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Indianapolis, IN | St. Louis, MO |.www.weihe.net | (800) 452-6408 Allan H. Weihe, P.E., L.S. - Founder STORMWATER TECHNICAL REPORT For: LUCAS FAMILY BALLFIELD Address: 11303 Ditch Road Carmel, Indiana - Hamilton County Project #W23-0487 Prepared For: Lucas Family 1143 W 116th St Carmel, IN 46032 Phone: 317-670-3016 Contact: Morgan Lucas Prepared By:Michael Hoff Checked By:Darrell A. Edwards Certified By:Darrell A. Edwards, P.E., CFM Date: April 25, 2024 Revised: May 7, 2024 Prepared For: Stormwater Technical Report Lucas Family Ballfield Carmel, IN Project #W23-0487 TABLE OF CONTENTS 1.Project Narrative a.Project Overview b.Stormwater Design Approach c.Pre-Developed Conditions d.Post-Developed Conditions e.Location Maps 2.Pre-Developed Conditions Analysis a.FIG 2 Pre-Developed Watershed Location Map b.Support Calculations 3.Post Developed Conditions Analysis a.FIG 3 Post-Development Watershed Location Map b.Supporting Calculations c.Watershed Model Hydrograph 4.Stormwater Quality Design a.FIG 4 Post-Development BMP Map b.Supporting Calculations 5.Appendix a.Certificate of Liability Insurance b.Soil Map and Index c.TR 55 Runoff Curve Numbers Tables PROJECT NARRATIVE Stormwater Technical Report Weihe Engineers, INC. 5/7/2024 Prepared For: Stormwater Technical Report Project Name Lucas Ballfield Carmel, IN Project #W23-0487 Project Overview: The Lucas Family is proposing to develop a private baseball field on an existing open lawn area on a 3.42 + acre tract at 113 Ditch Road, Carmel, IN. Said developed is located approximately 30’ south of the intersection of Prestwick Lane and Ditch Road, being located along the east side of Ditch Road. At this time the Lucas family will be constructing a new baseball field, concrete pads with canopy for dugouts, and underdrain system for the artificial turf infield of the ball field. Refer to Figure 1.1. The proposed development is on a site at a Latitude of N 39° 57' 11.80" and Longitude W 86° 10' 54.43", falling within The City of Carmel, Hamilton County, IN. The site is generally located in the Part of NW Quarter Section 3, Township 17 North, and Range 3 East, Hamilton County Indiana. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map, Map No.18057 C0208 G for Hamilton County, Indiana, effective date November 19, 2014 the area of work is located entirely within Zone X. Zone X represents areas determined to be outside the 0.2% annual chance floodplain. Refer to Figure 1.2. Stormwater Design Approach: The proposed private ball field site falls in two (2) existing drainage watersheds that drain around the existing residence structure on its way to Clay Creek. The overland flow through two (2) grass swales that run along the north and south sides of the existing residence are collected in the existing city drainage infrastructure. The design intent is to maintain the pervious nature of the site and limit the impervious improvements to two small concrete pad areas with a canopy roof over each to serve as a dugout for the competing teams. The proposed grade work for the site will flatten the site contours to gentle slopes to function well for the ball play of youth. To compensate for the flatter slopes there will be an extensive subsurface drain system installed to avoid saturated soils and maintain a playable field. The sub-surface drain system will also be used to drain the artificial turf infield area. The management of the stormwater runoff from is intended to be control at Stormwater Technical Report Weihe Engineers, INC. 5/7/2024 the northern side of the residence. The southern side will continue to drain as before, but with a reduced watershed. The design intent is to reduce the peak discharge of the site runoff such that the post-developed peak runoff rate will be less than the pre- development rate. The design approach will not meet the allowable peak discharge rates per the design standards for the City of Carmel, but the results will not have an adverse effect as the post- developed peak discharge rates will be reduced relative to the pre-developed rates. Secondly, stormwater quality will benefit from the flatter ground slopes and the installation of subsurface drain. Pre-Developed Conditions: Aerial photography is used to illustrate the current land-use of the subject tract. Currently the project area is a grass lawn owned by Lucas, Forrest D, & Charlotte M., Trustees of the Lucas Living Trust. The subject tract is adjoined by developed land to all sides of the lot (numerous residential lots). Refer to Figure 1.3. The subject tract consists of the following soil types: Miami Silt Loam-Urban Land (YmsB2), and Crosby Silt Loam (YclA). A soil map has been included with this report. Refer to Figure 1.4. Curve numbers were assigned using existing land use in conjunction with soils mapping from the Natural Resource Conservation (NRCS). An abbreviated NRCS Soils Report can be found in the Appendix. Detailed topography from survey work provided by Weihe Engineers in 2023 was used to determine the Pre-Developed Watershed Map. The entire subject tract is a part of the Clay Creek watershed and has a common ultimate discharge point. The existing parcel is grass covered. The design intent is to continue to use existing grass swales to continue the existing and proposed drainage overland flow pattens. Post-Developed Conditions: The proposed ball field will collect the entire infield stormwater runoff into a perforated drainage tile system encased in a stone base. The collected runoff will be released into the proposed dry detention basin, designed to outlet to the existing drainage swale around the north side of the residential structure. The infield area is added to the northern watershed thus increasing the drainage area to the north side and reducing the watershed to the south side of the residential structure. The southern watershed will include the proposed concrete pad dugouts in their runoff calculations, but the increase of impervious area is negligible (0.67%). The following Table 1.1 summarizes the computed peak discharge rate for the two drainage systems to each side of the existing residence for both pre- Stormwater Technical Report Weihe Engineers, INC. 5/7/2024 developed and post-developed conditions. The support analysis for the results presented below is documented in Sections 2 & 3 of this report. Table 1.1 - Summary of Peak Discharge Rates Watershed Area (Ac.)2-Yr. (cfs) 10-Yr.(cfs)100-Yr.(cfs) Pre-Developed Condition Affected Area Only North Side 2.83 1.74 4.03 10.32 South Side 1.46 0.97 2.18 5.35 Combined 4.29 2.70 6.20 15.62 Post-Developed Condition Affected Area Only North Side 3.26 0.13 1.03 6.53 South Side 1.03 1.04 2.01 4.41 Combined 4.29 1.14 2.53 11.07 As indicated in Table 1.1 the total post-developed peak discharge of stormwater runoff from the site will not exceed the pre-developed. In the 2-,10-, and 100-year events the combined post-developed discharge rates are reduced from the pre-developed discharge rate. The posed grading provides a small detention area with an outlet control structure maximize the use of the available storage in the constructed dry pond system. The design in the 2-year storm event will regulate the discharge to meet the Carmel design standards with the proposed detention basin, but the southern developed discharge will have a slight increase in the discharge even with the reduction of watershed area. This is mostly due to using less pervious factors for the soils used in determining the runoff values. The analysis of the proposed detention basin also considered the routing of an additional undisturbed lawn/grassed area of the site that naturally drains to the outfield of the ballfield. The routing of the additional runoff through the proposed detention pond is also documented in Section 3 of this report. The summary of discharges and peak stages for the detention pond, considering only the disturbed area for the project and then the total area to the pond is provided in Table 1.2. Table 1.2 - Summary of Detention Pond Results SWM Basin Area (Ac.) 2-Yr. (cfs)/ Peak Stage 10- Yr.(cfs)/ Peak Stage 100-Yr.(cfs)/ Peak Stage Post-Developed North Side Model Results Pond affected 3.26 0.13 1.04 6.53 Pond aff- stage 852.26 852.93 854.24 Pond aff & undis 5.07 0.18 1.81 7.52 Pond aff & undis- stage 852.55 853.23 855.00 Stormwater Technical Report Weihe Engineers, INC. 5/7/2024 A variance from City of Carmel Stormwater Technical standards will be required for two aspects on this project as noted: meeting the allowable peak discharge rates noted in Section 302.02. construction of a detention basin on a residential lot noted in Section 302.06.10. Stormwater Quality Design: The Lucas Family Ballfield will utilize the extensive sub-surface drain system used to stabilize the artificial tuff area, the outfield, and the detention pond to meet the standards for Water Quality as defined in Section 701.04 of the City of Carmel’s Stormwater Technical Standards Manual. The water quality volume is calculated with the following equation: WQv = (P)*(Rv)*(A) /12 WQv = Water Quality Volume P = 1 inch of rainfall Rv = Volumetric runoff coefficient (0.05 + 0.009 (I)) A = Area A value of 0.8% is used for the impervious percent in the Volumetric Runoff coefficient calculations. The 0.8% was based on the proposed addition of the mentioned canopied dugouts, 530-SF and the existing asphalt, 1,340-SF for the total watershed of 5.07-Ac. Refer to Section 4 of this report for calculations and maps. The water quality volume for the proposed site improvements is computed to be 1,055-CF. Excluding the benefits of infiltration associated with an extensive footprint of the stone bedding of the infield area and the sub-surface drain, the volume of storage of the stone bedding, 8,185-CF in the stone void space exceeds the required water quality more than 7-fold. The wide grassed conveyance swale in the outfield, with and without sub-surface drain, the dry detention grassed bottom with sub-surface drain are considered as the post- construction BMP’s for the site and are documented in the Operations and Maintenance Manual for the project site. WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E FIGURE 1.1 NO SCALE PROJECT LOCATION LOCATION MAP BALLFIELD, CARMEL IN HAMILTON COUNTY, CARMEL, IN APRIL 25, 2024 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S April 25, 2024FIGURE 1.2 FIRMette MAPPROJECT LOCATION 18057C0208G EFF: 11/19/2014 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E AERIAL IMAGE FIGURE 1.3 NO SCALE PROJECT LOCATION BALLFIELD, CARMEL IN HAMILTON COUNTY, CARMEL, IN APRIL 25, 2024 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S W S N E FIGURE 1.4 SOIL MAPPROJECT LOCATION HAMILTON COUNTY, CARMEL, INNOT TO SCALE APRIL 25, 2024 BALLFIELD, CARMEL IN WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S April 25, 2024FIGURE 1.5 NATIONAL WETLANDSBALLFIELD, CARMEL, IN PROJECT LOCATION INVENTORY MAP EFF: 9/27/2023 PRE-DEVELOPED CONDITIONS ANALYSIS EX. N. WS2.83 AC.EX. S. WS1.46 AC.DITCH ROAD WSNEWEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SEXISTING WATERSHED MAP113 Ditch RoadCarmel, INDATE: May 7, 2024LUCAS FAMILY BALLFIELDFIGURE 2.0 Basin Type of Cover/Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN Ex. N. WS 0%0%0%0%Straight Row Crops 0.0%67 78 85 89 0.0 2.83 Ac.0%0%0%0%2 acre residential lot 0.0%46 65 77 82 0.0 0%10%90%0%Open Space, Good Cond.100.0%39 61 74 80 72.7 Ex. N. WS 100%72.7 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 Ex. S. WS 0%0%0%0%Commercial Development 0.0%89 92 94 95 0.0 1.46 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%100%0%Open Space, Good Cond.100.0%39 61 74 80 74.0 Ex. S. WS 100%74.0 Pro. N. WS 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 3.26 AC.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%9%91%Open Space, Good Cond.100.0%39 61 74 80 79.5 Pro. N. WS 100%79.5 Pro. S. WS 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 1.03 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%0%100% Open Space, Good Cond.100.0%39 61 74 80 80.0 Pro. S. WS 100%80.0 N. Undis WS 0%50%50%0%Asphalt Paving 1.7%98 98 98 98 98.0 1.81 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%55%45%0%Open Space, Good Cond.98.3%39 61 74 80 66.9 N. Undis WS 100%67.4 Prepared By:DAE Soil Group %Curve Number (CN) Job No.:W230487 Checked By:DAE Note: Per the Carmel, IN Stormwater Technical Standards Manual the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category. Weighted Curve Number Calculations Project:Lucas Ballfield Date:5/7/2024 Shallow Conc Flow Travel Time: Channel Flow Travel Time: Farm Field 0.17 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall=2.66 Overland Flow Travel Time: Tc minimum=5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) Ex. N. WS 100 2.00 0.24 16 0 525 1.50 U 1.98 4 0 3.00 0 20 Ex. S. WS 100 1.50 0.24 18 0 350 0.90 U 1.53 4 0 3.00 0 21 Pro. N. WS 100 2.00 0.24 16 0 525 1.50 U 1.98 4 0 3.00 0 20 Pro. S. WS 100 1.50 0.24 18 0 350 0.90 U 1.53 4 0 3.00 0 21 N. Undis WS 100 2.00 0.24 16 0 800 1.50 U 1.98 7 0 3.00 0 22 Job No.:W230487 Checked By:DAE Time of Concentration Calculations Prepared By:DAE Project:Lucas Ballfield Date:5/7/2024 Channel Flow Mannings Values (n) Overland Flow Channel Flow Overland Flow Overland Flow Shallow Conc. Flow Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. LUCAS FAMILY BAILLFIELD MODEL SCHEMATIC Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T:Pro BOUNDARY U:Pro S Watershed T:EXIST CONDITION U:EX N Watershed U:Ex S Watershed A:Dry POND U:Pro N Watershed U:N. Undis WS D:CONTROL STR LUCAS BAILLFIELD WATERSHED HYDROGRAPH RESULTS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 002YR-24HR EX N Watershed BASE 12.13 1.74 0.643 6600 010YR-24HR EX N Watershed BASE 12.13 4.03 1.385 14231 025YR-24HR EX N Watershed BASE 12.09 6.04 2.037 20923 100YR-24HR EX N Watershed BASE 12.09 10.32 3.439 35330 50Y-24H EX N Watershed BASE 12.09 7.97 2.665 27372 5Y-24H EX N Watershed BASE 12.13 2.88 1.010 10375 002YR-24HR Ex S Watershed BASE 12.13 0.97 0.699 3705 010YR-24HR Ex S Watershed BASE 12.13 2.18 1.470 7793 025YR-24HR Ex S Watershed BASE 12.13 3.20 2.140 11340 100YR-24HR Ex S Watershed BASE 12.13 5.35 3.570 18920 50Y-24H Ex S Watershed BASE 12.13 4.17 2.781 14741 5Y-24H Ex S Watershed BASE 12.13 1.57 1.082 5736 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 LUCAS BAILLFIELD NODE RESULTS Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs EXIST CONDITION BASE 002YR-24HR 0.00 775.00 777.00 0.0000 0 12.13 2.70 0.00 0.00 EXIST CONDITION BASE 005YR-24HR 0.00 775.00 777.00 0.0000 0 12.08 4.31 0.00 0.00 EXIST CONDITION BASE 010YR-24HR 0.00 775.00 777.00 0.0000 0 12.13 6.20 0.00 0.00 EXIST CONDITION BASE 025YR-24HR 0.00 775.00 777.00 0.0000 0 12.08 9.12 0.00 0.00 EXIST CONDITION BASE 050YR-24HR 0.00 775.00 777.00 0.0000 0 12.08 12.01 0.00 0.00 EXIST CONDITION BASE 100YR-24HR 0.00 775.00 777.00 0.0000 0 12.10 15.62 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 POST DEVELOPED CONDITION ANALYSIS DRYPONDSTM STM DEV. S. WS1.03 AC.DEV. N. WS3.26 AC.N.Undis. WS1.81 AC.DITCH ROAD WSNEWEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SPOST-DEVELOPED WATERSHED MAP113 Ditch RoadCarmel, INDATE: May 7, 2024LUCAS FAMILY BALLFIELDFIGURE 3.0 Basin Type of Cover/Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN Ex. N. WS 0%0%0%0%Straight Row Crops 0.0%67 78 85 89 0.0 2.83 Ac.0%0%0%0%2 acre residential lot 0.0%46 65 77 82 0.0 0%10%90%0%Open Space, Good Cond.100.0%39 61 74 80 72.7 Ex. N. WS 100%72.7 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 Ex. S. WS 0%0%0%0%Commercial Development 0.0%89 92 94 95 0.0 1.46 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%100%0%Open Space, Good Cond.100.0%39 61 74 80 74.0 Ex. S. WS 100%74.0 Pro. N. WS 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 3.26 AC.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%9%91%Open Space, Good Cond.100.0%39 61 74 80 79.5 Pro. N. WS 100%79.5 Pro. S. WS 0%0%0%0%Pond area 0.0%98 98 98 98 0.0 1.03 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%0%0%100% Open Space, Good Cond.100.0%39 61 74 80 80.0 Pro. S. WS 100%80.0 N. Undis WS 0%50%50%0%Asphalt Paving 1.7%98 98 98 98 98.0 1.81 Ac.0%0%0%0%1/4 Ac. Residential lots 0.0%61 75 83 87 0.0 0%55%45%0%Open Space, Good Cond.98.3%39 61 74 80 66.9 N. Undis WS 100%67.4 Prepared By:DAE Soil Group %Curve Number (CN) Job No.:W230487 Checked By:DAE Note: Per the Carmel, IN Stormwater Technical Standards Manual the initially determined hydrologic soil group for disturbed areas should be changed to the next less infiltrating capacity category. Weighted Curve Number Calculations Project:Lucas Ballfield Date:5/7/2024 Shallow Conc Flow Travel Time: Channel Flow Travel Time: Farm Field 0.17 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall=2.66 Overland Flow Travel Time: Tc minimum=5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) Ex. N. WS 100 2.00 0.24 16 0 525 1.50 U 1.98 4 0 3.00 0 20 Ex. S. WS 100 1.50 0.24 18 0 350 0.90 U 1.53 4 0 3.00 0 21 Pro. N. WS 100 2.00 0.24 16 0 525 1.50 U 1.98 4 0 3.00 0 20 Pro. S. WS 100 1.50 0.24 18 0 350 0.90 U 1.53 4 0 3.00 0 21 N. Undis WS 100 2.00 0.24 16 0 800 1.50 U 1.98 7 0 3.00 0 22 Job No.:W230487 Checked By:DAE Time of Concentration Calculations Prepared By:DAE Project:Lucas Ballfield Date:5/7/2024 Channel Flow Mannings Values (n) Overland Flow Channel Flow Overland Flow Overland Flow Shallow Conc. Flow Project: Date: Job No: Checked By: Prepared By: Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 850.5 -0.0000 -0.00 851.0 3,396 0.0780 849.00 0.02 852.0 4,489 0.1031 4,791.50 0.11 853.0 5,700 0.1309 9,886.00 0.23 854.0 7,026 0.1613 16,249.00 0.37 855.0 8,467 0.1944 23,995.50 0.55 856.0 11,183 0.2567 33,820.50 0.78 857.0 13,855 0.3181 46,339.50 1.06 STORMWATER MANAGEMENT POND Stage Storage STORMWATER MANAGEMENT PONDS Dry-Pond Lucas Ballfield 5/8/2024 W230487 DAE DAE 1-YR 2-YR 10-YR 100-YR 0.1 0.1 0.1 0.3 N/A N/A N/A N/A N/A N/A N/A N/A 0.1 0.1 0.1 0.3 Point of Outfall SITE OUTLET Contributing Watershed Area (Ac.) 2-yr Allowable Flow (cfs) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) Clay Creek Drain 3.26 0.33 0.33 0.98 Clay Creek Drain 1.03 0.10 0.10 0.31 Clay Creek Drain 4.29 0.43 0.43 1.29 DA (ac.)Storage? (yes/no)2 yr. (cfs)10 yr. (cfs) 100 yr. (cfs)DA (ac.)Storage? (yes/no)2 yr. (cfs)10 yr. (cfs) 100 yr. (cfs) North Side - 2.83 no 1.74 4.03 10.32 N Side aff 3.26 yes 0.13 1.04 6.53 South Side - 1.46 no 0.97 2.18 5.35 N aff & und 5.07 yes 0.18 1.81 7.52 Combined no 2.70 6.20 15.62 S Side 1.03 no 1.04 2.01 4.41 Combine aff yes 1.14 2.14 9.59 Combine aff & un yes 1.14 2.53 11.07 Area (Ac.) 2-Yr. (cfs) 10-Yr.(cfs) 100-Yr.(cfs) 2.83 1.74 4.03 10.32 1.46 0.97 2.18 5.35 4.29 2.70 6.20 15.62 3.26 0.13 1.03 6.53 1.03 1.04 2.01 4.41 4.29 1.14 2.53 11.07 Area (Ac.)2-Yr. (cfs)/ Peak Stage 10-Yr.(cfs)/ Peak Stage 100-Yr.(cfs)/ Peak Stage 0.13 1.04 6.53 852.26 852.93 854.24 0.18 1.81 7.52 852.55 853.23 855.00 Shaded result indicates Post-dev. Results are greater than pre-dev.; 0.07 cfs - 7.2% North Side South Side Combined Pre-Developed Condition Affected Area Only Post-Developed Condition Affected Area Only Watershed North Side South Side Combined Allowable ReleaseAllowable Discharge Rate Criteria Post-Development Storm IntervalStandard Allowable Release Rates for Carmel (cfs/acre) Per Section 302.02 Regional Specific Rates (cfs/acre) Downstream related restrictive rates (cfs/acre) MODELING RESULTS PRE-DEVELOPMENT POST-DEVELOPMENT Adopted Unit Discharge Allowed for Project Remarks Lucas Ballfield5/7/2024W230487Date:Project:DAEDAEPrepared By:Checked By:Job No.: Watershed Description Allowable peak discharge rates per Carmel standards for the disturbed area draining to the north side of the residential structure. Watershed area managed by developed site through SWM Basin to north side of existing residentisl structure. Watershed area regraded to south side of existing residential structure. Allowable peak discharge rates per Carmel standards for the disturbed area draining to the south side of the residential structure. Affected combinded watershed areas of site toward the creek. Allowable peak discharge rates per Carmel standards for the combined area of distrubance draining around the residential structure. SWM Basin Post-Developed North Side Model Results Pond affected Pond aff- stage Pond aff & undis- stage 3.26 5.07Pond aff & undis Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. LUCAS FAMILY BAILLFIELD MODEL SCHEMATIC Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench T:Pro BOUNDARY U:Pro S Watershed T:EXIST CONDITION U:EX N Watershed U:Ex S Watershed A:Dry POND U:Pro N Watershed U:N. Undis WS D:CONTROL STR LUCAS BAILLFIELD WATERSHED HYDROGRAPH RESULTS Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 002YR-24HR N. Undis WS BASE 12.17 0.60 0.438 2876 010YR-24HR N. Undis WS BASE 12.12 1.78 1.062 6978 025YR-24HR N. Undis WS BASE 12.12 2.87 1.636 10750 100YR-24HR N. Undis WS BASE 12.12 5.28 2.915 19152 50Y-24H N. Undis WS BASE 12.12 3.94 2.203 14474 5Y-24H N. Undis WS BASE 12.17 1.16 0.741 4869 002YR-24HRPro N Watershed BASE 12.13 3.26 0.972 11505 010YR-24HRPro N Watershed BASE 12.09 6.42 1.862 22029 025YR-24HRPro N Watershed BASE 12.09 9.00 2.602 30797 100YR-24HRPro N Watershed BASE 12.09 14.23 4.140 48995 50Y-24HPro N Watershed BASE 12.09 11.39 3.298 39029 5Y-24HPro N Watershed BASE 12.09 4.86 1.421 16811 002YR-24HRPro S Watershed BASE 12.13 1.04 1.000 3738 010YR-24HRPro S Watershed BASE 12.13 2.01 1.899 7101 025YR-24HRPro S Watershed BASE 12.13 2.79 2.646 9893 100YR-24HRPro S Watershed BASE 12.09 4.41 4.193 15675 50Y-24HPro S Watershed BASE 12.09 3.53 3.346 12511 5Y-24HPro S Watershed BASE 12.13 1.53 1.454 5435 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 LUCAS BAILLFIELD NODE RESULTS Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Dry POND BASE 002YR-24HR 16.63 852.26 855.00 0.0050 5773 12.13 3.26 16.63 0.13 Dry POND BASE 005YR-24HR 13.58 852.68 855.00 0.0050 5732 12.08 4.80 13.58 0.40 Dry POND BASE 010YR-24HR 12.74 852.93 855.00 0.0050 5709 12.10 6.40 12.74 1.04 Dry POND BASE 025YR-24HR 12.52 853.45 855.00 0.0050 6304 12.08 8.92 12.52 2.17 Dry POND BASE 050YR-24HR 12.40 853.86 855.00 0.0050 6847 12.08 11.29 12.40 4.08 Dry POND BASE 100YR-24HR 12.34 854.24 855.00 0.0050 7376 12.10 14.14 12.34 6.53 Pro BOUNDARY BASE 002YR-24HR 0.00 850.00 850.00 0.0000 0 12.13 1.14 0.00 0.00 Pro BOUNDARY BASE 005YR-24HR 0.00 850.00 850.00 0.0000 0 12.08 1.61 0.00 0.00 Pro BOUNDARY BASE 010YR-24HR 0.00 850.00 850.00 0.0000 0 12.13 2.14 0.00 0.00 Pro BOUNDARY BASE 025YR-24HR 0.00 850.00 850.00 0.0000 0 12.22 3.81 0.00 0.00 Pro BOUNDARY BASE 050YR-24HR 0.00 850.00 850.00 0.0000 0 12.30 5.79 0.00 0.00 Pro BOUNDARY BASE 100YR-24HR 0.00 850.00 850.00 0.0000 0 12.24 9.59 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 LUCAS BAILLFIELD NODE RESULTS ALL Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs Dry POND BASE 002YR-24HR 16.58 852.55 855.00 0.0050 5745 12.13 3.85 16.58 0.18 Dry POND BASE 005YR-24HR 12.97 852.86 855.00 0.0050 5715 12.08 5.86 12.97 0.83 Dry POND BASE 010YR-24HR 12.60 853.23 855.00 0.0050 6004 12.12 8.12 12.60 1.81 Dry POND BASE 025YR-24HR 12.43 853.87 855.00 0.0050 6855 12.08 11.63 12.43 4.12 Dry POND BASE 050YR-24HR 12.37 854.31 855.00 0.0050 7478 12.08 15.04 12.37 6.66 Dry POND BASE 100YR-24HR 12.40 855.00 855.00 0.0050 8472 12.10 19.28 12.40 7.52 Pro BOUNDARY BASE 002YR-24HR 0.00 850.00 850.00 0.0000 0 12.13 1.14 0.00 0.00 Pro BOUNDARY BASE 005YR-24HR 0.00 850.00 850.00 0.0000 0 12.08 1.61 0.00 0.00 Pro BOUNDARY BASE 010YR-24HR 0.00 850.00 850.00 0.0000 0 12.36 2.53 0.00 0.00 Pro BOUNDARY BASE 025YR-24HR 0.00 850.00 850.00 0.0000 0 12.37 5.27 0.00 0.00 Pro BOUNDARY BASE 050YR-24HR 0.00 850.00 850.00 0.0000 0 12.24 9.02 0.00 0.00 Pro BOUNDARY BASE 100YR-24HR 0.00 850.00 850.00 0.0000 0 12.15 11.07 0.00 0.00 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 1 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX N Watershed Node: EXIST CONDITION Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.00 Area(ac): 2.830 Time Shift(hrs): 0.00 Curve Number: 72.70 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Ex S Watershed Node: EXIST CONDITION Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.00 Area(ac): 1.460 Time Shift(hrs): 0.00 Curve Number: 74.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: N. Undis WS Node: Dry POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 22.00 Area(ac): 1.810 Time Shift(hrs): 0.00 Curve Number: 67.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Pro N Watershed Node: Dry POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 20.00 Area(ac): 3.260 Time Shift(hrs): 0.00 Curve Number: 79.50 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------------- Name: Pro S Watershed Node: Pro BOUNDARY Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 21.00 Area(ac): 1.030 Time Shift(hrs): 0.00 Curve Number: 80.00 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: Dry POND Base Flow(cfs): 0.000 Init Stage(ft): 850.500 Group: BASE Warn Stage(ft): 855.000 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 1 of 6 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 850.500 0.0001 851.000 0.0780 852.000 0.1331 853.000 0.1309 854.000 0.1613 855.000 0.1944 856.000 0.2567 857.000 0.3181 ------------------------------------------------------------------------------------------ Name: EXIST CONDITION Base Flow(cfs): 0.000 Init Stage(ft): 775.000 Group: BASE Warn Stage(ft): 777.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 775.000 48.00 775.000 ------------------------------------------------------------------------------------------ Name: Pro BOUNDARY Base Flow(cfs): 0.000 Init Stage(ft): 850.000 Group: BASE Warn Stage(ft): 850.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 850.000 72.00 850.000 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: CONTROL STR From Node: Dry POND Length(ft): 48.00 Group: BASE To Node: Pro BOUNDARY Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 12.00 12.00 Flow: Both Rise(in): 12.00 12.00 Entrance Loss Coef: 0.000 Invert(ft): 850.500 850.000 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 4 for Drop Structure CONTROL STR *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 2.00 Invert(ft): 850.500 Rise(in): 2.00 Control Elev(ft): 850.500 *** Weir 2 of 4 for Drop Structure CONTROL STR *** TABLE Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 2 of 6 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 12.00 Invert(ft): 852.500 Rise(in): 6.00 Control Elev(ft): 852.500 *** Weir 3 of 4 for Drop Structure CONTROL STR *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 854.000 Rise(in): 24.00 Control Elev(ft): 854.000 *** Weir 4 of 4 for Drop Structure CONTROL STR *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 24.00 Invert(ft): 853.500 Rise(in): 6.00 Control Elev(ft): 853.500 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\002YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 025YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\025YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 4.72 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\100YR-24HR.R32 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 3 of 6 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 24.000 1.00 ---------------------------------------------------------------------------------------------------- Name: 50Y-24H Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\50Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 5.52 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ---------------------------------------------------------------------------------------------------- Name: 5Y-24H Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\5Y-24H.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.27 Time(hrs) Print Inc(min) --------------- --------------- 30.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002YR-24HR Hydrology Sim: 002YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\002YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 30.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 72.000 1.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 005YR-24HR Hydrology Sim: 5Y-24H Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\005YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 4 of 6 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 30.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 72.000 1.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 025YR-24HR Hydrology Sim: 025YR-24HR Filename: C:\1-DAE\Residential\Kevin Projects\W180569 Silo Ridge\ICPR\Hamilton County\025YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 050YR-24HR Hydrology Sim: 50Y-24H Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\050YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 5 of 6 LUCAS FAMILY BAILLFIELD MODEL INPUT DATA --------------- --------------- 999.000 15.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------------- Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: C:\1-DAE\RESIDENTIAL\W230487-PRIVATE BALLFIELD-CARMEL IN\ICPR\HAMILTON COUNTY\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 72.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 20.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 72.000 0.500 Group Run --------------- ----- BASE Yes Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc.Page 6 of 6 Project: Date: Job No: Checked By:DAE Prepared By:DAE Peak Inflow 19.3 cfs Peak Inflow (125%)24.1 cfs Cw (Coefficient of Weir)2.63 h (Flow depth over Weir)0.4 ft Width of Weir 36.2 ft L = Q100 * 1.25 / ( Cw * h^3/2) Emergency Overflow Calculations Lucas Ballfield May 7, 2024 W230487 STORMWATERMANAGEMENTPONDEmergency spillways are typically broad-crested weirs. The weir coeficient varies with the length and depth of flow. Conservatively a 2.63 coefficient is appropriate in this design using the weir formula Q = Cw*L* H^3/2 EMERGENCY SPILLWAY (TYPICAL SECTION) NOT TO SCALE WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S NOT TO SCALE LUCAS FAMILY BALLFIELD EMERGENCY SPILLWAY DETAIL 113 Ditch Road Carmel, IN DATE: May 7, 2024 PROVIDE AND INSTALL 24"X24" GALVANIZED STEEL GRATE. GRATE WILL BE A19-W-4 LIGHT DUTY WELDED STEEL GRATING WITH A 1" BY 3 16" THICKNESS AND ANCHORED TO STRUCTURE. PRECAST CONCRETE BOX SECTION PRECAST MONOLITHIC OR POURED CONCRETE BASE 6" #8 AGGREGATE (FOR PRECAST BOTTOM ONLY) TOP OF STRUCTURE ELEVATION = 854.00 STRUCTURE BOTTOM ELEV. = 847.50 SIDE VIEW 12" DIA. RCP OUTLET ELEV. = 850.50 12" DIA. RCP OUTLET ELEV. = 850.50 FRONT VIEW DRY BOTTOM ELEV. = 850.50 TOP OF STRUCTURE ELEVATION = 854.00 PRECAST CONCRETE BOX SECTION PO N D B A N K (4: 1 S L O P E ) 2"-DIA. ORIFICE ELEV. =850.50 12"W x6"H ORIFICE ELEV. =852.50 STORMWATER MANAGEMENT BASIN (SWMB) OUTLET CONTROL STRUCTURE (NO SCALE) 2" 8" 2"-DIA. ORIFICE ELEV.=850.50 WITH LPG-10 TRASH RACK ON CONC. PAD 12"W x6"H ORIFICE ELEV. =852.50 LPG-10 TRASH RACK CONCRETE PAD 14"X14" x 4" 6" DIA. PVC POND SSD ELEV. =848.50 24"W x6"H ORIFICE ELEV. =853.50 24"W x6"H ORIFICE ELEV. =853.50 6" DIA. PVC POND SSD ELEV. =848.50 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S NOT TO SCALE LUCAS FAMILY BALLFIELD POND CONTROL STRUCTURE DETAIL 113 Ditch Road Carmel, IN DATE: May 7, 2024 1'-21916/"Ø11014/1114/1'-0114/1'-114/11'-21'-011'-011'-014/11114/1'-114/1538/1014/1114/6916/6916/14/10'' PIPE GUARD GRATELPG-10011101 IRONWOOD ROADMIDDLESBORO, KY 40965PH: (606) 248-5560FAX: (606) 248-6308JRHOE.COMMADE IN THE U.S.A.AVAILABLE MATERIALS:MILD STEEL (NO FINISH) - WGT:MILD STEEL (GALVANIZED) - WGT:STAINLESS STEEL - WGT:ALUMINUM - WGT:CUSTOM SIZES AVAILABLEAVAILABLE UPON REQUEST WITH:24.9 lbs.24.9 lbs.24.9 lbs.8.41 lbs.TITLE:SIZEDWG. NO.REV.A268511 STORMWATER QUALITY DESIGN DRYPONDSTM STM DITCH ROAD WSNEWEIHEweihe.netIndianapolis, Indiana 4628010505 N. College Avenue317 | 846 - 6611E N G I N E E R SPOST-CONSTRUCTION BMP MAP113 Ditch RoadCarmel, INDATE: May 7, 2024LUCAS FAMILY BALLFIELDFIGURE 4.0 Project:Date:Job No:Checked By:Prepared By: 0.80 1.00 0.06 5.07 0.02 1,054.89STORMWATERMANAGEMENTPOND Use CNwq = 78 for 0.8% impervious site Water Quality Calculations Lucas Ballfield5/7/2024POND WATERSHEDS W230487DAEDAE A (Area)acres WQv = P*Rv*A/12 ac-ft cubic ft I (Percent of Impervious Area)percent P inch of rainfall Rv (0.05 + 0.009 (I)) APPENDIX 07/01/2023 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Sirene (317) 853-3500 (317) 853-3501 laurie.sirene@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Continental Casualty Company 20443 23-24 Master Prof/Poll A Professional Liability/Pollution Incident Liability - Claims Made Basis AEH591931393 07/03/2023 07/03/2024 Limit of Liability $2,000,000 Aggregate Limit $2,000,000 Deductible $25,000 Sample SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME:CONTACT (A/C, No):FAX E-MAILADDRESS: PRODUCER (A/C, No, Ext):PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT EROTH-STATUTEPER LIMITS(MM/DD/YYYY)POLICY EXP(MM/DD/YYYY)POLICY EFFPOLICY NUMBERTYPE OF INSURANCELTRINSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO-JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY 03/28/2024 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Sirene (317) 853-3500 (317) 853-3501 laurie.sirene@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Selective Insurance Company of America 12572 Selective Ins Co. of South Carolina 19259 24-25 Master A Deductible: $0 S2552838 04/01/2024 04/01/2025 1,000,000 500,000 15,000 1,000,000 2,000,000 2,000,000 A S2552838 04/01/2024 04/01/2025 1,000,000 A 0 S2552838 04/01/2024 04/01/2025 6,000,000 6,000,000 B N WC9135760 04/01/2024 04/01/2025 500,000 500,000 500,000 A Inland Marine S2552838 04/01/2024 04/01/2025 Leased/Rented Equip.$50,000 SAMPLE - FOR INSURANCE PURPOSES ONLY SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME: CONTACT (A/C, No): FAX E-MAIL ADDRESS: PRODUCER (A/C, No, Ext): PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. $ $ $ $PROPERTY DAMAGE BODILY INJURY (Per accident) BODILY INJURY (Per person) COMBINED SINGLE LIMIT AUTOS ONLY AUTOSAUTOS ONLY NON-OWNED SCHEDULEDOWNED ANY AUTO AUTOMOBILE LIABILITY Y / N WORKERS COMPENSATION AND EMPLOYERS' LIABILITY OFFICER/MEMBER EXCLUDED? (Mandatory in NH) DESCRIPTION OF OPERATIONS below If yes, describe under ANY PROPRIETOR/PARTNER/EXECUTIVE $ $ $ E.L. DISEASE - POLICY LIMIT E.L. DISEASE - EA EMPLOYEE E.L. EACH ACCIDENT ER OTH- STATUTE PER LIMITS(MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) POLICY EFF POLICY NUMBERTYPE OF INSURANCELTR INSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO- JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY Hydrologic Soil Group—Hamilton County, Indiana (Lucas Ballfield) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/6/2024 Page 1 of 4442250044226004422700442280044229004423000442310044232004423300442250044226004422700442280044229004423000442310044232004423300569400569500569600569700569800569900570000570100570200570300570400570500570600 569400 569500 569600 569700 569800 569900 570000 570100 570200 570300 570400 570500 570600 39° 57' 25'' N 86° 11' 16'' W39° 57' 25'' N86° 10' 21'' W39° 56' 58'' N 86° 11' 16'' W39° 56' 58'' N 86° 10' 21'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 250 500 1000 1500 Feet 0 50 100 200 300 Meters Map Scale: 1:5,940 if printed on A landscape (11" x 8.5") sheet. Soil Map may not be valid at this scale. MAP LEGEND MAP INFORMATION Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons A A/D B B/D C C/D D Not rated or not available Soil Rating Lines A A/D B B/D C C/D D Not rated or not available Soil Rating Points A A/D B B/D C C/D D Not rated or not available Water Features Streams and Canals Transportation Rails Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography The soil surveys that comprise your AOI were mapped at 1:15,800. Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Hamilton County, Indiana Survey Area Data: Version 24, Sep 1, 2023 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Jun 15, 2022—Jun 21, 2022 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. Hydrologic Soil Group—Hamilton County, Indiana (Lucas Ballfield) Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/6/2024 Page 2 of 4 Hydrologic Soil Group Map unit symbol Map unit name Rating Acres in AOI Percent of AOI Br Brookston silty clay loam, 0 to 2 percent slopes B/D 4.7 3.0% CrA Crosby silt loam, fine- loamy subsoil, 0 to 2 percent slopes C/D 6.4 4.1% HeF Hennepin loam, 18 to 50 percent slopes C 8.4 5.3% MmC2 Miami silt loam, 6 to 12 percent slopes, eroded C 9.4 6.0% MnB2 Miami silt loam, 2 to 6 percent slopes, eroded C 16.5 10.5% MoC3 Miami clay loam, 6 to 12 percent slopes, severely eroded C 1.8 1.2% Sh Shoals silt loam, 0 to 2 percent slopes, frequently flooded, brief duration B/D 25.3 16.2% YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes B/D 17.1 11.0% YclA Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes C/D 48.9 31.3% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded C 15.9 10.2% YmsC2 Miami silt loam-Urban land complex, 6 to 12 percent slopes, eroded C 2.0 1.3% Totals for Area of Interest 156.4 100.0% Hydrologic Soil Group—Hamilton County, Indiana Lucas Ballfield Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/6/2024 Page 3 of 4 Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie-break Rule: Higher Hydrologic Soil Group—Hamilton County, Indiana Lucas Ballfield Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 5/6/2024 Page 4 of 4