020 Page 1 ID: wOY7Lyl SwnFGv7x93_gXGezJFS?-yO7dKm014sZCISQ2jpmHxrB1 dWO?WoLMu5OSZjyMSQ_ 1-4-0 5-11-1 8-8-0 12-11-0 18-4-0 20-8-0 26-1-0 30-4-0 33-0-15 39-0-0 0-4-0 -4-0 5-11-1 2-8-15 4-3-0 5-5-0 2-4-0 5-5-0 4-3-0 2-8-15 5-11-1 -4-0 Scale = 1:73.8 6.00 12 5x6 = 5x6 = 5x8 _ 3.00 12 5x8 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL, 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-5,10-14: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 13=0-8-0 Max Horz 2=364(LC 9) Max Uplift 2=-785(LC 10), 13=-785(LC 10) Max Grav 2=1515(LC 1), 13=1515(LC 1) 30-4-0 39-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.96 Vert(LL) 0.6317-18 >745 240 MT20 244/190 BC 0.98 Vert(CT) -1.10 17-18 >426 180 MT20HS 187/143 WB 0.74 Horz(CT) 0.58 13 n/a n/a Matrix-MSH Weight: 206 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-18, 6-17, 9-16, 9-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4781/3695, 3-4=-4577/3477, 4-6=-4605/3648, 6-7=-2256/1881, 7-8=-1966/1780, 8-9=-2273/1895, 9-11=-4604/3648, 11-12=-4576/3477, 12-13=-4781/3696 BOT CHORD 2-18=-3149/4448, 17-18=-1773/2759, 16-17=-977/1966, 15-16=-1773/2759, 13-15=-3149/4312 WEBS 3-18=-156/319, 4-18=-217/311, 6-18=-1445/2048, 6-17=-1140/1039, 7-17=-597/789, 8-16=-605/793, 9-16=-1068/1034, 9-15=-1445/1945, 11-15=-213/311, 12-15=-176/319 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=24ft; eave=5ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterion(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula., Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb_ uplift at joint /13. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse.with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 D TRUSS 9 T21800484 Builders m 0 IJob Reference (optional) irce (Plant City, FL), Plant City, FL 8.4 - 33567. 20 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:05 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-vmENkS2HcTgw_maRrEpIOGGNDJ3d_hEfLPtzccyMSPy 1 4-0 5-11-1 8-8-0 16 4-0 22-1.1 30-4-0 33-0-15 39-0-0 0-4-0 4-0 5-11-1 2-8-15 7-8-0 6-4-0 7-8-0 2-8-15 5-11-1 -4-0 5x6 = 6.00 12 5x6 = 5 6 ST1.5x8 STP = 2 1 i Scale = 1:73.8 ST1.5x8 STP = 0 0 910I� O 5x8 3.00 12 5x8 22-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.91 14-15 >515 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(CT) -1.34 14-15 >350 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr YES WB 0.78 Horz(CT) 0.58 9 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix-MSH Weight: 187 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 5-6: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 4-14, 7-12 13-15,11-13: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-327(LC 8) Max Uplift 2=-785(LC 10), 9=-785(LC 10) Max Grav 2=1515(LC 1), 9=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4932/3609, 3-4=-4852/3538, 4-5=-2577/2010, 5-6=-2234/1933, 6-7=-2577/2010, 7-8=-4635/3538, 8-9=-4745/3609 BOT CHORD 2-15=-3065/4685, 14-15=-2840/4529, 12-14=-1208/2362, 11-12=-2840/4130, 9-11=-3065/4276 WEBS 4-15=-670/1274, 4-14=-2289/1719, 5-14=-448/801, 6-12=-448/827, 7-12=-2150/1719, 7-11=-670/1171 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing atjoint(s) 2, 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 9. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI71"P/1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 MiTek' 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800485 2536873 A04 ' HIP TRUSS 1 1 Job Reference o tional V ,a, n —y, ,-�/, r,am .,uy, r� -odour, aACU s UUI y ZUZU IVII I eK In cusInes, mC. we. I,.v 4 zwyo:UG zuzu rage 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-Nzolyo3vNnyncw8dOx1( ZUpY4jPajE?oa3c682yMSPx 1 4-0 5-11-1 8-8-0 14-4-0 19-6-0 24-8-0 30-4-0 33-0-15 39-0-0 0 4-0 4-0 5-11-1 2-8-15 5-8-0 5-2-0 2-0 5-11-1 4-0 Scale = 1:73.8 ' 6.00 12 54 = 3x4 5x6 = = 5 6 7 5x8 i 5x8 4 8 2x4 ZZ ( 2x4 3 9 ST1.5x8 STP = ST1.5x8 STP = 2 16 15 23 14 •13 12 9 o 41 1 6x12 MT20HS = 3x10 = 3x8 MT20HS = 3x10 = 6x12 MT20HS = 10 Io N 11 0 5x8 3.00 12 14-4-0 5x8 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.95 BC 0.99 WB 0.43 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) 0.59 15-16 >793 240 Vert(CT) -1.06 13-15 >442 180 Horz(CT) 0.59 10 n/a n/a PLATES MT20 MT20HS Weight: 199 lb GRIP 244/190 187/143 FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=290(LC 9) Max Uplift 2=-785(LC 10), 10=-785(LC 10) Max Grav 2=1515(LC 1), 10=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4751/3590, 3-4=-4594/3443, 4-5=-2889/2202, 5-6=-2545/2079, 6-7=-2545/2079, 7-8=-2889/2202, 8-9=-4594/3443, 9-10=-4751/3590 BOT CHORD 2-16=-3051/4453, 15-16=-2724/4197, 13-15=-1599/2688, 12-13=-272414076, 10-12=-3051 /4283 WEBS 4-16=-713/1162, 4-15=-1778/1419, 5-15=-644/992, 6-15=-364/239, 6-13=-364/239, 7-13=-644/992, 8-13=-1690/1419, 8-12=-713/1120 ' 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 16. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I k Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE �AO5 T21800486 2536873 HIP TRUSS 1 1 Job Reference (optional) —y, ,-../, ­­1 ­Y' o.yzu 5 uct a zuzumi i eK inoustnes, inc. vvec NOV 4 zu:zo:u/ zuzu rage 1 ID:w0Y7Lyl SwnFGv7x93_gXGezJF5?-r9M8983Y844eD4jgyfrD5hLjO7lkSc3ypjMghVyMSPw 1-4-0 5-11-1 8-8-0 12-4-0 19-6-0 26-8-0 32-7-0 39-0-0 0-4-0 -4-0 5-11-1 2-8-15 3-8-0 7-2-0 7 6-4-13 -4-0 5x8 = 5 25 Scale = 1:72.4 2x4 11 5x8 = 6 26 7 0 \ 15 14 '- 12 11 5x8 3.00 12 2x4 II 2x4 II 3x6 = 4x12 = 2x4 II 3x6 = 12-4-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) BCLL 0.0 * Rep Stress Incr YES WB 0.76 Horz(CT) BCDL , 10.0 Code FBC2017(rP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP. No. 1 TOP CHORD BOT CHORD 2x4 SP No.2 *Except* - BOT CHORD 2-18: 2x4 SP No.1 WEBS 2x4 SP No.3 WEBS WEDGE JOINTS Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-253(LC 8) Max Uplift 2=-786(LC 10), 9=-786(LC 10) Max Grav 2=1512(LC 1), 9=1514(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4753/3567, 3-4=-4550/3355, 4-5=-3238/2483, 5-6=-3385/2662, 6-7=-3387/2671, 7-8=-2279/1839, 8-9=-2785/2130 BOT CHORD 2-18=-3032/4286, 17-18=-2598/3995, 16-17=-1739/2883, 11-12=-1685/2436, 9-11=-1685/2436 WEBS 3-18=-154/310, 4-18=-722/1157, 4-17=-1408/1059, 5-16=-417/733, 14-16=0/314, 6-16=-443/517, 12-16=-1203/1993, 8-12=-596/581, 5-17=-568/886, 7-16=-1079/1644 32-7-4 in (loc) I/defl L/d PLATES GRIP 0.50 14-15 >930 .240 MT20 244/190 -0.7814-15 >597 180 0.41 9 n/a n/a Weight: 225 lb FT = 20 Structural wood sheathing directly applied or 2-1-10 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 16-17 1 Row at inidpt 12-16, 7-16 1 Brace at Jt(s): 16 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. _ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 786 lb uplift at joint 2 and 786 lb uplift at joint 9. g / November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t building design. Bracingindicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/IPIf Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 1315 WATERSTONE TA06 T21800487 2536873 HIPTRUSS 1 1 Job Reference (optional) -'•'••""••' ^- ----- �• •... "' Y, ..'' l7, ' 1 - -.1, - 0.9LU 5 UG1 a LULU MI I eK Inouslrles, Inc. vvea Nov 4 zu:Lb:U6 2UZU Hage 1 ID:wOY7LylSwnFGv7x93_gXGezJF5?JLwWNU4AvOCVrEIOWMMSevuuAX6OB3v51N5DDxyMSPv 1-4-0 5-11-1 8-8-0 10-4-0 12-8-0 11-4-0 24-2-2 28-8-0 32-7-4 39-0-0 0-4-0 -4-02-8-15 2-4-0 4-8-0 6-10-1 4-5-14 3-11-4 6-4-12 -4-0 ri-Mi-W Scale = 1:72.4 5x6 = 2x4 II 4 5 25 5x6 = 3x4 = 8 5x6 = 6 7 26 10 13. 12 2x4 II 8x12 = 4x6 = 3x6 = 3x10 3.00 12 3x8 = 2x4 II 10-4-0 , 12-8-0 , 20-7-0 ' 28-8-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress Incr YES Code FBC2017frP12014 CSI. TC 0.91 BC 0.92 WB 0.72 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) 0.52 17 >904 240 Vert(CT) -0.83 15-16 >564 180 Horz(CT) 0.37 10 n/a n/a PLATES MT20 MT20HS Weight: 213lb GRIP 244/190 187/143 FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-15 oc purlins. 4-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP No.2 *Except* WEBS 1 Row at midpt 15-17 2-18: 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* 15-17: 2x4 SP No.2 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=216(LC 9) Max Uplift 2=-786(LC 10), 10=-785(LC 10) Max Grav 2=1513(LC 1), 10=1514(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4793/3576, 3-4=-4501/3251, 4-5=-3784/2880, 5-6=-3762/2868,6-7=-2670/2161, 7-8=-2121/1788, 8-9=-2407/1923, 9-10=-2772/2094 BOT CHORD 2-18=-3045/4329, 17-18=-2105/3382, 13-15=-1654/2550, 12-13=-1646/2421, 10-12=-1646/2421 WEBS 3-18=-281/471, 4-18=-862/1333, 4-17=-509/796,15-17=-2101/3197,6-17=-372/781, 6-15=-901/737, 7-15=-31/289, 7-13=-743/555, 8-13=-656/888, 9-13=-467/466 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 786 lb uplift at joint 2 and 785 lb uplift at joint 10. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, 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 T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I Vl � F p/� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , n, ek fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss TrussRUpe oty Ply LOT 13/5 WATERSTONET21800488 2536873 A07 HIPTSS 1 1 Job Reference o lional -••- • •• �� a Y. 1. ,y, - 0.44U s Ucr a zuzu mi I eK mausines, Inc. wea Nov 4 2u:2b:U9 2020 Pagel ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-nYUuag5ogiKLTNtC44lhB6R3exRFwTXEG1rmlNyMSPu 1-4-0 5-7-8 8-4-0 12-8-0 18-4-13 24-7-0 30-8-0 W-10-1 39-0-0 0-4-0 4-0 5-7-8 2-8-8 4-4-0 5-8-13 6-1-0 3-2-1 5-1-15 4-0 6.00 12 Scale=1:72.4 6xl2 MT20HS 2x4 II 6x8 = 3x4 = 85x6 = 4 24 5 25 6 7 26 27 14 13 12 5x8 3.00 12 44 II 8x12 = 4x6 = 3x8 = 3x6 = 8-8-0 1 12-8-0 1 21-5-1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.93 BC 0.99 WB 0.95 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl L/d 0.75 5 >622 240 -1.09 14-15 >428 180 0.47 10 n/a n/a PLATES MT20 MT20HS Weight: 205 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or2-1-1.0 oc purlins. 4-6,6-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 14-16, 7-12 5-15: 2x4 SP No.3, 10-13: 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 14-16: 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-785(LC 10), 10=-785(LC 10) Max Grav 2=1515(LC 1), 10=1515(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4753/3480, 3-4=-4579/3259, 4-5=-5522/4059, 5-6=-5436/4012, 6-7=-3299/2553, 7-8=-2298/1843, 8-9=-2579/1975, 9-10=-2781/2119 BOT CHORD 2-17=-2955/4285, 16-17=-2673/4260, 5-16=-253/311, 12-14=-2102/3122, 10-12=-1690/2453 WEBS 3-17=-144/303, 4-17=-710/11,68, 4-16=-109611497, 14-16=-2665/3882, 6-16=-987/1588, 6-14=-11321929, 7-14=-66/365, 7-12=-1074/822, 8-12=-602/908, 9-12=-275/347 NOTES- 1) Unbalanced roof live loads havd 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 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 785 lb uplift at joint 2 and 785 lb uplift at joint 10. . November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, see ANS11TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 13/5 WATERSTONE FA, T21800489 2536873 Hip Truss 1 1 Job Reference (optional) �uu�ma nwwuww tr-ie�u'.'y, r-�/, rid- ­Ly, -- 0000r, o.4ZU s uct y ZUZU mi I eK Inaustrles, Inc. vve0 NOV 4 ZU2b:1 U ZU2U Nage 1 ID:w0Y7Lyl SwnFGv7x93_gXGezJF5?-Fk2Go96QR?SC4XSOdnOwjKzlYKrdf?FOVhaKHgyMSPt 1-4-0 6-4-0 8-8-0 12-6-0 12- -0 19-3-7 25-10-13 32-8-0 39-0-0 0-4-0 -4-0 6 4-0 2 4-0 3-10-0 0- -0 6-7-7 6-7-7 6-9-3 6 4-0 4-0 5x6 = 3x4 = 2x4 II 6.00 12 3 4 24 5 25 5x6 = 6 3x4 = 5x8 = 267 27 8 1a 14 13 12 11 6x8 = 3x6 3.00 12 3x4 = 3x6 = 2x4 II 3x6 = 3x4 = 12-6-0 1 Scale = 1:72.4 c? 4 9 0 Ic? 4 v O Plate Offsets (X,Y)— [2:0-0-10 Edge], [3:0-3-0 0-2-0] [6:0-3-00-3-0] [8:0-6-0 0-2-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.15 17-20 >981 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.66 Vert(CT) -0.33 17-20 >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.04 9 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 15=0-4-0, 9=0-8-0 Max Horz 2=142(LC 9) Max Uplift 2=-342(LC 10), 15=-656(LC 10), 9=-572(LC 10) Max Grav 2=513(LC 19), 15=1484(LC 1), 9=1033(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-858/692, 3-4=-836/685, 5-6=-35/279, 6-7=-1477/1330, 7-8=-200611689, 8-9=-1716/1291 BOT CHORD 2-17=-409/820, 16-17=-345/842, 14-15=-993/1459, 12-14=-1357/2006, 11-12=-920/1481, 9-11=-922/1474 WEBS 4-17=-64/287, 4-16=-1025/509, 6-15=-1694/1169, 6-14=-101/478, 7-14=-590/399, 7-12=-165/282, 8-12=-484/676, 8-11=0/281, 15-16=-677/528, 5-16=-346/390 Weight: 183 lb FT = 20% Structural wood sheathing directly applied or 3-5-7 oc purlins. Rigid ceiling directly applied or 5-0-9 oc bracing. 1 Row at midpt 6-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10;' Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=S.Opsf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 342 lb uplift at joint 2, 656 lb uplift at joint 15 and 572 lb uplift at joint 9. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/1912020 BEFORE USE. Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPlf Quality Criteria, DSB-89 and.BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800490 2536873 A09 Hip Truss 1 1 Job Reference o tional uuu�cia rumwwue trrarn 11ry, 111, Halo ­Ly, — 0000r, 8.4zu s uct u zuzu mi I eK Inaustrles, Inc. vveO NOV 4 2U2b:11 2UZU Page 1 I D:wOY7Lyl SwnFGv7x93_gXGezJF5? jwce?V62CJa3ihl bBVwgGXWQYkDCOSSXkLKtgGyMSPs 1-4-0 4-4-0 1' 5' 16-5-1 22-6-15 28-6-t0 34-8-0 39.0-0 0-4-0 -4-0 4-4-0 6-1--6 5-11-11 6-1-13 5-11-11 6-1-6 4-4-0 11-0 Scale = 1:71.0 6.00 12 5x8 = 3 25 3x4 = 5x8 = 4 2627 28 5 29 30 5x8 = 3x4 = 5x8 = 6 31 7 32 8 T N 0 c? Iq 0 3x6 = 2x4 II 3x4 = 3x6 = 6x8 = 3x4 = 3x6 = 3x4 = 2x4 II 3x6 10-5-6 , 1 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2017/TPI2014 CSI. TC 0:84 BC 0.57 WB 0.63 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (size) 2=0-8-0, 15=7-4-0, 9=0-8-0 Max Horz 2=105(LC 7) Max Uplift 2=-325(LC 8), 15=-1239(LC 8), 9=-442(LC 8) Max Grav 2=518(LC 17), 15=1931(LC 1), 9=785(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-697/320, 3-4=-358/354, 4-5=-517/1164, 5-6=-535/1183, 6-7=-849/484, 7-8=-1605/818, 8-9=-1280/582 BOT CHORD 2-18=-168/586, 17-18=-164/594, 15-17=-250/358, 14-15=-315/865, 12-14=-646/1605, 11-12=-390/1113, 9-11=-393/1106 WEBS 3-17=-380/40, 4-17=0/323, 4-15=-1605/862, 5-15=-447/434, 6-15=-216111084, 6-14=-78/449, 7-14=-812/357, 8-12=-273/584 34-8-0 in ([cc) I/deb L/d PLATES GRIP 0.1312-14 >999 240 MT20 244/190 -0.20 12-14 >999 180 0.05 9 n/a n/a Weight: 184 lb FT = 20% Structural wood sheathing directly applied or 4-0-12 cc purlins. Rigid ceiling directly applied or 7-3-15 cc bracing. 1 Row at midpt 4-15, 6-15 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=24ft; eave=5ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf 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 325 lb uplift at joint 2, 1239 Ib uplift at joint 15 and 442 lb uplift at joint 9. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 31 lb down and 107 lb up at 13-0-12, 31 lb down and 107 lb up at 15-0-4, and 31 lb down and 107 lb up at 16-11-12, and 31 lb down and 107 lb up at 18-11-4 on top chord, and 25 lb down and 71 lb up at 13-0-12, 25 lb down and 71 lb up at 15-0-4, and 25 lb down and 71 lb up at 16-11-12, and 25 lb down and 71 lb up at 18-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the 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, 3-8=-54, 8-10=-54, 19-22=-20 nlra,cmt,or r, omn ontinued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek* 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, see ANSI?Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply RSTONE T21800490 =Dtlona 2536873 A09 Hip Truss 1 1 l cuucers mrstsource Irian[ cny, t-t_j, rlant ary, t-L - 330bt, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:12 2020 Page 2 ID:w0Y7Lyl SwnFGv7x93_gXGezJF5?-C7A1 Cr7gzdiwKrcnlCROol3bH8ZR7vOhy?3RMiyMSPr LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 26=-31(F) 28=-31(F) 29=-31(F) 30=-31(F) 33=-18(F) 34=-18(F) 35=-18(F) 36=-18(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 ev.5/19/2D20 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i Tr building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only. Additional temporary and permanent bracing M Ipi'(• 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, see ANS/17PH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800491 2536873 A10 Hip Truss 1 1 Job Reference (optional) Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:13 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-gJjPQB81kwgnx?BzJwydLybk3YoKsHngBfp_u8yMSPq 1-4-0 5.11-1 8-8-0 12-11-0 18-8-0 0-4-0 26-1-0 30-4-0 33-0-15 39.0-0 0-4-0 -4-0 5-11-1 2-8-15 4-3-0 5-9-0 1-8-0 5-9-0 4-3-0 2-8-15 5-11-1 -4-0 5x6 = 6.00 12 5x6 = 5x8 3.00 12 5x8 8-8-0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 LumberDOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-5,8-12: 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=-370(LC 8) Max Uplift 2=-785(LC 10), 11=-785(LC 10) Max Grav 2=1515(LC 1), 11=1515(LC 1) Scale = 1:73.8 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.97 Vert(LL) -0.6215-16 >750 240 MT20 244/190 BC 0.98 Vert(CT) -1.1015-16 >425 180 MT20HS 187/143 WB 0.94 Horz(CT) 0.58 11 n/a n/a' Matrix-MSH Weight: 207 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing." WEBS 1 Row at midpt 5-15, 8-14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3==4784/3707, 3-4=-4573/3475, 4-5=-4585/3613, 5-6=-2227/1848, 6-7=-1931/1764, 7-8=-2243/1861, 8-9=-4584/3613, 9-10=-4572/3475, 10-11=-4784/3707 BOT CHORD 2-16=-3160/4455, 15-16=-1872/2869, 14-15=-948/1931, 13-14=-1871/2857, 11-13=-3160/4315 WEBS 3-16=-166/336, 5-16=-1330/1942, 5-1 5=-1 235/1127, 6-15=-574/768, 7-14=-582/771, 8-14=-1155/1122, 8-13=-1330/1851, 10-13=-187/336 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 11. M c5 IL 0 M N 1 I9? November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800492 2536873 A11 Hip Truss 1 1 Job Reference (optional) ouuu­ nrsrauw cc triant Uiy, FL), clan[ City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:14 2020 Page 1 ID:wOY7LylSwnFGv7x93_gXGezJF5?-8VHndX9xUEyeZ9mAsdTsuA8wyy8JbIM_QJYXRbyMSPp 1 4-0 5-11-1 8-8-0 16-8-0 22-4-0 30-4-0 33-0-15 39-0-0 0-4-0 4-0 5-11-1 2-8-15 8-0-0 5-8-0 8-0-0 2-8-15 5-11-1 -4-0 Scale = 1:73.8 5x6 = 6.00 12 5x6 5x8 3.00 12 5x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.87 11-12 >539 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 1,.00 Vert(CT) -1.34 11-12 >349 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.60 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-2 cc purlins. 5-6: 2x4 SP No.2, 1-4,7-10: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP No.1 *Except* WEBS 1 Row at midpt 4-14. 7-12 13-15: 2x4 SP M 31 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 9=0-8-0 Max Horz 2=-333(LC 8) Max Uplift 2=-785(LC 10), 9=-785(LC 10) Max Grav 2=1515(LC 1), 9=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4895/3613, 3-4=-4821/3553, 4-5=-2531/1978, 5-6=-2187/1908, 6-7=-2530/1977, 7-8=-4642/3553, 8-9=-4746/3614 BOT CHORD 2-15=-3068/4659, 14-15=-2857/4508, 12-14=-1171/2289, 11-12=-2857/4137, 9-11=-3069/4277 WEBS 4-15=-665/1268, 4-14=-2333/1770, 5-14=-445/774, 6-12=-445/797, 7-12=-2184/1770, 7-11=-666/1160 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 7) Bearing 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 9. November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE., Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design, parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS117P11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 1 Job Truss Truss Type City Ply LOT 13/5 WATERSTONE T21800493 2536873 Al2 Hip Truss 1 1 Job Reference o tional buiiaers mrstJOUrce IYlant city, rLJ, flan[ city, I-L - 3J00/, 5.42U s Uct v zuzu mi I eK Inaustrles, Inc. vvea NOV 4 zU:20:10 zuzu rage i ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-chr9rtAZFY4VBIKMQK 5QNh5oLUkKle7ez15zlyMSPo 1-4-0 5-11-1 8-8-0 14-8-0 19-6-0 24-4-0 30-4-0 33-0-15 39-0.0 04-0 -4-0 5-11-1 2-8-15 4-10-0 4-10-0 6-0-0 2-8-15 5-11-1 -4-0 Scale = 1:73.8 6.00 12 5x6 = 5 ST1.5x8�STP 0 3x4 = 5x6 = 6 7 T aQ m ST1.5x8 STP = 0 0 Ir,' 4 11 0 5x8 3.00 12 5x8 24-4-0 30-4-0 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.95 BC 0.98 WB 0.47 Matrix-MSH DEFL. in (loc) I/deft Ud Vert(LL) 0.59 15-16 >791 240 Vert(CT) -0.99 13-15 >472 180 Horz(CT) 0.60 10 n/a n/a PLATES MT20 MT20HS Weight: 200 lb GRIP 244/190 , 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins. 1-4,8-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row at midpt 4-15, 8-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=296(LC 9) Max Uplift 2=-785(LC 10), 10=-785(LC 10) Max Gram 2=1515(LC 1), 10=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4750/3594, 3-4=-4601/3459, 4-5=-2830/2168, 5-6=-2487/2052, 6-7=-2487/2052, 7-8=-2830/2168, 8-9=-4601/3459, 9-10=-4750/3594 BOT CHORD 2-16=-3054/4464,,15-16=-2743/4219, 13-15=-1527/2604, 12-13=-2743/4085, 10-12=-3054/4282 WEBS 4-16=-706/1172, 4-15=-184411469, 5-15=-621/959, 6-15=-338/204, 6-13=-338/204, 7-13=-621/959, 8-13=-174711469, 8-12=-706/1125 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Bearing at joint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 10. November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/1g/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nit 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 MOW 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, see ANS17TP1f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800494 2536873 A13 Hip Truss 1 1 Job Reference (optional) "•' ""' •' "'•""""� �"'• •r• ` y' ' I - —1 o.94u s uut y LULU rve I eK Inuustnes, Inc. vveO NOV 4 zu:zo:lb zuzu rage 1 ID:wOY7Lyl SwnFGv7x93_gXGezJ F57.4uPX2DABOrCMpSvY_2VKzbDGIlp33ecGtcl eVTyMSPn 1-4-0 5-11-1 8-8-0 i 12-8-0 19-6-0 26-4-0 3"1 33-0-15 39-0-0 0�-0 -4-0 5-11-1 2-8-15 4-0-0 6-10-0 6-10-0 4-0-0 2-8-15 5-11-1 -4-0 602 MT20HS = 6x12 MT20HS = 2x4 11 5 22 6 23 7 6.00 12 2x4 II 4 2x4 3 ST1.5x8 STP = cn 2 15 14 13 0 1 6x12 MT20HS = 5x8 WB = 3x8 = 12 6x12 MT20HS Scale = 1:72A 2x4 % I? 9 " a ST1.5x8 STP = 0 10 4 11 IT 5x8 3.00 12 5x8 8-8-0 12-8-0 19-6-0 26-4-0 30-4-0 39-M 6-10-0 6-10-0 4-0-0 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7 Ed e] [5:0-8-8 0-1-12] [7'0-8-8 0-1-12] [10:0-2-7 Edge] LOADING (psf) SPACING-. 2-0-0 CSI. DEFL. in ([cc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.66 12-14 >713 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.98 Vert(CT)-1.1612-14 >402 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.58 10 n/a n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix-MSH Weight: 193 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 5-7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP No.1 'Except' 13-15: 2x4 SP M 31 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-259(LC 8) Max Uplift 2=-785(LC 10), 10=-785(LC 10) Max Grav 2=1515(LC 1), 10=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. _ TOP CHORD 2-3=-4781/3570, 3-4=-4578/3354, 4-5=-4630/3546, 5-6=-3313/2566, 6-7=-3313/2566, 7-8=-4634/3548, 8-9=-4582/3356, 9-10=-4783/3571 BOT CHORD 2-15=-3035/4320, 14-15=-1689/2785, 12-14=-1689/2786, 10-12=-3036/4318 WEBS 3-15=-153/315, 4-15=-261/354, 5-15=-1442/2013, 5-14=-352/780, 6-14=-418/494,��,� 7-14=-352/779, 7-12=-1444/1956, 8-12=-257/354, 9-12=-166/315 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=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 10. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 5/19/2020 BEFORE USE.• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800495 2536873 A14 Hip Truss 1 1 Job Reference o tional t7uuders rlrstsource (Plant laty, rL), Plant GI[y, FL - 33015/, 8.42U S Udt 9 ZUZU MI I eK Industries, Inc. Wed NOV 4 2U:Zb:17 ZUZU Page 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-Y4zwGZBpn9KDQcUlYlIZVomRb999oAxQ6GnB1wyMSPm 1 4-0 5-11 4 8.8-0 10 8-0 15-11-6 23-0-10 28 4-0 30 4-0 33-0-12 39-0-0 0-0-0 -4-0 5-11.4 2-8-12 2-0-0 5-3-6 7-1-3 5-3-6 2-0-0 2-8-12 5-114 -4-0 6x12 MT20HS = 6x12 MT20HS = 2x4 I I 5x8 = 6.00 12 2x4 11 5 24 6 7 25 8 2x4 11 4 9 2x4 Zz 3 ST1.5x8 STP = 2 17 16 15 14 13 c+� qI 1 6x12 MT20HS = 3x10 = 3x12 MT20HS = 3x4 = 6x12 MT20HS 5x8 % 3.00 12 2x4 10 Scale = 1:72.4 ST1.5x8 STP = 0 12 Io 5x8 8-8-0 16-6-11 22-5-5 30-4-0 39-M 8-8-0 7-10-11 5.10-11 7-10-11 8-8-0 Plate Offsets (X,Y)-- [2:0-2-7,Edge], [5:0-8-8,0-1-12] [7:0-3-4 0-3-4] [8:0-8-8 0-1-12] [11:0-2-7 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.75 14-16 >625 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -1.09 14-16 >430 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.61 'Horz(CT) 0.64 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 193 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied or 2-0-13 oc purlins. 5-7,7-8: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 11=0-8-0 Max Horz 2=222(LC 9) Max Uplift 2=-785(LC 10), 11=-785(LC 10) Max Grav 2=1515(LC 1), 11=1515(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4775/3535, 3-4=-4566/3304, 4-5=-4593/3439, 5-6=-4072/3082, 6-7=-4072/3082, 7-8=-4059/3068, 8-9=-4590/3435, 9-10=-4565/3304, 10-11=-4775/3535 BOT CHORD 2-17=-3004/4308, 16-17=-2026/3276, 14-16=-2612/4098, 13-14=-2029/3278, 11-13=-3004/4308 WEBS 3-17=-171/336, 4-17=-199/255, 5-17=-1138/1610, 5-16=-658/1052, 6-16=-343/409, 7-14=-405/414, 8-14=-637/1034, 8-13=-1130/1583, 10-13=-184/337 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=5.0psf; h=1511t; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extefior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 785 lb uplift at joint 2 and 785 lb uplift at joint 11. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing KWIC 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, see ANSI/TP/f Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r Y Job Truss TypQty Ply LOT 13/5 WATERSTONET21800496 rHPsTRSeS 2536873 A15 U 1 3 Job Reference o tional -"y, , 11, riam —y' �� `���er, o.vzu s Vct a zuzu mi I eK Inousines, Inc. vvea NOV 4 20:25:21 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-RrCQ5wEKrOrevDoWnb5Vgex6JmcBkx3?1uIPAhyMSPi 1-4-0 4-2-15 8-8-0 14-9-12 19-6-0 24-2-4 30-4-0 34-9-1 39-0-0 0-4-0 -4-0 4-2-15 4-5-1 6-1-12 4-8-4 4-8-4 6-1-12 4-5-1 4-2-15 -4-0 6x8 = 3x4 = 6.00 12 4 25 26 27 28 5 29 ST1.5x8 STP = 0 1� 5x6 = 3x4 = 6x8 30 6 31 32 7 33 34 35 36 8 Scale = 1:72.4 or cp N ST1.5x8 STP = 0 1O N 0 2x4 11 2x4 11 3x10 3.00 12 3x10 8-8-0 , 14-9-12 19-6-0 24-2-4 39-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 1.15 14-16 >407 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -1.36 14-16 >345 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(CT) 0.63 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 611 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP M 31 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 15-17,13-15: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 10=0-8-0 Max Horz 2=-185(LC 6) Max Uplift 2=-2319(LC 8), 10=-2343(LC 8) Max Grav 2=3786(LC 1), 10=3786(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-12571/7445, 3-4=-13884/8326, 4-5=-12401/7618, 5-6=-16943/10325, 6-7=-16947/10366, 7-8=-12403/7604, 8-9=-13886/8423, 9-1 0=-1 2573/7530 BOT CHORD 2-18=-6598/11318, 17-18=-6692/11472, 16-17=-10039/16947, 14-1 6=-1 0427/1735 1, 13-14=-10079/16952, 12-13=-6769/11473, 10-12=-6674/11320 WEBS 3-18=-545/426,'3-17=-1169/1322, 4-17=-3349/5711, 5-17=-4872/3011, 5-16=-627/1301, 6-16=-455/472, 6-14=-450/389, 7-14=-609/1302, 7-13=-4874/2962, 8-13=-3350/5712, 9-13=-1247/1322,9-12=-545/430 NOTES- 1) 3-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, Except member 17-4 2x4 - 1 row at 0-6-0 oc, member 13-8 2x4 -1 row at 0-6-0 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=5.0Psf; h=15ft; B=45ft; L=24ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 9) Bearing atjoint(s) 2, 10 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2319 lb uplift atjoint 2 and 2343 lb uplift at joint 10. :ontinued on page 2 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/1912020 BEFORE USE. • Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 WOW 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, see ANS11 PII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800496 2536873 HIP TRUSS 1 Job Reference (optional) --••-�• ••�•���• �� v •�• Y. Y. - ��� , o.4zu s UCt 'd Zuzu mi I eK Inaustnes, Inc. MCI Nov 4 20:25:21 2020 Page 2 NOTES- ID:w0Y7Ly1SwnFGv7x93_gXGezJF5?-RrCQ6wEKrOrevDoWnb5Vgex6JmcBkx3?1ulPAhyMSPi 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 ib down and 133 lb up at 10-8-12, 62 lb down and 133 lb up at 12-8-12, 62 lb down and 133 lb up at 14-8-12, 62 Ib down and 133 lb up at 16-8-12, 62 lb down and 133 lb up at 18-8-12, 62 lb down and 133 lb up at 20-3-4, 62 lb down and 133 lb up at 22-3-4, 62 Ib down and 133 lb up at 24-3-4, 62 lb down and 133 ib up at 26-3-4, 62 lb down and 133 lb up at 28-3-4, and 62 lb down and 133 lb up at 30-4-0, and 65 lb down and 29 lb up at 8-8-0 on top chord, and 1016 lb down and 661 lb up at 8-8-0, 177 Ib down and 109 lb up at 10-8-12, 177 lb down and 109 lb up at 12-8-12, 177 ib down and 109 lb up at 14-8-12, 177 lb down and 109 Ib up at 16-8-12, 177 ib down and 109 lb up at 18-8-12, 177 lb down and 109 lb up at 20-3-4, 177 lb down and 109 lb up at 22-3-4, 177 lb down and 109 lb up at 24-3-4, 177 lb down and 109 lb up at 26-3-4, and 177 lb down and 109 lb up at 28-3-4, and 1016 lb down and 661 ib up at 30-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) .1 Vert: 1-4=-54, 4-8=-54, 8-1 1=-54,17-19=-20, 13-17=-20, 13-22=-20 Concentrated Loadsl(lb) Vert: 4=-62(F) 8=-62(F) 17=-1016(F) 15=-177(F) 13=-1016(F) 5=-62(F) 16=-177(F) 14=-177(F) 7=-62(F) 26=-62(F) 27=-62(F) 29=-62(F) 30=-62(F) 31=-62(F) 32=-62(F) 34=-62(F) 35=-62(F) 37=-177(F) 38=-177(F) 39=-177(F) 40=-177(F) 41=-177(F) 42=-177(F) 43=-177(F) ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• 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, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 20 -Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE 2536873 B03 Common Truss 2 1 T21800497 Job Reference (optional) a ST1 rvu i eR uruustries, mu. vveu Nov If zu:zn:zz zuzu rage 1 ID:wOY7Ly1SwnFGv7x93_9XGezJF5?-v2mpJGFychzVXNNiKJckCsTOJAuHTW89FYUy)7yMSPh 5-8-0 10-0-0 14-4-0 20-0-0 21-4-0 5-8-0 4-4-0 4-4-0 5-8-0 i 1-4-0 Scale = 1:36.9 4x4 = 4x4 = 5x8 = 4x4 = Ig Plate Offsets (X,Y)— (1:0-1-4 Edge] p:0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.16 7-10 >999 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.93 Vert(CT) -0.35 7-10 >687 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-MSH Weight: 88 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 1=0-8-0, 5=0-8-0 Max Horz 1=-204(LC 8) Max Uplift 1=-348(LC 10). 5=-454(LC 10) Max Grav 1=738(LC 1), 5=814(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1224/1043, 2-3=-935/798, 3-4=-934/796, 4-5=-1218/1026 BOT CHORD 1-7=-732/1097, 5-7=-710/1063 WEBS 3-7=-435/589, 4-7=-387/475, 2-7=-396/501 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- I 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 348 lb uplift at joint 1 and 454 lb uplift at joint 5. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 14II-7473 rev. 5/19/2020 BEFORE 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 applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability andto 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, see ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 WeV 6904 Parke East Blvd. Tampa, FL 36610 Job Truss Type Qty Ply LOT 1315 WATERSTONE ]Truss T21800498 2536873 B04 Common Truss 3 1 Job Reference (optional) Builders FlrstSource (Plant City, FL), Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:23 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-NEKBWcGaN?5M8Xyuu07zl30ZKaDaCzPIUCEWFZyMSPg -1-4-0 5-8-0 10-0-0 14-4-0 20-0-0 21-4-0 1-4-0 5-8-0 4-4-0 4-4-0 5-8-0 1-4-0 R1 Scale = 1:37.1 4x4 = 4x4 = &B = 4x4 = 10-0-0 20-0-0 10-0-0 10-0-0 Plate Offsets (X,Y)-- [2:0-1-4,Edge] [8:0-4-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/clef! L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.16 8-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.34 8-11 >696 180 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix-MSH Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP N6.3 REACTIONS. (size) 2=0-8-0, 6=0-8-0 Max Horz 2=-209(LC 8) Max Uplift 2=-450(LC 10), 6=-450(LC 10) Max Grant 2=812(LC 1), 6=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1212/1010, 3-4=-928/779, 4-5=-928/779, 5-6=-121211010 BOT CHORD 2-8=-696/1084, 6-8=-696/1057 WEBS 4-8=-414/587, 5-8=-387/475, 3-8=-386/475 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=24ft; eave=4ft; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 450 lb uplift at joint 2 and 450 lb uplift at joint 6. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not 'a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A p iTek• 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job s Truss Type Qty Ply LOT 1315 WATERSTONET21800499 J 2536873 Common Truss 1 1 Job Reference o tional I PirstSource (Plant City, FL), want City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:24 2020 Page 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-rQuZkyHCBJD Dmh W5SjfCHHZo6—mYxSoSjsz3nOyMSPf 1 4-0 10-0-0 20-0-0 21-4-0 1 4-0 10-0-0 10-0-0 i 1-4-0 4x4 = , 6 o it io 10 14 13 12 ony 2x4 II 2x4 II 2x4 II 5x6 = 2x4 II 2x4 II 2x4 II Scale=1:37.6 I`' 9 Plate Offsets (X,Y)— [15:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.00 10 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.01 11 nlr 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 10 n/a We BCDL 10.0 Code FBC2017/TPI2014 MatrixSH Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-0-0 (lb) - Max Horz 2=-209(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 17, 13 except 2=-170(LC 10), 16=-102(LC 10), 18=-154(LC 10), 14=-102(LC 10), 12=-154(LC 10), 10=-170(LC 10) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 14, 13, 10 except 18=308(LC 15), 12=307(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-96/292, 6-7=-96/292 WEBS 3-18=-219/289, 9-12=-218/289 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=24ft; eave=2ft; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 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) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-8 treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 17, 13 except Qt=lb) 2=170, 16=102, 18=154, 14=102, 12=154, 10=170. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 10. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing MOW 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, see ANS11TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800500 2536873 C1A JACK -OPEN TRUSS 4 1 Job Reference o tional ""•"""' �' '�"• "'•Y• aAZU S UG1 a ZUZU MI I eK Inaustrles, Inc. vve0 NOV 4 ZU:25:E5 2020 Pagel ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-JdSxxlHgvcL4Or5HORARgU5z_N7vgwNbyWjdJSyMSPe -1-4-0 1-0-0 _ 1-4-0 1-0-0 Scale = 1:7.8 LOADING (psf) SPACING- .2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.03 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: 6 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=81(LC 10) Max Uplift 3=-5(LC 7), 2=-177(LC 10), 4=-11(LC 1) Max Grav 3=13(LC 11), 2=157(LC 1), 4=32(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIrrPI 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 100 lb uplift at joint(s) 3, 4 except Qt=lb) 2=177. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev. 5/19/2020 BEFORE USE.• Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 M iTek` 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, see ANS117Pl1 Quality Criteria, DSB-89 and SCSI Building Component 6904'Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800501 2536873 C1P Jack -Open Truss 4 1 Job Reference o tional 1-4-0 o—v s uut w zuzu mi i eK inausines, Inc. vveo Nov 4 ZU:zn:Zb ZUZU rage 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-IdSxxlHgvcL4Or5HORARgU5z_N7tgwNbyWjdJSyMSPe 1-0-0 Scale = 1:7.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 7 >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 FBC2017rrPI2014 Matrix -MP Weight: 6lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=81(LC 10) Max Uplift 3=-7(LC 7), 2=-21O(LC 10), 4=-19(LC 15) Max Grav 3=12(LC 10), 2=157(LC 1), 4=27(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc purlins. 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; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except Qt=ib) 2=210. November 5,2020 ® WARNING - Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II-7473 rev. 5/19/2020 BEFORE 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 applicability of design parameters and property 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 (Vl Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the n`�iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 y Job Truss Type oty Ply LOT 13/5 WATERSTONE 7,Truss T21800502 2536873 Jack -Open Truss 4 1 Job Reference (optional) -11Y. I,a .,pry, a.9Gu s VCI S ZUZU mi I eK mOustrles, Inc. We0 NOV 4 ZU:2b:Zb 2U2U Page 1 ID:wOY7LylSwnFGv7x93_gXGezJF5?-npOJ8eISgwTx??gTZ8hgNie8knSEPNdlAASAsuyMSPd -1 -4-0 3-0-0 1-4-0 3-0-0 Scale = 1:12.8 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.09 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 j BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-59(LC 10), 2=-150(LC 10) Max Grav 3=72(LCd5), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 3-6-0 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift'at joint(s) 3 except Qt=lb) 2=150. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall r building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTpi k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �r fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TP/1 Quality Criteria, DSE-89 and BCSI Building Component 6904 Pa SafetyInformation available from Truss East Blvd. ss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 36610 East Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800503 2536873 C3P Jack -Open Truss 4 1 Job Reference (optional) ouuuers mrsioaurce Imam ury, r-L/, rlam l,lty, rL - 0300f, 6.42U s uct u zuzu mi I eK Inaustrles, Inc. wea NOV 4 ZU2b:Z6 ZUZU I -age 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-npOJ8eISgwTx??gTZ8hgNie8knRUPNdlAASAsuyMSPd i -1-4-0 3-0-0 ' 1-4-0 3-0-0 -� 1 3-0-0 Scale = 1:12.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.14 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 HOrz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=133(LC 10) Max Uplift 3=-64(LC 10), 2=-214(LC 10), 4=-42(LC 7) Max Grav 3=62(LC 15), 2=197(LC 1), 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except 6t=1b) 2=214. November 5,2020 � ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE 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 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 KWIC 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, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, M6904 Parke East Blvd. D 20601 Tampa, Parke 3ast Jab Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800504 2536873 C5A Jack -Open Truss 4 1 Job Reference (optional) `^ `^•l,-•``, o.— J VOr U LVGV wll l eR m1OUSlne6, Inc, vveu imov 4 1u2o:z1 zuzu vage i I D:wOY7Lyl SwnFGv7x93_gXGezJF5?-F?ahMzJ4REbod8Fg7sCvvvAF_Bjt8gtuPggOKyMSPc -1-4-0 5-0-0 1-4-0 5-0-0 M cp T "9 N O Iil Plate Offsets (X,Y)-- [2:0-0-15,Edge Scale=1:17.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 f TC 0.49 Vert(LL) 0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.39 Vert(CT) -0.06 4-7 >971 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Harz 2=187(LC 10) Max Uplift 3=-113(LC 10), 2=-161(LC 10) Max Grav 3=130(LC 15), 2=264(LC 1), 4=88(LC 3) FORCES. (lb) -Max. Comp:/Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=113, 2=161. November 5,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ° Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Blvd. e East Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, 6904 Parke 36610 East Job s Truss Type Qty Ply LOT 13/5 WATERSTONE 2536873 FC7A Jack -Open Truss 4 1 T21800505 —Y. - 6.42U s Uct a 2UZU Mi I ek Industries, Inc. Wed Nov 4 20:25:28 2020 Page 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-kC74ZJKj BXjfFlgshZj8S6jSgb?jtGG1 eUxHwnyMSPb -1-4-0 4-0-0 7-0-0 1 4-0 4-0-0 3-0-0 U4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Scale = 1:23.2 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.33 Vert(LL) 0.23 6-9 >358 240 MT20 244/190 BC 0.67 Vert(CT) -0.23 6-9 >360 180 WB 0.12 Horz(CT) 0.02 2 n/a n/a Matrix -MP Weight: 27 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=241(LC 10) Max Uplift 4=-87(LC 10), 2=-179(LC 10), 5=-76(LC 10) Max Grav 4=107(LC 15), 2=336(LC 1), 5=169(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 2-6=-337/180 WEBS 3-6=-212/403 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 3-6-0 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except Qt=lb) 2=179. November 5,2020 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 6904 Parke East Blvd. 20601 Tampa, Parke East Job Truss Truss Type City Ply LOT 1315 WATERSTONE T21800506 2536873 D02 Common Truss 2 1 Job Reference o tional 1-4-0 4x4 = o.yZu a Ua y zuzu Iva I eK moustnes, Inc. vveu "ov y zu:zo:za zuzu rage i ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-COhSnfKLyrrWsSP2FHEN_KGZu?M_cjbBt8hgSDyMSPa 13-0-0 6-6-0 46 = 3 4x4 = Scale = 1:24.8 I� 0 6-6-0 6-6-0 Plate Offsets (X Y)— [4:0-1-4,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.09 5-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.12 5-8 >999 180 BCLL . 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 48 lb FT = 20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=0-8-0, 2=0-8-0 Max Horz 2=139(LC 9) Max Uplift 4=-223(LC 10), 2=-333(LC 10) Max Grav 4=477(LC 1), 2=557(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-684/582, 3-4=-682/578 BOT CHORD 2-5=-359/551, 4-5=-359/551 WEBS 3-5=-47/300 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=24ft; eave=4ft; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=223, 2=333. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 mv.5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW 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, see ANS17TP17 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply 1315 WATERSTONE FLOT T21800507 2536873 D03 COMMON TRUSS 3 1 Reference (optional) rs FirsiSource (Pianl city, ry, mant uty, FL - S3b6t, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:29 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-COhSnfKLyrrWsSP2FHEN_KGad?OUcjcBt8hgSDyMSPa -1-4-0 6-6-0 13-M 144-0 1-4-0 6-6-0 6-6-0 1-4-0 Scale=1:25.5 46 = M 0 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.07 6-12 >999 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.44 Vert(CT) -0.10 6-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-8-0, 4=0-8-0 Max Horz 2=-145(LC 8) Max Uplift 2=-327(LC 10), 4=-327(LC 10) Max Grav 2=553(LC 1), 4=553(LC 1) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-672/552, 3-4=-672/552 BOT CHORD 2-6=-249/541, 4-6=-249/541 WEBS 3-6=-31/299, 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=24ft; eave=4ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS far reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=327, 4=327. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parametersshown, 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 iViiTek� 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, see ANSI/TPH Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE 2536873 D04 Common Truss 1 1 T21800508 Job Reference (optional) -- --� • - -.• - • - v• • - ----• o.— a Ucr a 4— wa I en muusiries, Inc. VVeO NOV 4 zu:z0:3U zuzu Page 1 ID:wOY7LylSwnFGv7x93_gXGezJF5?-gaFq_?Lzj9zNUc_Eo_IcXXopgOoJLAtK5oQO?fyMSPZ -1-0 6-6-0 13-0-0 14-0-0 1-4-0 6-6-0 6-6-0 1-4-0 Scale = 1:25.3 4x4 = 4 2x4 II 2x4 II 2x4 II JX4 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.26 Vert(LL) 0.00 7 n/r 180 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(CT) 0.01 7 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-SH Weight: 56 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-0-0. (lb) - Max Horz 2=145(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 9 except 2=-190(LC 10), 6=-190(LC 10), 10=-187(LC 10), 8=-187(LC 10) Max Grav All reactions 250 lb or less atjoint(s) 2, 6, 9 except 10=365(LC 15), 8=364(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-10=-255/376, 5-8=-254/376 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=24ft; eave=2ft; 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed'to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 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) Lumber designated with a "P" is pressure -treated with preservatives. Plate laterallresistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ,.CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except 0t=1b) 2=190, 6=190, 10=187, 8=187. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI I-7473 rev. 6/1912020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, 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 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, see ANSIVTPH Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 November 5,2020 mi, MiTeW 6904 Parke East Blvd. Tampa, FL 36610 Job s Truss Type City Ply LOT 1315 WATERSTONE TE4 T21800509 2536873 JACK -OPEN TRUSS 4 1 Job Reference (optional) -- -••• ,n � • �• •)•- - ���+• • 0.- s UU[ U ZUZV IVn I eK mausines, Inc. vveo NOV 4 ZU:Zb:31 ZUZU Page 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-8mpCCLMbUS5E6mZRMhHr4lLy6o5w4esU KSAxX6yMSPY 1 4.0 4-4-0 1 4-0 4-4-0 Scale: 3/4"=1' 1 4-4-0 4-4-0 Plate Offsets (X Y)-- [2:0-0-4 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.07 4-7 >750 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.06 4-7 >860 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MP Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Horz 2=169(LC 10) Max Uplift 3=-104(LC 10), 2=-245(LC 10), 4=-64(LC 7) Max Grav 3=99(LC 15), 2=241(LC 1), 4=76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; 13=45ft; L=24ft; eave=4ft; Cat. 11; 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 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 3=104,2=245. November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown; and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW 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, see ANSI/TPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Qty Ply LOT 1315 WATERSTONE T21800510 2536873 E5P JACK -OPEN TRUSS 6 1 Job Reference (optional) r,ai a . Ly, r� - oouor, o.vzu s UCt a Zuzu mi I eK InauslfleS, Inc. vvea NOV 4 ZU:Zb:32'LUZU rage 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?czNaPhNDFmD5jw8dwPo4cyu4tCOgp56dZ6vU3YyMSPX -1-4-0 5-0-0 " 1 4-0 5-0-0 Scale = 1:17.8 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/clef! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.13 4-7 >466 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) 0.11 4-7 >533 180 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: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (size) 3=Mechanical, 2=0-4-0, 4=Mechanical Max Harz 2=187(LC 10) Max Uplift 3=-123(LC 10), 2=-263(LC 10), 4=-76(LC 10) Max Grav 3=117(LC 15), 2=264(LC 1), 4=88(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 5-0-0 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=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of �O.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=123, 2=263. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,1II-7473 rev. 5/1912020 BEFORE 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 applicability of design parameters and property 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 M iTek" 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, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Jab Truss Truss Type Qty Ply LOT 13/5 STONE T21800511 2536873 E9A Jack -Open Truss 10 1 Job Reference o lional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:32 2020 Pagel ID:wOY7Ly1SwnFGv7x93_gXGezJF5?czNaPhNDFmD5jw8dwPo4cyu7QCLhplxdZ6vU3YyMSPX -1-11 7-1-14 8-8-0 1-4-0 4-0-3 1-1-8 -, 2-0-3 1-6-2 f11 3x4 Scale=1:27.8 i 4-u-3 5-1-14 7-1-14 7-10-14 8-8-0 4-0-3 1-1-11 2-0-0 0-9-0 0-9-2 Plate Offsets (X,Y)— [2:0-0-15,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.14 6-7 >714 240 MT20 244/190 TCDL 7.0 LumberDOL 1.25 BC 0.73 Vert(CT) -0.15 6-7 >697 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 36 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0-oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 4=Mechanical, 2=0-8-0, 5=Mechanical Max Horz 2=285(LC 10) Max Uplift 4=-117(LC 10), 2=-195(LC 10), 5=-89(LC 10) Max Grav 4=130(LC 15), 2=396(LC 1), 5=215(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-769/662 BOT CHORD 2-7=-924/740, 6-7=-899/706 WEBS 3-7=-73/254, 3-6=-710/900 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; 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 nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSIfrPI 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 100 lb uplift at joint(s) 5 except Gt=lb) 4=117,2=195. November 5,2020 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �a 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 Welk' 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, see ANSI/TPIf Quality Criteria, DSB-89 and BCS/ Building Component Blvd. e 6904 ParkEast Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, Parke 36610 East Job Truss Truss Type City Ply LOT 13/5 WATERSTONE T21800512 2536873 EJ8A ROOF TRUSS 2 1 Job Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:33 2020 Page 1 ID:atbFDLfsljOY7jX?uFVjSgzi7xL-49xzd1 Nr04LyL4!pU6JJgAQHBciyyv5nnmf2c—YMSPW -1-4-0 5-2-14 8-7-10 1-4-0 5-2-14 3-4-12 4x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 7.0 Lumber DOL , 1.25 BC 0.66 BCLL 0.0 Rep Stress ]nor YES WB 0.21 BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* 4-5: 2x6 SP No.2 REACTIONS. (size) 2=0-7-10, 5=Mechanical Max Harz 2=280(LC 10) Max Uplift 2=-193(LC 10), 5=-201(LC 10) Max Grav 2=389(LC 1), 5=337(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -Ail forces 250 (lb) or less except when shown. TOP CHORD 2-3=-475/473 BOT CHORD 2-5=-716/472 WEBS 3-5=-459/704 2x4 11 DEFL. in (loc) Ildefl Ud PLATES GRIP Vert(LL) -0.16 5-8 >615 240 MT20 244/190 Vert(CT) -0.33 5-8 >301 180 Horz(CT) 0.01 2 n/a n/a Scale=1:28.8 Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-15 oc bracing. NOTES- . 1) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=193, 5=201. November 5,2020 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MToM connectors. This design is based only upon parametersshown, 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 T ek� Is always required for stability and to prevent collapse with possible. personal injury and property damage. For general guidance regarding the Mi O fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIf Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Job Truss Truss Type Ply RSTONE �Qty T2180052536873 =ptional) H5P Diagonal Hip Girder 2 1 munaers t-irsiocurce kviant uny, t-LJ, clam city, I-L - JJob f, 6.42U s Uat 9 MU Mi I eK Industries, Inc. Wed Nov 4 20:25:34 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF5?-YLVLgNOTnNTozDHOlggYhNzSD07AH7cwOQOb8QyMSPV -1-10-10 3-9-6 7-0-14 1-10-10 ' 3-9-6 3-3-8 Scale=1:17.4 0 7-0-14 7-0-14 Plate Offsets (X,Y)-- (2:0-0-11,0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.20 4-7 >415 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(CT) 0.17 4-7 >486 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 25 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=Mechanical, 2=0-8-0, 4=Mechanical Max Horz 2=188(LC 8) Max Uplift 3=-137(LC 8), 2=-268(LC 8), 4=-89(LC 5) Max Grav 3=120(LC 1), 2=209(LC 1), 4=97(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except Qt=lb) 3=137,2=268. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 lb down and 72 lb up at 1-6-12, 54 lb down and 72 lb up at 1-6-12, and 2 lb down and 92 lb up at 4-4-12, and 2 lb down and 92 lb up at 4-4-12 on top chord , and 25 lb down and 46 lb up at 1-6-12, 25 lb down and 46 lb up at 1-6-12, and 4 lb down and 12 lb up at 4-4-12, and 4 lb down and 12 lb up at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-54, 4-5=-20 Concentrated Loads (lb) Vert: 8=145(F=72, B=72) 9=38(F=19, B=19) 10=49(F=25, B=25)111=3(F=2, B=2) November 5,2020 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parametersshown, 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 MOW 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, see ANSIITP11 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 , J ' Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800514 2536873 H9A Diagonal Hip Girder 2 1 Job Reference (optional) ce (Hiant uty, FL), Plant Uity, F-L - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:35 2020 Page 1 ID:wOY7Ly1SwnFGv7x93_gXGezJF57-1Y3jljP6YhcfaNsCbXLnEbWVFP0dOL23F488gtyMSPU -1-10-10 4-5-8 5-11-1 12-2-5 12- -1 1-10-10 4-5-8 1-5-9 6-3-4 0-0- 2 4x4 - 4-5-8 1 5-11-1 12-2-11 2x4 11 Scale = 1:28.8 4 5 ; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.24 6-7 >605 240 MT20 2441190 TCDL 7.0 LumberDOL 1.25 BC 0.65 Vert(CT) -0.32 6-7 >452 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix-MSH Weight: 54 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc pudins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt " 3-6 REACTIONS. (size) 2=0-8-0, 6=Mechanical Max Horz 2=286(LC 8) Max Uplift 2=-356(LC 8), 6=-540(LC 8) Max Grav 2=654(LC 1), 6=866(LC 1) FORCES.- (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2113/996 BOT CHORD 2-7=-1126/1995, 6-7=-1149/2026 WEBS 3-7=0/413, 3-6=-1970/1126 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) 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 100 lb uplift at joint(s) except Qt=lb) 2=356, 6=540. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 26 lb up at 1-6-12, 40 lb down and 26 Ib up at 1-6-12, 11 lb down and 80 lb up at 4-4-12, 11 lb down and 80 lb up at 4-4-12, 60 lb down and 135 lb up at 7-2-11, 60 lb down and 135 lb up at 7-2-11, and 42 lb down and 109 lb up at 10-0-10, and 42 lb down and 109 lb up at 10-0-10 on top chord, and 30 lb up at 1-6-12, 30 lb up at 1-6-12, 10 lb down and 7 lb up at 4-4'12, 10 lb down and 7 lb up at 4-4-12, 48 lb down at 7-2-11, 48 lb down at 7-2-11, and 134 lb down and 96 lb up at 10-0-10, and 134 lb down and 96 lb up at 10-0-10 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, 4-5=-14, 6-8=-20 Nnvpmhpr F girign :ontinued on page 2 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5119/2020 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MITe'C• building design. Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance. regarding the p fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPi1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tempo, FL 36610 Job Type Qty Ply LOT 13/5 WATERSTONE2536873 THrgA T21800514sTruss Diagonal Hip Girder 2 1 Job Reference o tional tri-IL Uay, ry, r¢nrt Ugly, ri� - oaoor, ts.42u s uct a zUEu MI I eK industries, Inc. Wed Nov 4 20:25:35 2020 Page 2 ID:wOMyl SwnFGv7x93__gXGezJF5?-1Y3j1jP6YhcfaNsCbXLnEbWVFPOdOL23F488gtyMSPU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=25(F=12, B=12) 12=-16(F=-8, B=-8) 13=-1 21 (F=-60, B=-60) 14=-84(F=-42, B=-42) 15=35(F=17, B=17) 16=-21(F=-10, B=-10) 17=-77(F=-39, B=-39) 18=-268(F=-134, B=-134) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19I2020 BEFORE USE. ��' Design valid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property 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 M!Tek" 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, see ANSI1TP/f Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 I t ) Job Truss Truss Type Qly Ply LOT 13/5 WATERSTONE T21800515 2536873 P03 HIP GIRDER 1 1 Job Reference (optiorial -•- • ••-•�-•- -- v im••• --••n •ten • ..,r, - ��� o.- s UUl a ZV4U ivu I UK IMUs[ne5, Ir1G. VVeU INOV 4 ZU:ZO:Jb ZUZU rage i ID:wOY7Lyl SwnFGv7x93_9XGezJF5?-Vkc5F2QkJ?kWCXR09FsOno2iPpktlnVDUktiCJyMSPT -1-4-0 5-0-0 10-0-0 15-0-0 20-0-0 21-4-0 1-4-0 5-0-0 5-0-0 5-0-0 5-0-0 14-0 Scale=1:36.9 4x8 = 3 18 19 2x4 11 48 = 20 4 21 22 23 5 0 N Io 3x4 = 2x4 II JX4 3x8 = 2x4 II 3x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.26 8-9 >908 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.26 BC 0.58 Vert(CT) 0.21 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) -0.07 6 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix-MSH Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 6=0-4-0 Max Horz 2=-118(LC 23) Max Uplift 2=-1283(LC 8), 6=-1320(LC 8) Max Grav 2=1148(LC 1), 6=1170(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2035/2232, 3-4=-2446/2803, 4-5=-2446/2803, 5-6=-2082/2311 BOT CHORD 2-11 =-1 859/1771, 9-11 =-I 876/1783, 8-9=-1946/1825, 6-8=-1930/1812 WEBS 3-11=-292/331, 3-9=-871/807, 4-9=-472/467, 5-9=-773/745, 5-8=-291/331 i 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=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1283,6=1320. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 lb down and 147 lb up at 5-0-0, 112 lb down and 139 lb up at 7-0-0, 112 lb down and 139 lb up at 9-0-0, 112 lb down and 139 lb up at 11-0-0, and 112 lb down and 139 lb up at 13-0-0, and 150 lb down and 317 lb up at 15-0-0 on top chord, and 89 lb down and 119 lb up at 5-0-0, 48 lb down and 58 lb up at 7-0-0, 48 lb down and 58 lb up at 9-0-0, 48 lb down and 58 lb up at 11-0-0, and 48 lb down and 58 lb up'at 13-0-0, and 89 lb down and 119 lb up at 14-1.1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the 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 (pil) Vert: 1-3=-54, 3-5=-54, 5-7=-54, 12-15=-20 r )non ontinued on page 2 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MlTelc® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` 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 andtrusssystems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 L 0 J. Job Truss Truss Type Qty Ply LOT 13/5 WATERSTONE T21800515 2536873 P03 HIP GIRDER 1 1 Jab Reference o tional Builders FirstSource (Plant City, FL), Plant City, FL - 33567. 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:36 2020 Page 2 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-Vkc5F2QkJ?kWCXR09FsOno2iPpktlnVDUktiCJyMSPT LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-59(F) 5=-103(F) 11=-68(F) 8=-68(F) 19=-59(F) 20=-59(F) 21=-59(F) 22=-59(F) 24=-39(F) 25=-39(F) 26=-39(F) 27=-39(F) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TFl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 r Job Truss Truss Type oty Ply LOT 1315 WATERSTONE T21800516 2536873 PO4 HIP 1 1 Job Reference o tional Builders FirslSource (Plant City, FL), Plant City, FL - 33567, 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:37 2020 Page 1 ID:wOY7Lyl SwnFGv7x93_gXGezJF5?-zwATSORM4lsNghObjyNFJObtOD 1 oUJAMiOdFIIyMSPS -1-4-0 7-0-0 13-0-0 20-0-0 21-4-0 1-4-0 7-0-0 6-0-0 7-0-0 1-4-0 4x8 = Scale = 1:36.9 46 = 3x4 i 2x4 II oxv 3x4 = 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 5=0-4-0 Max Horz 2=-154(LC 8) Max Uplift 2=-836(LC 10), 5=-836(LC 10) Max Grav 2=812(LC 1), 5=812(LC 1) 13-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC 0.77 Vert(LL) 0.31 9-12 >764 240 MT20 244/190 BC 0.80 Vert(CT) 0.27 9-12 >905 180 WB 0.14 Horz(CT) -0.04 5 n/a n/a Matrix-MSH Weight: 86 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1183/2166, 3-4=-998/2084, 4-5=-1183/2166 BOT CHORD 2-9=-1704/991, 7-9=-1726/998, 5-7=-1704/992 WEBS 3-9=-527/265, 4-7=-527/265 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; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=836, 5=836. November 5,2020 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 �Tek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the VI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 C S % Job Truss Truss Type City Ply LOT 13/5 WATERSTONE T21800517 2536873 POS HIP 1 1 Job Reference (optional) Builders FirstScurce (Plant City, FL), Plant City, FL - 33567, , ' 8.420 s Oct 9 2020 MiTek Industries, Inc. Wed Nov 4 20:25:38 2020 Page 1 ID:w0Y7Ly1SwnFGv7x93_gXGezJF5?-R7ksgkR_rc_ERrbnGgvUsD832dUDjDWx2MpHCyMSPR -1-4-0 6-3.6 9-0-0 11-0-0 13-8-10 20-0-0 21A-0 1-4-0 6-3-6 2-8-10 2-0-0 2-8-10 6-3-6 1-4-0 4x4 = Scale = 1:36.9 4x4 = 3x8 = 3x4 = " 3x4 = 3x8 = 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.52 9-17 >461 240 MT20 2441190 TCDL 7.0 Lumber-DOL 1.25 BC 0.95 Vert(CT) 0.44 9-17 >551 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) -0.04 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-MSH Weight: 92lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc puriins. 4-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (size) 2=0-4-0, 7=0-4-0 Max Horz 2=-191(LC 8) Max Uplift 2=-836(LC 10), 7=-836(LC 10) Max Grav 2=812(LC 1), 7=812(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1184/2174, 3-4=-973/2015, 4-5=-824/1824, 5-6=-973/2015, 6-7=-1184/2174 BOT CHORD 2-11 =-1 763/1025, 9-11 =-1 387/824, 7-9=-1763/1025 WEBS 3-11=-332/585, 4-11=-849/341, 5-9=-849/341, 6-9=-332/585 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenfwith 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 100 lb uplift at joint(s) except (jt=lb) 2=836,7=836. November 5,2020 ®WARNING - Vedfy design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. ' Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11TPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safelylnformation available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601 Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION 14-1 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. 0-1/.,e For 4 x 2 orientation, locate plates 0- 'lie' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. "Plate location details available in MiTek 20/20 software or upon request. . PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 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/TPI1: 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 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS ct-2 C2-3 WEBS cry 4 O= a - 3 U U a ~ C7-8 C6-7 C5-6 0 BOTTOM CHORDS 8 7 6 5 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 - MiTek MiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020 ® 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/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 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 purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, 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 ANSIIrPI 1 Quality Criteria. 21.The design does not take into account any dynamic or other loads other than those expressly stated.