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HomeMy WebLinkAboutInitial Drainage Report C A legacy ~. i V ~, i, ;. -rtrcR Indiana Re. I ~fation for ,ti ~, I• '~~. Address: 7400 N. Shadeland Ave. Suite 150 ' Indianapolis, IN 46250 Phone: 317.913.6930 Fax: 3 7 7.913.6928 - Toll Free: 1-888-775-EMHT -emht.com ~ Jobnumb'er.2008-2134,, ~ ', ~- ~ i _.,: - ~~ t__~ ~ ~ ~ - - - • ~4 ,~t, v INITIAL DRAINAGE REPORT IK AT GREYHOUND COMMONS °':1 Client: Key Bank ~1 Date: November 21, 2008 ~ Revised April 23, 2009 TABLE OF CONTENTS 1.0 Introduction 1.1 Project Description 1.2 Scope of Report 1.3 Existing Conditions 2.0 Hydrologic Method 3.0 Pre-Developed Drainage Conditions 4.0 Post-Developed Drainage Conditions 5.0 Conclusions Exhibit -Grading and Drainage Plan Appendix A Drainage Design Report for Cool Creek Commons (prepared by EMH&T, Inc., dated March 3, 2003, revised April 8, 2004) Appendix B Appendix C Ddnbury_,Pond'Easement Ag`reemenf E~~ ~~CS INITIAL DRAINAGE DESIGN REPORT for Key Bank at Greyhound Commons Development Plan 1.0 Introduction This report outlines the Initial design of the storm water management system To serve the proposed Key Bank at Greyhound Commons in Carmel, Indiana. The scope of the report is to identify the design parameters for the storm water management system That will serve this portion of the development and is being filed in conjunction with the Preliminary Development Plans for This project dated November 21, 2008 and ,updated Apnl 23;12004. The project is located within the City of Carmel and is therefore subject To the design requirements of Carmel's Stormwater Ordinance and Design Manual. This report is preliminary in nature. Amore detailed report with design calculations for the various Stormwater management, quality, and conveyance systems will be submitted with the Final Construction Plans for This project. 1.1 Projecf Description This report outlines the preliminary design of the Stormwater management system for the Key Bank at Greyhound Commons, a proposed 4,318 sf bank to be constructed on a 20 acre parcel of a 5.11-acre site located at the southeast corner of 146'"' Street and Lowes Way in Carmel, Indiana. The site is part of a masTerplanned commercial ~ residential development with regional Stormwater detention in place for the entire planned ,d ,,: -, ,. : ,., <:_ ~, .. development The..,.Cool..€Creek' Commons commercial `: develonment ~ o'roiarE m" 9003 of~Thisproje'ct' ite. A copy of the narrative of the orginal Cool Creek Commons drainage report from 20032004 is included in Appendix A. . The subject site is bounded by Regal Cinemas and Cool Creek Commons to the north, a Lowes home improvement store to The west, and Danbury Estates to The south and east. 1.2 Scope of Report This report summarizes the preliminary design for the overall storm water management system for the proposed development which consists of a storm water sheet flowing to a water quality bioswale be_'toe' dischargmg''to ;6"vegetdfed. swage and then to the expanded dry storage shelf of the regional pond. No detention is provided on site as the project will be served by .the regional detention pond serving Cool Creek Commons and Danbury Estates -see 'updated hydraulic analysis included herein. Final water quality calculations and pipe sizing calculations for the storm sewers will be provided during the final construction design submittal. Pipes will be sized To convey the peak flow imparted by a 10-year frequency storm event via gravity flow. ' INITIAL DRAINAGE DESIGN REPORT for ' Key Bank at Greyhound Commons Development Plan ' 1.3 Existing Conditions The 2.05-acre site is currently undeveloped. The site is covered in grass with an open group of trees along 146'^ Street. An existing 10' screening wall and a row of pine Trees runs along the west property line on the Lowes Way right-of-way line. The FIRM Map Panel No. 18057C0226F dated February 19, 2003 indicates that a Flood Zone X (Unshaded) encompasses The entire site. On-site soils consist primarily of Ockley silt loam (OCA), with Brookston (Br), Sloan (Sx) and Fox (FxC3)• The majority of the site's current storm water sheet drains to The south to The existing regional detention pond. ' 2.0 Hydrologic Method ' Final calculations for the site hydrology will be based on detailed analysis using TR55 methodology. These calculations will assess and illustrate the benefits derived from implementation of Low Impact Design (LID) Practices. ' 3.0 Pre-Developed Drainage Analysis ' A hydrologic analysis of pre-developed conditions will be provided under The final drainage design report for This project. Since the site is served by an off-site regional detention pond, allowable release rates are not applicable To this project assuming the proposed development is ' consistent with that envisioned under the design of the regional pond. Off-Site ' No off-site runoff contribution to the subject site is envisioned. ' 4.0 Post-Developed Drainage Analysis The post-developed project site contains 2.0 acres of which approximately 0:87 acres will be ' impervious. In order to meet the water quality requirements of Carmel's Manual, a vegetated bioswale will be incorporated to treat The runoff from the proposed project. The bioswale will discharge to the a vegetated Swale where it will travel approximately 370 feet overland through grass and brush before reaching the pond. ' The hydraulic motlel calculations for-the Danbury Estates Pond (aka Lowe's Pond)'lave been updated to indudeahe development of The subject-2.0-acre.parcel'under "developed.;conditions. See Appendix B of ;this report. The development of This 2-acre pdreel will effectively have no ' change on the pond hydraulics, flood stages, and outflow rates with the 2-year, 10-year and 1-00-year flood stages,completely unch"anged from current conditions. 1 INITIAL DRAINAGE DESIGN REPORT for Key Bank at Greyhound Commons Development Plan The revised preliminary plans dated April 22 2009 dlso indude:a'partiahfilling of, lie existing dry detention shelf. to: accommodate an elongated access ,drive along The;,west side) of the site parallel to Lowe's;Way: As. shown on the plans, an area'south of.the-proposed,bank will be excavated to offset The fill in the shelf. An area of 0.35 acres will be`fillad `and amarea of-0.35 acres wilfbe excavated to ensure the dry shelf maintains-the;preeent`storagevolume. 5.0 Conclusions The proposed design will utilize the existing detention pond serving Danbury Estates for detention withouT'gny impact to the 'flood ,stages within The pond. The design will incorporate LID stormwater quality practices that will serve To meet the treatment requirements of Carmel's manual and will also significantly reduce peak flows leaving the site Through flow rate and volume attenuation, A more detailed design report will be prepared and submitted with The final construction plans ' for this project at a later date. The report will include calculations to confirm That the existing pond has adequate capacity To accommodate The stormwater runoff from the proposed Key Bank development. ' Included dt Appendix C is an.,agreement antl easemenTaliat allowsfor`the iunoff.from°the'project 1 0 1 RECF~D APR p 4 ~ DOCS I. 1 1 1 INITIAL DRAINAGE DESIGN REPORT for Key Bank at Greyhound Commons Development Plan EXHIBIT Grading and Drainage Plan Z'Z~ oN 133X5 ~ ~• •.•,~~YI \ ~ uva Nvmxaxaa u 1 / ..: "~• , wa,b \ /~ s r ~ ~ -~ Nzm i s 4t; ~ r Tc D ~ F O r ~~ N S Y ~ _ ~~ o . m v m u101 C.. ~d °~ ~ 41 Yiam ~ ~p z ~..o 5 ~ o s ~ _ ~ s o~>a, _ ~~ 0 N $[ tltl tp~jF B t~~~! 2 se ix P o~~~ € F ~ „a - _ ~..... o. -.. 10~~~ ¢a I lave; 89 IOl ~ZNI• ~~ Al /yyri eNVa~ v //a °' ee, anise \ g'!Jof ~m ~._ - .. '3y ~.- I( ml 1 r ~~,d/' ~ i -'~ °i r~,..~ °-4 w iw ,~~ F i Y~ °I i, I 1 •~L_ . .....~.o....~a~eaa............a,...nm..a~mm ......~.m~w.v.a+.mmo-au.m~....~~.~.o. ~ ~~ n, I~:'.re~ j : ... _ ® - C J~ 4 ~ i . ry " w ~ 0 ¢3N~M ~ Lf3YlS VJ9>/ F .,.. .®av..~.:a. p / filOx'JNIYOtlO T(n6 - -~-~- t .. INITIAL DRAINAGE DESIGN REPORT for Key Bank at Greyhound Commons Development Plan APPENDIX A Drainage Design Report for Coo! Creek Commons (Dated March 3, 2003, revised April 8, 2004) - ==-- -~- == _ °W~. ENGINEERS, SURVEYORS, PLANNERS, SCIENTISTS Drainage Report For Cool Creek Commons Final Plan Approval Westfield, Indiana K/TE Prepared for: Kite Companies 30 South Meridian Street, Suife 1100 Indianapolis, Indiana 46204 Certified By: Richard J. Kelly, PE Indiana Registration No. 9500055 EMHRT Project No. 2003-0101 Prepared by: EMH&T, Inc. 6994 Hillsdale Ct. Indianapolis, IN 46250 (3 i 71 913-6930 Fax (317-913-6928 March 12, 2003 Updated April 8, 2004 ' Summary This .report outlines the design of the stormwater management system to serve Cool Creek Commons, a proposed 17,4- acre commercial development located north side of 146' Street and east of Greyhound Pass in Westfield, Indiana. Of the 17.4 acres only 15.0 acres is being developed and the remaining 2.4 acres lies within the floodway of Cool Creek. This site is more specifically located in a part of the Southwest Quarter of the Southeast Quarter of Section 18, Township 18 North, Range 4 East in Washington Township, Hamilton County. The scope of the report is to identify the design parameters for the overall stormwater management system including expansion of an off-site detention pond that will serve as a floodplain mitigation, and construction of a parking lot detention system with underground storage to serve the development. The site is bounded to the north by Oak Road and a vacant parcel, to the west by a movie theater, to the east by Cool Creek, and to the south by 146'" Street. The project includes 145,805 square feet of retail building space and 728 parking spaces, internal drives and landscape islands. Pre-Developed /Existing Conditions The project site is currently in use as a driving range with a pro shop. Ground cover ' includes grass with some tall grass and weed cover. The soils are predominately Genesee (Ge), with Shoals (Sh) Fox Loam (fx) and Ockley ' (OcA) and are within the B and C soil groups. Runoff from the site is conveyed easterly to Cool Creek via sheet flow. ' Basin X-CCC - includes the entire development site less the area along Cool Creek that will remain floodway. Runoff drains via sheet flow to Cool Creek along the easterly boundary. Under current conditions, the development area of 15.2 acres has a release ' rate of 4.53 cfs and 12.91 cfs for the 2-year and 10-year storm events, respectfully. Floodplain Development Existing Floodplain -Per FIRM Panel Number 18057C0138F, effective date February 19, 2003, a portion of the project site is located within the floodway and floodway fringe (Zone AE) of Cool Creek. The Base Flood Elevation for the site ranges from elevation 818.0 along the southern boundary (146' Street) to elevation 820.0 along the northern ' boundary. The limits of the floodway and Zone AE are depicted on the Development Plans. ' The developer has contracted with Christopher B. Burke Engineering, Ltd (CBBEL) to prepare and submit a Construction in a Floodway Permit Application for the proposed improvements to be located in the floodway of Cool Creek. The application and supporting hydraulic calculations were submitted to the Department of Natural Resources on February 18, 2003. According to the. hydraulic analysis and report prepared by CBBEL dated January 2003, the construction of the improvements as shown on the development plan will not cause an increase in the Base Flood Elevation of Cool Creek at the upper limit of the site. This will be achieved by the construction of a retaining wall along the eastern side of the development parcel along with excavation (or ' benching) of the area between the wall and the west top of bank of Cool Creek. A copy of the narrative portion of the CBBEL hydraulic report is included at Appendix E. In addition to the construction of improvements within the floodway of Cool Creek, the ' proposed development will include placement of fill material for parking lots and buildings within the floodway fringe of the creek. In accordance with the Drainage Ordinance of the Hamilton County Surveyor's Office, the project scope includes the ' provision of compensatory floodplain storage for the storage volume to be impacted within the floodway fringe by the proposed improvements. Included at Appendix A of this report is an exhibit (Cool Creek Commons Floodplain Storage) that shows the area and associated storage volume contained within the floodway fringe that will be impacted by the project. The storage volume has been calculated using a continuous plane surface sloping from the BFE at the south property line (EI. 818.0) to the BFE at ' the north property line (EI. 820.0). The storage volume between the existing ground grade and the sloping BFE is calculated to be 6.7 acre-feet. Compensatory Floodplain Storage- Compensatory Floodplain Storage will be provided for the on-site impacted storage volume of the floodway fringe via expansion of the existing detention pond serving Danbury Estates Subdivision located on the south side of 146' Street. Per FIRM map panel number 18057C0226F, effective date t February 19, 2003, the existing detention pond serving Danbury Estates is located with Flood Hazard Zone AE for Cool Creek with an associated Base Flood Elevation of 814.0. The shape of this pond was revised in 2000 when the Lowe's Home Improvement store was constructed on the south side of 146`h Street by Kite Development. Therefore, the shape of the pond differs from that shown on the FIRM map. Under the Lowe's project, the pond was reshaped to a north-south geometry from its original east-west layout without reducing the storage volume. To provide compensatory floodplain storage, the existing pond in Danbury Estates will ' be expanded with a larger pool area and dry shelf as shown on the Development Plans. Since the characteristics of the contributing drainage basin for the pond will not change, the storage volume between the expanded normal pool/flowline of the dry shelf and the BFE of 814.0 will provide compensatory floodplain storage. Additionally, the peak discharges from the pond fora 10-year and 100-year storm event will be reduced due to the provision of the additional storage. Included at Appendix A is an exhibit (Danbury Estates Revised Pond) showing the existing and expanded storage volume within the Danbury Pond. The net increase in the storage volume between the normal pool (EI. 809.1) and the BFE (EI. 814.0) is 6.72 acre-feet. ' In conclusion, the expansion of the Danbury Estates Pond will fully compensate for the loss of floodplain storage volume associated with the development of the 17.5-acre project site. ' Stormwater Detention ' Approach -The approach taken for the provision of stormwater detention is based upon a regional analysis of the proposed development in conjunction with the existing developments south of 146`" Street. The existing Lowes Home Improvement Store was constructed by Kite Development in 2001. Stormwater from Lowe's and Danbury Estates is managed by a series of detention ponds that serve to reduce peak discharges from the two developments to rates that are well below the required release rates ' .established by the County's drainage ordinance. Therefore, the approach taken for the development of Cool Creek Commons is to offset the post-developed discharge rates by the reduction in release rates that are realized by the detention ponds that serve Lowes and Danbury Estates. This approach is substantiated by the fact the Kite Development developed the Lowe's Store and maintains control over the Danbury Estates Pond. Existing Danbury Estates and Lowes Ponds - Copies of the drainage reports for the original design of the Danbury Estates pond (prepared by Weihe Engineer's, Inc. dated January 25, 1994) and for the Lowes Store (prepared by Cornerstone Surveys dated February, 2001) are included at Appendix D of this report. This information was utilized ' to perform a regional hydrologic and hydraulic analysis of the two developments and to determine pre-development drainage basins and conditions prior to said developments. ' Runoff from Danbury Estates and Lowes is managed by three detention ponds in series as shown on the exhibit included at Appendix A. The wet and dry ponds located south of Lowe's parking lot discharge easterly to the Danbury pond which outlets directly to Cool Creek via a 24-inch RCP pipe. The existing Danbury pond has a normal pool at el. 809.10 and an approximate top of bank at el. 816.00 for a total volume of 16.4 ac-ft of storage. ' This report includes a regional analysis of the Lowe's and Danbury Estates ponds using design information for the Lowe's ponds and as-built survey data of the Danbury Pond. Under present conditions, the Danbury Estates pond has a contributing drainage basin of 51 acres (obtained from the referenced reports) with the discharge rates of 7.87 cfs, 16.10 cfs, and 24.63 cfs for the 2-year, 10-year, and 100-year storm events, respectfully. The pond stages to an elevation of 810.69, 811.57, and 812.67 during the 2-year, 10- ' year, and 100-year storm events, respectfully. Both of the drainage reports for Lowes and Danbury Estates neglect any tailwater effect ' of Cool Creek upon the existing detention ponds. Included with this report at Appendix C are calculations which support that the tailwater of Cool Creek will not impact the 100- year flood elevation within the ponds. This conclusion is based on an analysis of the time of concentration of the upper watershed of Cool Creek (14 square miles). The total travel time from the uppermost reach of the creek to 146' Street is 9.14 hours. The peak stage within the Lowes and Danbury ponds occurs at a time of 5 hours. Thus, the ponds will be nearly drained to normal pool when the peak flood stage of the creek ' occurs. Analysis of the predeveloped flow rates from Danbury Estates and Lowes is included ' with this report. The pre-developed rates from the two developments with a total watershed of 51 acres are 39.5 cfs and 81.4 cfs for the 2-year and 10-year storm events, ' respectively. The pre-developed peak flow rates for the Cool Creek Commons project site are 4.53 cfs and 12.91 cfs for the 2-year and 10-year storm events, respectively. ' A hydraulic analysis of the 3 existing detention ponds serving Lowe's and Danbury Estates is included in this report. Drainage basin information was obtained from the drainage reports for these two developments included at Appendix D. Stage storage information for the Danbury pond was obtained from as-built survey data of the pond obtained in February, 2003. Storage information for the 2 Lowe's ponds was obtained from the Lowe's drainage report. The existing peak discharge rates from the Danbury ' Pond to Cool Creek are 7.87 cfs, 16.10 cfs and 24.63 cfs for the 2-year, 10-year, and 100-year events, respectively. Proposed Expansion of Danbury Estates Pond - As a result of the proposed expansion of the Danbury Estates Pond, the additional storage provided within the pond ' will serve to reduce the peak discharge rates below the rates associated with the present condition of the pond. The expanded pond will release 4.95 cfs, 10.59 cfs, and 18.11 cfs for the 2-year, 10-year, and 100-year storm events, respectfully. ' This is a reduction over existing rates of 2.92 cfs, 5.51 cfs, and 6.52 cfs for the 2-year, 10-year, and 100-year storm events, respectfully. ' Allowable Release Rates -The allowable post-developed release rate for proposed Cool Creek Commons has been determined by establishing the pre-developed release rates for the 15.2- acre development site offset by the over-detention provided by the two existing Lowe's ponds and the proposed expansion of the Danbury Pond. The pre- development release rates for Cool Creek Commons (X-CCC), Lowe's, and Danbury Estates (X-1) are as follows: ,_ `ANN ~',~a~.. 4`~ ` r' ~ <io. X-CCC 15.18 67 37.23 4.53 12.91 ' LOWE'S 25.0 63 34.69 4.80 16.89 X-1 25.88 82 20.66 34.67 64.14 Total 44.00 93.94 The allowable discharge rate from Cool Creek Commons is established by subtraction of the post-developed discharge rate from the expanded Danbury Pond from the overall release rate for all three sites as follows: M 1 1 Post-Developed Conditions The Post-developed Cool Creek Commons site consists of three (3) basins defined by the three proposed storm sewer systems that will discharge to Cool Creek. Two of the basins will direct discharge and one basin will include parking lot and underground detention to restrict overall release rates to allowable levels. Basin P1 contains 5.50 acres of internal drives, buildings, landscape islands, and parking lot. This basin is directed via a combination of a storm sewer network, and sheet drainage to Cool Creek. Under post-development conditions discharges of 15.02, 23.18, and 33.12 cfs for the 2-year, 10-year, and 100-year storm events, respectfully will be realized. Basin P2 includes 6.8 acres of buildings, internal drives, landscape islands, and parking lot. This basin is collected via sheet drainage to a storm sewer network. The discharge from Basin P2 will be restricted by a detention system consisting of 1,520 lineal feet of 48 -inch diameter corrugated metal pipe constructed in 5 parallel runs. Storage will be provided within the underground pipe system as well as within the parking lot to a maximum depth of 9 inches over the inlets in the 100-year storm event. Peak storage volume for the 100-year storm event is 0.6 ac-ft. The outlet for the underground detention system will consist of a single 18-inch pipe directly discharging to Cool Creek. The detention system for Basin P2 will discharge 11.10, 15.61, and 23.54 cfs for the 2- year, 10-year, and 100-year storm events, respectfully. Basin P3 includes 2.70 acres of internal drives, buildings, landscape islands, road frontage lawn, and parking lot. This basin is directed via a combination of a storm sewer network, and sheet drainage to Cool Creek. Under post-development conditions discharges of 7.16 cfs, 11.28 cfs, and 16.46 cfs for the 2-year, 10-year, and 100-year storm event respectfully. A summary of the peak discharge rates for Cool Creek Commons is as follows: A summary of the total peak discharge rates from Lowe's, Danbury Estates, and Cool Creek Commons (Total Area = 66 acres) is as follows: REFER TO PRELIMINARY DRAINAGE REPORT DATED MARCH 12, 2004 ' FOR COOL CREEK COMMONS FOR CALCULATIONS, EXHIBITS, ' AND PREVIOUS DRAINAGE REPORTS BY OTHERS REFERENCED HEREIN 1 1 N 3 b B ~J) ~Ob Oy v c y 5 O 0 Q~ m n 40 :,, ADD-1 n N a s Q ~ ~-,:,-: T ADD-3 ~ e [(~~~ ~ ADD-2 < Type.... Master Network Summary Page 1.02 Name.... Watershed File.... Q:\PROJECT\ 2003PROJECTS\20030101\DRAINAGE\ MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +Node=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Storage Node ID Type -Event ac -ft Trun 5 JCT 100yr 7 .343 S JCT l0yr 5 .192 7 JCT 2yr 5 .984 6 IN POND 2yr 3 .451 6 IN POND l0yr 5 .192 6 IN POND 100yr 7 .343 6 OUT POND 2yr 3 .451 6 OUT POND l0yr 5 .192 6 OUT POND 100yr 7 .343 8 IN POND 2yr 5. 984 8 IN POND l0yr 9. 952 8 IN POND 100yr 15. 106 8 OUT POND 2yr 5. 854 8 OUT POND l0yr 9. 816 8 OUT POND 100yr 14. 967 COOL CREEK W. S. AREA 2yr 424. 926 COOL CREEK W. S. AREA l0yr 984. 137 COOL CREEK W. S. AREA 100yr 1821. 775 *OUT-CHANNEL JCT 2yr 430. 780 *OUT-CHANNEL JCT l0yr 993. 956 *OUT-CHANNEL JCT 100yr 1836. 741 *OUT-P1 JCT 2yr . 990 *OUT-P1 JCT l0yr 1. 566 'OUT-P1 JCT 100yr 2. 286 *OUT-P2 JCT 2yr 1. 171 *OUT-P2 JCT l0yr 1. 876 *OUT-P2 JCT 100yr 2. 761 Max Qpe ak Qpe ak Max WSEL Pond mi n cf s f t ac- ft 720 .00 78 .67 720 .00 55 .10 725 .00 47 .04 720 .00 36 .12 7zo .oo ss .lo 720 .00 78 .67 725 .00 34 .04 816 .36 .156 725 .00 51 .34 817 .22 .244 725 .00 69 .99 818 .30 .383 725 .00 47 .04 730 .00 78 .81 730 .00 122 .06 840. 00 4, .95 ,810 ::3;2.. 3 .539 815.. 00 1.0 .59 810 .99'F 5 .718 800. 00 18. 11 811 .78' 8 .561 1100. 00 425. 29 1100. 00 1049. 50 1095. 00 2008. 96 1100. 00 428. 99 1095. 00 1056. 15 i 1095. 00 2019. 52 720. 00 15. 02 720. 00 23. 18 720. 00 33. 12 730. 00 11. 10 730. 00 15. 61 730. 00 23. 54 ,,..../'i1~ RF~FIV Q~~ ;,,, FD = {~uv ROCS S/N: 3Z1105F06ASA EMH&T, Inc. PondPack Ver. 7,5 (765) Compute Time: 11:11:34 Date: 03/10/20 INITIAL DRAINAGE DESIGN REPORT for Key Bank at Greyhound Commons Development Plan APPENDIX B Revised Drainage Calculations for Danbury Estates Pond (Updated April 23, 2009) 1 1 Dp~t BBB~'JRY E51"=k DES dRAiNkGTSTORY°SUMMARY an ury states- 01/25/1994 Weihe Engineers, Inc. __. ~~_ Existing Conditions 25.88 -acres Runoff Coefficient - RC ~~~ B MoC3 30% 78 23.4 B MmB2 30% 78 23.4 D Br 25% 89 22.25 C CrA 15% 85 12.75 Q10 81.8 cfs RC 82 Tc 20.66 53.12 Danbury Estates - 01/25/1994 Weihe Engineers, Inc. Proposed Conditio ns 25.88 -acres Runoff Coefficient - RC area B MoC3 30% 75 22.5 7.76 B MmB2 30% 75 22.5 7.76 D Br 25% 87 21.75 6.47 C CrA 15% 83 12.45 3.88 Q10 Q100 79.2 25.88 cfs cfs RC Cam) 80 Tc 42.18 37.84 63.03 Danbury Estates - 03/12/2003 EMH&T, Inc. Proposed Conditions 25.88 -acres Q2 cfs RC ~GA, 80 Tc 42.18 Detention Pond Peak Release -cfs Peak Stage - ft Danbury Estates - 03/26/2009 EMH&T, Inc. Proposed Conditions 1.98 -acres Commercial Site Runoff Coefficient - RC area B Imperv 44% 98 43.0 0.87 B MmB2 1% 75 0.8 0.02 D Br 8% 87 6.6 0.15 C CrA 48% 83 39.4 0.94 100% 89.8 RC C~~ 90 1.98 Proposed Conditions 23.9 -acres Remainng Danbury Estates Runoff Coefficient - RC area B MoC3 32% 75 24.4 7.76 B MmB2 32% 75 24.3 7.74 D Br 26% 87 23.0 6.32 C CrA 9% 83 7.2 2.07 100% - - - RC 78.9 Cam) 79 23.90 Tc Detention Pond Peak Release -cfs Peak Stage - ft Comparison with 2003 42.18 Q2 4.95 810.32 Q2 cfs 4.95 810.32 0.00 Q10 cfs 38.85 Q10 10.59 810.99 Q10 cfs 10.56 810.99 0.00 Q100 cfs 63.86 Q100 18.11 811.78 Q100 cfs 18.12 811.78 0.00 `'; 0 ® O ~ S,' © o ~ ~ o ~° 5 0 m QQ' m a ADD 1 ~ r~ ADD-3 ~ v ' ADD-2 Table of Contents i Table of Contents ++++++++++*+++++++++++ MASTER SUMMARY ++++++++++++++++++++++ Watershed....... Master Network Summary ............. 1.01 ****************** DESIGN STORMS SUMMARY *******'*********** 03-HamCo........ Design Storms ...................... 2.01 +++++**+++++++++++++** TC CALCULATIONS ***++++++++++++++++++ 1 ............... Tc Calcs ........................... 3.01 ++++++•+++++++++++++++ CN CALCOLATIONS ++++++*++++++++++++++ 1 ............... Runoff CN-Area ..................... 9.01 ++++++++++++++++++*++++ POND VOLDMES +++++++++++++++++++++++ 8 ............... Vol: Elev-Area ..................... 5.01 S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 Type.... Master Network Summary Page 1.01 Name.... Watershed File.... Q:\Project\_2008Projects\20082139\Calculations\from 03-0101\09-Danbury.ppw MASTER DESIGN STORM SUMMARY Network Storm Collection: 03-HamCo Total Depth Rainfall Return Event in Type RNF ID 2yr ______ 2.9000 ________________ Synthetic Curve ________________ TypelI 29hr 10yr 9.2000 Synthetic Curve TypeIl 24hr 100yr 5.8000 Synthetic Curve TypeII 29hr MASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*NOde=Outfall; +NOde=Diversion;) (T run= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return Node ID Type Event 1 AREA 2 1 AREA 10 1 AREA 100 2 AREA 2 2 AREA 10 2 AREA 100 3 AREA 2 3 AREA 10 3 AREA 100 9 IN POND 2 9 IN POND 10 9 IN POND 100 9 OUT POND 2 9 OUT POND 10 9 OUT POND 100 Max HYG Vol Qpeak Qpeak Max WSEL Pond Storage ac-ft Trun ________ __ min _________ cfs ft ac-ft 2.534 790.00 ________ 19.86 _____ ___ ____________ 9.759 790.00 38.33 7.763 740.00 62.69 1.606 720.00 23.38 2.416 720.00 39.41 3.916 720.00 97.88 1.847 720.00 26.89 2.778 720.00 39.57 3.929 720.00 55.07 1.606 720.00 23.38 2.916 720.00 39.91 3.916 720.00 97.88 1.601 730.00 12.96 815. 27 .506 2.911 730.00 19.86 815. 69 .669 3.911 725.00 29.20 816. 06 .857 S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 Type.... Master Network Summary Page 1.02 Name.... Watershed Ei1e.... Q:\Project\_2008Projects\20082139\Calculations\from 03-0101\09-Danbury.ppw NASTER NETWORK SUMMARY SCS Unit Hydrograph Method (*Node=Outfall; +NOde=Diversion;) (Trun- HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Max Return HYG Vol Qpeak Qpe ak Max W SEL Pond Storage Node ID _____________ ____ Type ____ Event _____ ac-ft Trun min cf s ft ac-ft 5 JCT _ 2 __________ __ 3.498 _________ 720.00 ____ 36 ____ .12 _____ ___ ____________ 5 JCT 10 5.189 720.00 55 .11 5 JCT 100 7.390 720.00 78 .68 6 IN POND 2 3.998 720.00 36 .12 6 IN POND 10 5.189 720.00 55 .11 6 IN POND 100 7.340 720.00 78 .68 6 OOT POND 2 3.998 725.00 39 .05 816 .36 .156 6 OUT POND 10 5.189 725.00 51 .39 817 .22 .299 6 OUT POND 100 7.390 725.00 70 .00 818 .30 .389 7 JCT 2 5.981 725.00 97 .05 7 JCT 10 9.999 730.00 78. 80 7 JCT 100 15.103 730.00 122. 06 8 IN POND 2 5.981 725.00 97. 05 8 IN POND 10 9.999 730.00 78. 80 8 IN POND 100 15.103 730.00 122. 06 8 OUT POND 2 5.826 840.00 9. 95 810. 32 3.536 8 OUT POND 10 9.790 815.00 10. 56 810. 99 5.713 8 OUT POND 100 19.991 800.00 18. 12 811. 78 8.555 COOL CREEK W. S. AREA 2 929.940 805.00 1251. 09 COOL CREEK W. S. AREA 10 984.173 795.00 3339. 02 COOL CREEK W. S. AREA 100 1821.893 795.00 6564. 99 *OUT-CHANNEL JCT 2 930.766 805.00 1255. 82 *OUT-CHANNEL JCT 10 993.961 795.00 3349. 46 *OUT-CHANNEL JCT 100 1836.818 795.00 6582. 57 *OUT-P1 JCT 2 .990 720.00 15. 02 *OUT-P1 JCT 10 1.566 720.00 23. 18 *ODT-P1 JCT 100 2.286 720.00 33. 12 S/N: Bentley PondPack (10.00.026.00) 11:28 AM Bentley Systems, Inc. 3/26/2009 Type.... Master Network Summary Page 1.03 Name.... Watershed File.... Q:\Project\_2008Projects\20082139\Calculations\from_03-0101\09-Danbury.ppw NASTER NETWORK SOMMARY SCS Unit Hydrograph Method (*NOde=Outfall; +NOde=Diversion;) (Trun= HYG Truncation: Blank=None; L=Left; R=Rt; LR=Left&Rt) Return HYG Vol Node ID _______ Type ____ Event ____ ac=ft Trun *OUT-P2 JCT __ 2 __ 1.171 *OOT-P2 JCT 10 1.876 *OUT-P2 JCT 100 2.761 *OUT-P3 JCT 2 .445 *OOT-P3 JCT 10 .722 *OUT-P3 JCT 100 1.071 P1 AREA 2 .990 P1 AREA 10 1,566 P1 AREA 100 2.286 P2 AREA 2 1.171 P2 AREA 10 1.876 P2 AREA 100 2.761 P2-D2 IN POND 2 1.171 P2-D2 IN POND 10 1.876 P2-D2 IN POND 100 2.761 P2-D2 OUT POND 2 1.171 P2-D2 OUT POND 10 1.876 P2-D2 OUT POND 100 2.761 P3 .AREA 2 .445 P3 AREA 10 .722 P3 AREA 100 1.071 Max Qpeak Qpeak Max W SEL Pond Storage min cfs ft ao-ft 730.00 11.10 730.00 15.61 730.00 23.54 720.00 7.16 715.00 11.28 715.00 16.96 720.00 15.02 720.00 23.18 720.00 33.12 720.00 18.31 720.00 28.61 720.00 91.14 720.00 18.31 720.00 28.61 720.00 91.19 730.00 11.10 815. 37 .229 730.00 15.61 816. 70 .395 730.00 23.54 819. 95 .597 720.00 7.16 715.00 11.28 715.00 16.46 5/N: Bentley PondPack (10.00.026.00) 11:28 AM Bentley Systems, Inc. 3/26/2009 ' Type.... Design Storms Name.... 03-HamCo Page 2.01 ' File.... Q:\Project\_2008Projects\20082139\Calculations\from_03-0101\09-Danbury.ppw t I Title... Project Date: 12/18/2008 Project Engineer: Project Title: Watershed Project Comments: COOL CREEK COMMONS 146th Street and Grey Hound Pass WESTFIELD Prepared For: Kite Companies 30 S. Meridian St., Suite 1100 Indianapolis, IN 46209 Ph:317-577-5600 Prepared By: EMH&T, Inc. 6994 Hillsdale Court Indianapolis, IN 96250 Ph:317-913-6930 Px:317-913-6928 Rich Kelly, PE DESIGN STORMS SUMMARY Design Storm File, ID = 03-HamCo Storm Tag Name = 2yr Data Type, File, ID = Synthetic Storm TypeII 29hr Storm Frequency = 2 yr Total Rainfall Depth= 2.9000 in Duration Multiplier = 1 Resulting Duration = 1990.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1940.00 min Storm Tag Name = l0yr Data Type, File, ZD = Storm Frequency = Total Rainfall Depth= Duration Multiplier = Resulting Duration = Resulting Start Time= Synthetic Storm TypeII 29hr 10 yr 9.2000 in 1 1990.00 min .00 min Step= 6.00 min End= 1490.00 min S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 Type.... Design Storms Name.... 03-HamCo Page 2.02 File.... Q:\Project\_2008Projects\20082139\Calculations\from_03-0101\09-Danbury.ppw Title... Project Date: 12/18/2008 Project Engineer: Project Title: Watershed Project Comments: COOL CREEK COMMONS 196th Street and Grey Hound Pass WESTFIELD Prepared For: Kite Companies 30 S. Meridian St., Suite 1100 Indianapolis, IN 96204 Ph:317-577-5600 Prepared By: EMH&T, Inc. 6994 Hillsdale Court Indianapolis, IN 96250 Ph:317-913-6930 Px:317-913-6928 Rich Ke11y, PE DESIGN STORMS SOMMARY Design Storm File,ID = 03-HamCo Storm Tag Name = IOOyr Data Type, File, ID = Synthetic Storm TypeII 29hr Storm Frequency = 100 yr Total Rainfall Depth= 5.8000 in Duration Multiplier = 1 Resulting Duration = 1440.00 min Resulting Start Time= .00 min Step= 6.00 min End= 1940.00 min S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 1 Type.... Tc Calcs Page 3.01 Name.... 1 File.... Q:\Project\_2008Projects\20082139\Calculations\from_03-0101\09-Danbury.ppw .......................................................... ........................................................................ TIME OF CONCENTRATION CALCOLATOR Segment #1: Tc: User Defined Segment #1 Time: 42.18 min ___________________________________________________ Total Tc: 92 18 min S/N: Bentley PondPack (10.00.026.00) 11:28 AM Bentley Systems, Inc. 3/26/2009 Type.... Tc Calcs Name.... 1 Page 3.02 File.... Q:\Project\_2008Projects\20082139\Calculations\from_03-0101\09-Danbury.ppw ________________________________________________________________________ Tc Equations used... ________________________________________________________________________ __°= User Defined °°______°°_____°_____________-°____°°_ Tc = Value entered by user Where: Tc = Time of concentration S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 Type.... Runoff CN-Area Name.... 1 Page 9.01 File.... Q:\Project\ 2008Projects\20082139\Calculations\from 03-0101\09-Danbury.ppw RUNOFF CURVE NUMBER DATA _____________________________ ___________ __________ ____________ Impervious ____________ Area Adjustment Adjusted Soil/Surface Description CN acres $C $UC CN Revised Danbury Estates 79 23.900 79.00 Commercial 90 1.980 90.00 COMPOSITE AREA 5 WEIGHTED CN - --> 25.880 79.84 (80) <' ` RF~EIVED APq 24,E DDS S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 Type.... Vol: E1ev-Area Name.... 8 Page 5.01 File.... Q;\Project\_2008Projects\20082139\Calculations\from 03-0101\09-Danbury.ppw Elevation Planimeter Area Al+A2+sgr(A1*A2) Volume Volume Sum (f t) ____________ (sq.in) (sq.ft) _____________________ (sq.ft) _______________ (ac-ft) (ac-f t) 809 .10 ----- 120585 __ 0 ___ . ______ 000 _____ ________ .000 810 .00 ----- 128029 372865 2. 568 2 .568 811 .00 ----- 150270 917003 3. 191 5 .759 812 .00 ----- 167620 976598 3. 647 9. 906 812 .82 ----- 180125 521505 3. 272 12. 679 813. 00 ----- 181590 592571 . 797 13. 926 819. 00 ----- 190027 557378 9. 265 17. 691 815. 00 ----- 198567 582844 9. 960 22. 151 816. 00 ----- 207207 608615 9. 657 26. 808 POND VOLUME EQUATIONS * Incremental volume computed by the Conic Method for Reservoir Volumes. Volume = (1/3) * (EL2-EL1) * (Areal + Areal + sq.rt. (Areal*Area2)) where: EL1, EL2 = Lower and upper elevations of the increment Areal, Areal =Areas computed for ELl, EL2, respectively Volume Incremental volume between ELl and EL2 S/N: Bentley Systems, Inc. Bentley PondPack (10.00.026.00) 11:28 AM 3/26/2009 LJ INITIAL DRAINAGE DESIGN REPORT . for Key Bank at Greyhound Commons Development Plan APPENDIX C Dandury Estates Pond Agreement and Easement u ' ~.'n~ 2O0daO0(~36994 Cross-Reference r° aopoooo s6~?R1 The deed conveying title to the grantor (s recorded as Instrument number in he Office of the Hamilton County Recorder. pit ~.: r EASEMENT AGREEMENT This Easement Agreement (the "Agreement"), executed as of the `day of 2000, by and among Kite Greyhound, LLC (the"Grantor'), and Bayview DevelopmentCompany, Inc. (the" rantee"), WITNESSES: Recitals WHERFJ\5, Grantee this day has conveyetl to Grantor fee simple title to that certain real estate located in Hamilton County, Indiana. and more particularly described in Exhibit A, attached hereto and incorporated herein by reference (the "Pond Parcel"}; WHEREAS, Grantee has retained ownership of that certain real estate adjacent to the Pond Parcel to the north, as more particularty described in Exhibit B, attached hereto and incorporated herein by reference (the "Grantee Parcel"); WHEREAS, the Grantee Parcel currently is zoned for residential use (the "Current Zoning"); WHEREAS, in connection with the conveyance by Grantee to Grantor of the Pond Parcel, Grantor desires togrant toGrantee anon-exclusive easement on, over, above, across, and through the Pond Parcel upon the terms and conditions of this Easement Agreement; and WHEREAS, Grantor and Grantee desire to enter into this Agreement; 1. Pond Parcel Easement. Grantor hereby grants a perpetual, non-exclusive easement {the "Pond Parcel Easement"),which Is appurtenant to the Grantee Parcel, forthe benefit of Grantee and fts successors and assigns, as owners of the Grantee Parcel, on, aver, above, across, and through the Pond Parcel for the purposes of. (a) installing, repairing, maintaining, removing, replacing, and/or using underground fines, tiles, conduit, and/or pipes, together with related facilities, a!1 for storm water drainage (the:'POnd Parcel Drainage Facilities"); and (b) draining storm water from the Grantee Parcel into and through the Pond Parcel Drainage Facilities, and into that certain pond located on the Pond Parcel (the "Pond"); and for no other purposes; provided that, notwithstandingenything to the contrary set forth herein, the amount of flow of the storm water drainage from the Grantee Parcel into and through the Pond Parcel Drainage Facilities, and info that certain Pond, in no events shall exceed a flow equivalent to that flow that would result from the use of the Grantee Property under the Current Zoning. 2. Amendment. The successors and assigns of Grantee may, but shall not beob!(gatedpursuanttothis Agreement to, assume the following obligations by an instrument signed only by such successors and assigns and recorded in the Office of the Recorder of Hamilton County: (a) the obligation to: {i) repair, in a good and workmanlike manner, any damage to the Pond Parcel and/or the Pond Parcel Drainage Facilities caused as a result of its installing, repairing, maintaining, removing, replacing, and/or using the Pond Parcel Drainage Facilities; and (ii) cause the Pond Parcel andlor the Pond Parcel Drainage Facilities to be restored to the same condition as existed prior to such damage; and (b) the obligation to indemnify, defend, and hold harmless Grantor from and against any and al! damages, injuries, losses, claims, demands, suits, and liabilities that Grantor may sustain by reason of the use of the Pond Parcel Easement by Grantee, Its successors and assigns, and/or the agents, contractors, or employees of Granter or its successors or assigns, including, without limitation, the installation, repair, maintenance, removal, and/or replacement by any such parties of the Pond Parcel Drainage Facilities. 'gg000~~36994 ~`iled Por Rscm-d in HRMILTON COUNTY, LNDIRNR MRRY L CLRRK On P7-c8-2pp0 Rt 02:36 pm. ERSEMENTS 2~.u0 t 3. Rights Reservation. Grantor reserves the right to use the Pond Parcel for any purpose that does nat Interfere unreasonably with the rights of Grantee under this Agreement, including, without limitation, that Grantor may: (a) expand, contract, or otherwise modify the Pond; (b) construct a sidewalk, parking lot, driveway, or road, and facilities related to any of the foregoing, over the Pond Parcel; (c) plant and maintain g roundcover landscaping and shrubbery over the Pond Parcel; andlor (d) grant rights with respect to the Pond Parcel in and to other parties. Notwithstanding anything to the contrary seiforth herein, Grantee shall not use the Pond Parcel Easement in any manner that interferes unreasonably with tha use by Grantor of the Pond Parcel Tor drainage. 4. Bindino Eftect. The Pond Parcel Easement is granted for the benefit of the Grantee Parcel, and the obligations imposed by this Agreement with respect to the Pond Parcel Easement shall run with the Pond Parcel and the Grantee Parcel. Accordingly, this Agreement shall bind, and shall inure to the benefit of, Grantor and Grantee, and the successors and assigns of each, as the owners of the Pond Parcel and the Grantee Parcel, respectively. 5. Miscellaneous. This Agreement shall be governed by, and construed in accordance with, the laws of the State of Indiana. The invalidity or unenforceability of any term or condition of this Agreement shall not affect the validity and enforceability of any other term or condition. Each of the undersigned certifies that: (a) he or she is a duly authorized representa[Ne of Grantor or Grantee, as the case maybe; (b) he or she has been fully authorized and empowered to execute and deliver this Agreement; and (c) Grantor or Grantee, as the case may be, has fu{I capacity to assume and agree to pertorm all of fhe obligations to be performed by lhetermsofthisAgreement. This Agreement may be executed in separate counterparts, each ofwh~hwhen so executed shall be an original, but all of which together shall constitute but one and the same instrument. ~~~~ ~ ., l C'H~'isrcrHt~t t.Qo'rJxicL -2- KITE GREYHOUND, LLC By: Paul W. Krte. Member BAW VELOPMENTCOMPANY,INC. By: U"'pQ Printed: ~„l'-hli~ Cl9rV~ Title: ~/tCE' Pti°~5/Dt2v1 2:1P•i TmV~3houp, lennyJClle\In6N 9¢tl~ mmml<NnlnaBCOmn nonM1 Inp 8vM (Ni2 b BaYti<w)NnineBC Eucmcnl - Ki,c b Beyview to d~ein inb pmd hwn Natlh pm<tl v9.xyJ;6o;J/IJ/00 1 1 1 1 1 1 1 1 1 1 I ACKNOWLEDGMENTS STATE OF INDIANA ) SS: COUNTY OF ) Before me, a Notary Public in and forihe State of Indiana, personally appeared Paul W. Kite, Member of Kite Greyhound, LLC, who acknowledged the execution of the foregoing Easement Agreement on behalf of such entity. WITNESS my hand and Notarial Seal this _ day of 2000. By: Pdnted I am a resident of My commission expires f~LO,t?rO/9 STATE OF ItdBfANA ) SS: COUNTY OF lJ~P/d~ ) County, Indiana. Notary Public FtO~P/4/3 Before me, a Notary Public in and for the State of ladlana, personally appeared ~7,~1Y/lic5 L-qrU>= the U,~~,/f/fII~S!/~~T of Bayview Development Corporation, who acknowledged the execution of the foregoing Easement Agreement on behalf of such entity. WITNESS n1Y hand and Notarial Seal thisc7yd y of Jl[..Y , 2000. By: `- - rCl' ;pi;"f~, June M,Com~ otaryPublic hT/ COMMISSipN / CC617580IX%nES "5oi, ~;P rrm~ozoo( PrlntedName: 7~/t->C /~7 ~GEI/17f35 .. ;h,.` EoBOeonx+umrn rrw xalmpxce, ulc. Fwf~~n~ I am a residen4 of I~DLGS)l,~ County, Indiana. My commission expires O. .~O G) Return tollowtng recording to: Kite Development Corporation, 6610 North Shadeland Avenue, SuRe 200, Indianapolis, Indiana 46220. This instrument was prepared by Jennifer R. Shoup, Attorney-At-Law, Wallack Somers & Haas, One Indiana Square, Suite 1500, Indianapolis, Indiana 46204. -3- ZM1DOmmamilSnoup,lmny9ki~dI46A Sfrcd~E.,<menulDnin,pnfmm nonA inm pond (Kia,o Bayvi.w)Vh,npe Evemem-Kite b Bryviewb tlNn'mw pond fmm Nonh partd ~a.,.pf;h~.rnvao 1 1 1 1 3. Riahts Reservation. Grantor reserves the right to use the Pond Parcel for any purpose that does not interfere unreasonably with fhe rights of Grantee under this Agreement, including, without limitation, that Grantor may: (a) expand, contract, or otherwise modify the Pond; (b) construct a sidewalk, parking lot, driveway, or road, and facilities related to any of the foregoing, over the Pond Parcel; (c) plant and maintain groundcover landscaping and shrubbery overihe Pond Parcel; andlor (d) grant rights with respect to the Pond Parcel in and to other parties. Notwithstanding,anything tothe contrary setforth herein, Grantee shall not use the Pond Parcel Easement in any manner that interferes unreasonably with the use by Grantor of the Pond Parcel for drainage. 4. Binding Effect. The Pond Parcel Easement is granted for the benefit of the Grantee Parcel, and the obligations imposed by this Agreement with respect to the Pond Parcel Easement shall run with the Pond Parcel and the Grantee Parcel. Accordingly, this Agreement shall bind, and shall inure to fhe benefit of, Grantor and Grantee, and the successors and assigns of each, as the owners of the pond Parcel and the Grantee Parcel, respectively. 5. Miscellaneous. This Agreement shall be governed by, and construed in accordance with, the laws of the State of Indiana. The invalidity or unenforceability of any term or condition of this Agreement shall not affect the validity and enforceability of any other Perm or condition. Each of the undersigned certifies that: {a) he or she is a duly authorized representative of Grantor orGrantee, as the case may be; (b) he orshe has been fully authorized and empowered to execute and deliver this Agreement; and (c) Grantor orGrantee, as the case may be, has full capacity to assume and agree to pertorm all of the obligations to be performed by the terms ofthlsAgreement. This Agreement may be executed in separate counterparts, each of which when so executed shall be an original, bu[ alt of which together shall constitute but one and the same instrument KITE YHOUND, LLC ey: rQlr•~ .~', Paul W. Kite, Member BAYVIEW DEVELOPMENT COMPANY, INC. By: Title: _2_ 2]paummul5houpJennytKiu\146tA SVmDLaumeMvtDnimgeApm nonh In10 pond (Kite b BeyKnw)tpninege Eaarmem ~ KI¢ ro Bayvlw m d.ain le,o pond (mm NoM pacd•Ywpd:be.9Ui09 1 ACKNOWLEDGMENTS STATE OF INDIANA ) • ) SS: COUNTY OF Q,M.C-A.) Before me, a Notary Public in and forthe State of Indiana, personally appeared Paul W, Kite, Member of Kite Greyhound, LLC, who acknowledged the execution of the foregoing Easement Agreement on behalf of such entity. WITNESS my hantl am I am a resident of (.L'~'ltu/ County, Indiana. My commission expires ~~ ~ , STATE OF INDIANA ) SS: COUNTY OF ) Before me, a Notary Public in and for the Spate of Indiana, personally appeared the of Bayview Development Corporation, who acknowledged the execution of the foregoing Easement Agreement on behalf of such entity. WITNESS my hand and Notarial Seal this _ day of , 2000. By: Notary Public Printed Name: I am a resident of County, Indiana. My commission expires Return following recording to: Kite Development Corporation, 6610 North Shadeland Avenue, Suite 200, Indianapolis, Indiana 46220. This instrument was prepared by Jennifer R. Shoup, Attorney-At-Law, Waflack Somers & Haas, One Indiana Square, Suite 15D0, Indianapolis, Indiana 46204. -3- 2uwt en4l5heup,IrnnY~tt~~^II~Lth SirtdV ~manblAainngo-fmm nwlh inm pend(Kiam6vv~icw)~pininvyc EUCmcn,-Knmo ByviewmLnin ima pond tmm NOnA pvml ra wpd be:9l1tl100 1 ,t\~iht) la 1 PIC Job #980446-30000 July 6, 2000 LAND DESCRIPTION (Pond Expansion Area) Part of the North Half of the Northwest Quarter of Section 19, Township 18 North, Range 4 East in Hamilton County, Indiana, mare particularly described as Follows: Commencing at the Northeast corner of the North Half of the Northwest Quarter of said Section 19; thence South 89 degrees 05 minutes 16 seconds West (bearings based on NAD83 State Plane Coordinates -East Zone) along the North line of the said Northwest Quarter 1188.98 feet; thence South 00 degrees i0 minutes 51 seconds West 577.42 feet to the Point of Beginning; thence North 90 degrees 00 minutes 00 seconds East 386.39 feet to the Northwesterly fine of Lot 73 in Danbury Estates, Section 1, as per plat thereof, recorded as Instrument No. 94293241n Plat Cabinet No. 1, Slide No. 435 in the Office of the Recorder of Hamilton County, Indiana (the next nine courses are along the boundary Tine of said Banbury Estates; 1) thence South 49 degreesl8 minutes 28 seconds West 23.11 feet; 2) thence South 55 degrees 47 minutes 39 seconds West 64.32 teeg 3) thence South 19 degrees 18 minutes 30 seconds East 86.14 feet; 4) thence South 75 degrees 58 minutes 40 seconds West 7.08 feet; 5) thence South 16 degrees 29 minutes 43 seconds East 110.03 feet; 6) thence South 34 degrees 34 minutes 51 seconds West SZ.32 feet; 7) thence South 43 degrees 21 minutes 20 seconds West 25.99 Feet; 8) thence South 65 degrees 32 minutes 42 seconds West 149.41 feet; 9) thence South 89 degrees 14 minutes 07 seconds West 186.16 feet; thence North 00 degrees 10 minutes 51 seconds East 366.05 feet to the point of beginning, containing 2.760 acres, more or less. i/xhil^t~,(~ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PIC Job #980446-30000 Juty 6, 2000 LAND DESCRIPT1pN PARCEL V Part of the North Half of the Northwest Quarter of Section 19, Township 18 North, Range 4 East in Hamilton County, Indiana, more particularly described as follows: Commencing at the Northeast corner of the North Half of the Northwest Quarter of said Section 19; thence South 89 degrees 05 minutes 16 seconds West (bearings based on NAD63 State Plane Coordinates -East Zone) along the North line of the said Northwest Quarter 783.77 feet; thence South 00 degrees 54 minutes 44 seconds East 75.46 feet to the Point of Beginning which Iles on the South right of way line of 146'" Street; thence South 89 degrees 05 minutes 16 seconds West along said right of way line 406.64 feet; thence South 00 degrees 10 minutes 51 seconds West 501.95 feet; thence North 90 degrees 00 minutes 00 seconds East 386.39 feet to the Northwesterly line of Lot 73 in Danbury Estates, Section 1, as per plat thereof, recorded as Instrument No. 9429324 in Plat Cabinet No. 1, Slide No. 435 in the Office of the Recorder of Hamilton County, Indiana (the next nine courses are along the troundary line of said Danbury Estates); 1) thence North 49 degrees 78 minutes 28 seconds East 36.71 feet; 2) thence North 34 degrees 01 minutes 44 seconds East 59.82 feet; 3) thence North 18 degrees 45 minutes 00 seconds East 59.82 feet; 4) thence North 03 degrees 57 minutes 34 seconds East 59.87 feet; 5) thence North OS degrees 22 minutes 45 seconds West 166.85 feet; 6) thence South 72 degrees 03 minutes 23. seconds West 28.56 feet to a curve having a radius of 175.00 feet, the radius point of which bears North 17 degrees 56 minutes 37 seconds West; 7) thence Southwesterly along said curve an arc length of 4.27 feet to a point which bears South 16 degrees 32 minutes 46 seconds East from Bald radius point; e) thence North 16 degrees 32 minutes 46 seconds West 50.00 feet; 9) thence North 00 degrees 54 minutes 44 minutes West 114.92 feet to the point of beginning, containing 5.108 acres, more or less. COLUMBUS 5500 New Albany Road Columbus, OH 43054 ATLANTA 655 Engineering Dnve Suite 150 Norcross, GA 30092 CHARLOTTE 301 McCullough Drive Suite 109 Charlotte, NC 28262 CINCINNATI 8790 Governor's Hill Drive Suite 110 Cincinnafi, OH 45249 INDIANAPOLIS 7400 North Shadeland Avenue Suite I50 Indianapolis, IN 46250 emht.com ~ 888.775.EMHT