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HomeMy WebLinkAboutStormwater Report - Final Designing The Future Final Stormwater Narrative College Park Church Outdoor Venue 2606 W. 96th Street Carmel, Indiana MERITCORP PROJECT NUMBER: M20027 DATE: September 23, 2022 Owner/Developer: College Park Church 2606 W. 96th Street Carmel, Indiana Prepared for: Aspen Group 9645 Lincoln Way Lane, Suite 201 Frankfort, Illinois 60423 Prepared by: MeritCorp Group, LLC 4222 Meridian Parkway, Suite 112 Aurora, Illinois 60504 www.meritcorp.com MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Additional Office Location: 4222 Meridian Parkway, Suite 112 Gurnee, IL Aurora, IL 60504 Integrity.Precision.Quality.Excellence.Merit PH: 630-554-6655 P a g e | 1 TABLE OF CONTENTS GENERAL SITE NARRATIVE ............................................................................................................................................ 2 EXISTING SITE CONDITIONS ........................................................................................................................................... 2 Pre-Development Procedures, Assumptions and Calculations ........................................................................................... 2 PROPOSED SITE CONDITIONS ......................................................................................................................................... 4 Post-Development Procedures, Assumptions and Calculations .......................................................................................... 4 Post-Construction BMP Procedures, Assumptions and Calculations ................................................................................. 5 SUMMARY ............................................................................................................................................................................ 7 APPENDICES Appendix 1: Pre-Development Drainage Area Exhibit and Supporting Calculations Appendix 2: Post-Development Drainage Area Exhibit and Supporting Calculations Appendix 3: Operation and Maintenance Manual Appendix 4: Regulatory Agency Maps Appendix 5: Record Drawings ATTACHMENTS Attachment 1: Final Engineering Plans Attachment 2: Plat of Survey MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 2 GENERAL SITE NARRATIVE The College Park Church Campus consists of multiple parcels situated within the jurisdictional boundaries of Carmel, Hamilton County, Indiana in Section 8, Township 17 North, Range 3 East. The subject development area is located south of the northernmost property line of the overall campus. MeritCorp Group, LLC is assisting Aspen Group by preparing planning and engineering documents for the proposed Outdoor Venue. The narratives and subsequent exhibits provided in this Stormwater Report are provided for Stormwater Management permit per The City of Carmel Stormwater Technical Standards Manual (TSM). EXISTING SITE CONDITIONS The existing College Park Church campus contains the existing church building, surface parking lot, stormwater management facilities, underground utilities and a vacant land area to the north. Adjacent property uses include residential to the north, south (S. of W. 96th Street) and west. The property adjacent to east property line (E. of Towne Road) is a heavily wooded area with Delaware Creek and a large stormwater area connected to the creek. The overall site topography indicates the campus generally drains to the series of stormwater management facilities located along the west property line that were constructed as part of a major building and parking lot addition throughout the campus constructed in 2010-2011 (Refer to Record Drawings in Appendix 5). The basins include three dry bottom detention basins that are hydraulically connected with storm pipe. The highwater elevations are tiered and decrease as they drain south and discharge to a series of storm sewers which head east and discharge to an existing swale located at the southeast corner of the site. This swale ultimately discharges to Delaware Creek via culverts. Each existing basin includes a best management practice (BMP) grassy swale water quality feature. A small portion of the site adjacent to the northmost property line drains north into an existing natural swale and ultimately drains northeast to Delaware Creek. The subject development area will be the previously mentioned existing vacant area located north of the church and parking lots. The vacant area was originally designed to drain south. Recent topography indicates this area, Ex. Area 2, primarily drains north into the existing natural drainage swale described above (Refer to the Pre- Development Drainage Area Exhibit in Appendix 1). Ex. Area 1 runoff enters into existing drainage swales along the south and west sides of the development area (Refer to Record Drawings in Appendix 5) and go to the detention basins. These swales are collected by an existing 18” flared end section located at the southwest corner of the area and discharges to the existing storm sewer system. The storm sewer system discharges to the northernmost basin of the three detention basins located along the west property line. The existing basin has a high-water level (HWL) of 860.56 and bottom outlet elevation 865.00 and has a total of approximately 3.02 ac- ft of storage. The subject development area does not contain wetlands, riparian areas, or floodplain areas. There are not significant offsite tributary areas anticipated to the subject development area. Pre-Development Procedures, Assumptions and Calculations Runoff rates were calculated using the rational method with the TR-55 methodology to determine the Tc. Manning’s roughness coefficient of 0.24 for dense grass and 0.011 for smooth surfaces. Runoff Coefficients (C- Values) were calculated using 0.85 for paved surfaces, 0.90 for watertight roof surfaces and 0.20 for slightly pervious turf surfaces (TSM Table 201-1). The TSM Table 201-2 intensities for the 100-year events were utilized. MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 3 The detention volume for the existing development area already provided in the existing detention basins was calculated utilizing the modified rational method (TSM 201.03 A). Runoff Coefficients (C-Values) were calculated using 0.85 for paved surfaces, 0.90 for watertight roof surfaces and 0.20 for slightly pervious turf surfaces (TSM Table 201-1). The allowable release rate per the City of Carmel for the 100 year is 0.3 cfs/acre (TSM 302.03). It is assumed the restrictor was sized per TSM allowable release rates for the 10-year and 100- year events. Existing Development Area Runoff Rates (Refer to Existing Drainage Area Exhibit in Appendix 1) Ex. Area 1: Area= 0.85 acres C-Value=0.20 I (100-yr)=6.97 in/hr (Tc=14 min.) Q=CIA=1.19 cfs MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 4 Ex. Area 2: Area= 1.38 acres C-Value=0.20 I (100-yr)=6.46 in/hr (Tc=17 min.) Q=CIA=1.78 cfs Ex. Area 3: Area= 0.03 Acres C-Value=0.20 I (100-YR)=8.05 in/hr (Tc=9 min.) Q=CIA=0.05 cfs Total Runoff = 1.19 + 1.78 + 0.05 = 3.02 cfs Existing Development Area Detention (already provided for in the existing detention basins) Area=2.26 acres Existing Detention Required= 0.06 ac-ft PROPOSED SITE CONDITIONS The proposed development will primarily be an outdoor venue building, covered patio area and restrooms. Construction will include the construction of a walking path, sanitary and water services to serve the proposed building, an expansion to the existing northernmost detention basin and BMPs. A majority of the development area will remain turf to serve as an activities and seating area for an events. To the extent possible, the development area will continue to follow the existing drainage patterns and the original development plan and is graded to continue to discharge to the existing swales. The development and the proposed grading have been designed to significantly reduce the area and runoff discharging to the north. The development area will total approximately 2.26 acres and require detention and BMPs per the City of Carmel Stormwater TSM. Post-Development Procedures, Assumptions and Calculations Runoff rates were calculated using the rational method with the TR-55 methodology to determine the Tc. Manning’s roughness coefficient of 0.24 for dense grass and 0.011 for smooth surfaces. Runoff Coefficients (C- Values) were calculated using 0.85 for paved surfaces, 0.90 for watertight roof surfaces and 0.20 for slightly pervious turf surfaces (TSM Table 201-1). The TSM Table 201-2 intensities for the 10-year and 100-year events were utilized. Detention for the proposed development area was calculated utilizing the modified rational method (TSM 201.03 A). Runoff Coefficients (C-Values) were calculated using 0.85 for paved surfaces, 0.90 for watertight roof surfaces and 0.20 for slightly pervious turf surfaces (TSM Table 201-1). The allowable release rate per the City of Carmel for the 100 year is 0.3 cfs/acre (TSM 302.03). The TSM Table 201-2 intensities for the 100-year events were utilized. It is assumed the existing restrictor was sized per TSM allowable release rates for the 10-year and 100-year events. MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 5 Proposed Development Area Runoff Rates (Refer to Proposed Drainage Area Exhibit in Appendix 2) Pr. Area 1: Area= 1.94 acres C-Value=0.39 I (100-yr)=6.46 in/hr (Tc=17 min.) Q=CIA=4.89 cfs Pr. Area 2: Area= 0.29 acres C-Value=0.27 I (100-yr)=8.85 in/hr (Tc=6 min.) Q=CIA=0.69 cfs < 1.78 cfs Net reduction in unrestricted runoff to the north Pr. Area 3: Area= 0.03 Acres C-Value=0.20 I (100-YR)=8.32 in/hr (Tc=7 min.) Q=CIA=0.05 cfs = 0.05 cfs No significant change in runoff Total Runoff = 4.89 + 0.69 + 0.05 = 5.63 cfs Proposed Development Area Detention (refer to Appendix 2 for additional supporting calculations) Area=2.26 acres Proposed Detention Required= 0.15 ac-ft Net Detention Required= 0.15-0.06 = 0.09 ac-ft Existing Detention Basin Expansion Volume Provided= 0.10 ac-ft > 0.09 ac-ft Post-Construction BMP Procedures, Assumptions and Calculations A major portion of the proposed development area will serve as a large grass/turf open space for activities and events which closely exhibit similar hydraulic/hydrologic characteristics as the existing condition. Stormwater from a majority of the development area will not be exposed typical contaminates associated with pavements, specifically those contaminates from vehicular traffic. A majority of the stormwater contaminants will be temporary and a product construction and traditional development prior to stabilization. Post-construction the stormwater runoff will also be exposed to long paths of relatively flat grass/turf to filter any sediment the paths or the patio area may accumulate while also assisting in reducing runoff velocity. The proposed development plan will include post-construction BMPs as required by the TSM. Structural Water Quality BMPs are divided into two major classifications: detention BMPs and Flow-through BMPs and shall be combined to provide a minimum 80% Total Suspended Solids removal. Detention BMP water quality volume has been calculated using the TSM 701.04 methodology calculating WQv. The proposed development will include the construction of an infiltration trench BMP for the detention volume and retrofit a Contech CDS Hydrodynamic Separator catchbasin insert as the flow through practice. Both of these practices have TSS removal rate of over 80%. MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 6 Detention BMPs Sizing Total Disturbed Area: 2.26 acres Total Impervious area: 0.59 acres I=0.59/2.26 x 100 = 26.1 Rv= 0.005 + 0.009(26.1) = 0.2849 Required WQv = (1” x 0.2849 x 2.26 acres)/12 = 0.054 acre-ft (2352 cf) As noted above, an infiltration trench will be provided. The volume of water will be stored in the voids of the aggregate at a ratio of 0.36. Total linear feet of swale/infiltration trench: approximately 500 LF Width: 5’ Depth: 3’ Volume Provided = (500 x 5 x 3) 0.36 = 2695 cf (0.06 ac-ft) MeritCorp Group, LLC College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report Aurora, IL Gurnee, IL Integrity.Precision.Quality.Excellence.Merit 4222 Meridian Parkway – Suite 112, Aurroa, Ilinois 60504 - PH: 630-554-6655 P a g e | 7 SUMMARY In closing the proposed development is required to provide stormwater detention and post-construction BMPs per the City of Carmel TSM. Detention will be provided by expanding the existing detention facility from 3.02 ac-ft to 3.12 ac-ft. A large infiltration trench has been provided for the detention post-construction BMP. A catchbasin insert hydrodynamic separator has been provided for the flow through post-construction BMP. These systems have been conservatively sized and should serve has an enhancement and add redundancy to the overall College Park Church campus stormwater management facilities as well as the regions watershed. College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX APPENDIX 1 NORTH1" = 30'GRAPHIC SCALECOPYRIGHT C 2022DATE: DESCRIPTION:COLLEGE PARK CHURCH OUTDOOR VENUE 2606 WEST 96TH STREET CARMEL, INDIANA FINAL ENGINEERING PLANSPROJECT NO. M20027 eritCorpM G R O U P , L L CDRAWN BY:JDSCHECKED BY:CLSSHEET NO.1/19-23-2022 ISSUED FOR REVIEW eritCorp Engineering - Planning - Surveying - Environmental M G R O U P , L L C Other Office Locations: Gurnee, IL 4222 Meridian Parkway, Suite 112 Aurora, IL 60504 Office 630.554.6655 Lic. No. 184-005860 www.meritcorp.comEXISTING DRAINAGE AREA EXHIBIT SUB AREATIME OF CONCENTRATIONLEGENDDEVELOPMENT AREA CLS College Park Church Outdoor Venue Hamilton NOAA-A County, Indiana Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) -------------------------------------------------------------------------------- Ex. Area 1 SHEET 100 0.0298 0.240 0.207 SHALLOW 230 0.0298 0.050 0.023 Time of Concentration .23 ======== Ex. Area 2 SHEET 100 0.0137 0.240 0.282 SHALLOW 55 0.0137 0.050 0.008 Time of Concentration .29 ======== Ex. Area 3 SHEET 50 0.0162 0.240 0.152 Time of Concentration 0.152 ======== WinTR-55, Version 1.00.10 Page 1 9/27/2022 1:58:46 PM Area Tributary to Site A = 2.26 acres Allowable Release Rate = 0.30 cfs/ac 100-year 100-yr Allowable Release Q= 0.68 cfs C-Value Pavement Area= 0.00 acres 0.85 Building Area= 0.00 acres 0.90 Pervious Area= 2.26 acres 0.20 Composite (C-Value)= 0.20 Storm Runoff Rainfall Drainage Inflow Rate Net allowable Storage Rate Storage Rate Duration Coefficient Intensity Area Qi=C*i100*A Release Rate Qi-Qo (Qi-Qo)*t*60 t (min) C i100 (in/hr) A (acres) (cfs) Qo (cfs)(cfs) (cf) 5.0 0.20 9.12 2.26 4.12 0.678 3.44 1033 10.0 0.20 7.78 2.26 3.52 0.678 2.84 1703 15.0 0.20 6.77 2.26 3.06 0.678 2.38 2144 20.0 0.20 5.99 2.26 2.71 0.678 2.03 2435 30.0 0.20 4.84 2.26 2.19 0.678 1.51 2717 40.0 0.20 4.05 2.26 1.83 0.678 1.15 2766 50.0 0.20 3.47 2.26 1.57 0.678 0.89 2671 60.0 0.20 3.03 2.26 1.37 0.678 0.69 2490 90.0 0.20 2.24 2.26 1.01 0.678 0.33 1806 120.0 0.20 1.87 2.26 0.85 0.678 0.17 1204 180.0 0.20 1.42 2.26 0.64 0.678 -0.04 -391 240.0 0.20 1.15 2.26 0.52 0.678 -0.16 -2278 300.0 0.20 0.97 2.26 0.44 0.678 -0.24 -4312 360.0 0.20 0.85 2.26 0.38 0.678 -0.29 -6346 420.0 0.20 0.75 2.26 0.34 0.678 -0.34 -8543 480.0 0.20 0.67 2.26 0.30 0.678 -0.38 -10805 540.0 0.20 0.61 2.26 0.28 0.678 -0.40 -13034 600.0 0.20 0.56 2.26 0.25 0.678 -0.42 -15296 720.0 0.20 0.48 2.26 0.22 0.678 -0.46 -19917 1080.0 0.20 0.34 2.26 0.15 0.678 -0.52 -33976 1440.0 0.20 0.27 2.26 0.12 0.678 -0.56 -48035 2766 CF 0.06 AC-FT 100-YR RATIONAL METHOD DETENTION CALCULATIONS Existing College Park Church Outdoor Venue Carmel, Indiana MeritCorp Project Number: M20027 September 23, 2022 Prepared By: CLS Reviewed By: CLS Detention Storage Calculations for 100-Yr Storm (Based on The City of Carmel Stormwater Technical Standards Manual Table 201-2) REQUIRED STORAGE = REQUIRED STORAGE = College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX APPENDIX 2 NORTH1" = 30'GRAPHIC SCALECOPYRIGHT C 2022DATE: DESCRIPTION:COLLEGE PARK CHURCH OUTDOOR VENUE 2606 WEST 96TH STREET CARMEL, INDIANA FINAL ENGINEERING PLANSPROJECT NO. M20027 eritCorpM G R O U P , L L CDRAWN BY:JDSCHECKED BY:CLSSHEET NO.1/109-23-2022 ISSUED FOR REVIEW eritCorp Engineering - Planning - Surveying - Environmental M G R O U P , L L C Other Office Locations: Gurnee, IL 4222 Meridian Parkway, Suite 112 Aurora, IL 60504 Office 630.554.6655 Lic. No. 184-005860 www.meritcorp.comPROPOSED DRAINAGE AREA EXHIBIT SUB AREATIME OF CONCENTRATIONLEGENDDEVELOPMENT AREA CLS College Park Church Outdoor Venue Hamilton NOAA-A County, Indiana Sub-Area Time of Concentration Details Sub-Area Flow Mannings's End Wetted Travel Identifier/ Length Slope n Area Perimeter Velocity Time (ft) (ft/ft) (sq ft) (ft) (ft/sec) (hr) -------------------------------------------------------------------------------- Pr. Area 1 SHEET 100 0.0180 0.240 0.253 SHALLOW 234 0.0180 0.050 0.030 Time of Concentration 0.283 ======== Pr. Area 2 SHEET 30 0.0205 0.240 0.092 SHALLOW 14 0.0205 0.050 0.002 Time of Concentration 0.100 ======== Pr. Area 3 SHEET 59 0.0307 0.240 0.134 Time of Concentration .134 ======== WinTR-55, Version 1.00.10 Page 1 9/27/2022 2:08:01 PM Area Tributary to Site A = 2.26 acres Allowable Release Rate = 0.30 cfs/ac 100-year 100-yr Allowable Release Q= 0.68 cfs C-Value Pavement Area= 0.49 acres 0.85 Building Area= 0.10 acres 0.90 Pervious Area= 1.67 acres 0.20 Composite (C-Value)= 0.37 Storm Runoff Rainfall Drainage Inflow Rate Net allowable Storage Rate Storage Rate Duration Coefficient Intensity Area Qi=C*i100*A Release Rate Qi-Qo (Qi-Qo)*t*60 t (min) C i100 (in/hr) A (acres) (cfs) Qo (cfs)(cfs) (cf) 5.0 0.37 9.12 2.26 7.67 0.678 6.99 2096 10.0 0.37 7.78 2.26 6.54 0.678 5.86 3517 15.0 0.37 6.77 2.26 5.69 0.678 5.01 4511 20.0 0.37 5.99 2.26 5.03 0.678 4.36 5228 30.0 0.37 4.84 2.26 4.07 0.678 3.39 6102 40.0 0.37 4.05 2.26 3.40 0.678 2.73 6542 50.0 0.37 3.47 2.26 2.92 0.678 2.24 6716 60.0 0.37 3.03 2.26 2.55 0.678 1.87 6727 90.0 0.37 2.24 2.26 1.88 0.678 1.20 6505 120.0 0.37 1.87 2.26 1.57 0.678 0.89 6435 180.0 0.37 1.42 2.26 1.19 0.678 0.52 5568 240.0 0.37 1.15 2.26 0.97 0.678 0.29 4155 300.0 0.37 0.97 2.26 0.82 0.678 0.14 2471 360.0 0.37 0.85 2.26 0.71 0.678 0.04 787 420.0 0.37 0.75 2.26 0.63 0.678 -0.05 -1200 480.0 0.37 0.67 2.26 0.56 0.678 -0.11 -3308 540.0 0.37 0.61 2.26 0.51 0.678 -0.17 -5356 600.0 0.37 0.56 2.26 0.47 0.678 -0.21 -7464 720.0 0.37 0.48 2.26 0.40 0.678 -0.27 -11861 1080.0 0.37 0.34 2.26 0.29 0.678 -0.39 -25417 1440.0 0.37 0.27 2.26 0.23 0.678 -0.45 -38972 6727 CF 0.15 AC-FT 100-YR RATIONAL METHOD DETENTION CALCULATIONS Prepared By: CLS Carmel, Indiana Reviewed By: CLS MeritCorp Project Number: M20027 September 23, 2022 Proposed College Park Church Outdoor Venue Detention Storage Calculations for 100-Yr Storm (Based on The City of Carmel Stormwater Technical Standards Manual Table 201-2) REQUIRED STORAGE = REQUIRED STORAGE = College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX APPENDIX 3 College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX Operations and Maintenance Manual Subject: College Park 2606 West 96th Street Carmel, IN Date: September 27, 2022 Responsibilities: Adequate provisions for maintenance of the stormwater system are an essential aspect of long-term drainage performance. Responsibility for the overall maintenance shall rest with College Park Church as the recorded owner of the property (herein after referred to as Owner). This responsibility shall transfer with the ownership of the property. The owner shall be required to provide the Municipality with a final compliance report to certify that the planting meets the performance criteria; shall also provide the Municipality with a written long-term maintenance and operation plan; and shall identify the person responsible for Best Management Practice (BMP) maintenance (name, title, address and phone number). Purpose and Objective: Adequate drainage must be maintained to keep water away from buildings and directed to the stormwater detention and water quality systems. There are several maintenance functions that will ensure that water continues to flow away from or under the road structure as planned. Maintenance Program: Significant elements and aspects provided as an attachment hereto prescribes the program for the surface and subsurface elements. The maintenance is supplemented by repair as required or replacement as the case may be, depending on the wear and tear of the provisions of the drainage elements. Maintenance Considerations: Cleaning and repairing culverts, outflow pipes, and manholes is to be particularly guarded since those elements are not visually obvious, as are the surface area elements. If these subsurface elements become clogged, then water may flood the pavement surface and may cause extensive erosion damage or water flow blockage. It is therefore stated that the culvert, outflow pipe, and manhole cleaning be made a routine maintenance activity which should be scheduled at least twice a year and also on an as-needed basis. Experience will show the required cleaning frequencies for specific drainage items. Cost Considerations: Maintenance and replacement needs and costs should be part of the economic analysis. Frequent maintenance program work execution will lead to less frequent and less costly long term maintenance and repair, possibly requiring replacement. The attached maintenance provisions may need to be adjusted based on experience recorded over the initial period of occupancy. Record Keeping: Separate and distinct records shall be maintained by the Owner to record the specific activities and costs thereof for the Maintenance Plan implementation. The records shall include the dates of maintenance visits and the specific work performed. College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX Annual Inspection Reports must be submitted to: Engineering Department Attn: Storm Water Administrator One Civic Square Carmel, IN 46032 Interpretation as to Requirements Under This Maintenance Plan: The requirement for this Maintenance Plan is generated by the The City of Carmel TSM and IDEM. Therefore, the interpretation of the maintenance requirements set forth in this Maintenance Plan shall be interpreted on the basis of the intent and requirements of the City. Maintenance Tasks: General: Regular inspections and routine maintenance of general areas shall be performed on a monthly or as-needed basis. Specific items of concern include: ____ Litter and debris shall be controlled. ____ Landscaped areas shall be maintained with regular mowing and stored with appropriate seeding/vegetation as necessary. ____ Accumulated sediment shall be disposed of properly, along with any waste generated during maintenance operations. ____ Riprap areas shall be repaired with the addition of new riprap, as necessary, of similar size and shape. ____ Roads can be swept, vacuumed and washed on periodic basis. Storage Facilities (Detention and Water Quality Treatment Facilities): The inlet and outlet of the pond should be checked periodically to ensure that the flow structures are not blocked by debris and cleaned as necessary. The outlet control structure, restrictors, should be inspected on a monthly basis and any debris near the orifice shall be immediately removed. All ditches or pipes connecting ponds in series should be checked for debris that may block flow. Inspections should be conducted monthly during wet weather conditions from March to November. Berms: ____ Settlement, repair. ____ Any breaks, hire Registered Professional Engineer for design resolution. ____ Erosion, repair. ____ Signs of piping (leakage), repair. Vegetation: ____ Need for cutting. ____ Need for planting, reseeding or sodding. Supplement alternative native vegetation if a significant portion has not established (50% of the surface area). Reseed with alternative grass species if original grass cover has not successfully established. ____ Evidence of grazing, motorbikes or other vehicles, repair. ____ Check for invasive vegetation, remove where possible. ____ All vegetation must be maintained per the approved planting plan. Side Slopes/Embankment: College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX ____ Inspect Embankments for settlement and erosion. ____ Remove woody growth from the embankment. ____ Any breaks, hire Registered Professional Engineer for design resolution. ____ Seed and sod any eroded areas. ____ Signs of piping (leakage or seepage, repair. ____ Stabilize emergency overflow structure if erosion observed. ____ Remove obstruction blocking emergency overflow spillway. ____ Erosion and rip-rap failures, repair. ____ Undermining, repair. ____ Damage or deterioration, repair. Principal and emergency outlets: ____ Obstructions blocking outlet pipe, restrictor, channel or spillway, remove Condition of outlet and inlet structure. ____ Signs of seepage, repair. ____ Separation of joints, repair. ____ Cracks, breaks, or deterioration of concrete, repair. ____ Differential settlement, repair. ____ Scour and erosion at outlet, repair and reseed. ____ Any ice damage to outlet of pipe, repair if necessary. ____ Condition of trash tracks, remove debris. ____ Damage by debris, ice, or freezing. ____ Outlet channel conditions downstream. Access for Maintenance Equipment: ____ Remove any obstructions placed in maintenance easements. Safety Features: ____ Access controls to hazardous areas. ____ Fences. ____ Loose or damaged posts. ____ Loose or broken wires. ____ Condition of gates. ____ Signs. Storm Sewers and Collector System: The Owner shall perform monthly inspections of all components of the stormwater collection system. The monthly inspection shall occur between March and November. Storm Inlets/Manholes: ____ Remove accumulated leaves and other debris from grates. ____ Reset lids on as-needed basis. ____ Remove accumulated sediment from catch basin bottom when 50% of sump is filled. Storm Sewers/Culverts: ____ Visually inspect pipes by removing manhole lids, make repairs as necessary. College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX ____ Storm sewers and culverts shall be checked for siltation deposits at inlets, outlets, and within the conduit, clean out as necessary. ____ Restore riprap at outfalls if erosion observed. ____ Restore riprap at outfalls. ____ Replant and reseed any eroded areas. Overland Flow Routes (Ditches/Swales): ____ Annual visual inspections shall be performed that verify the design capacity of the overland flow routes is maintained. ____ Remove any obstructions that have been placed in the drainage path. ____ Seed and sod any eroded areas. ____ Restore riprap as necessary. ____ Regrade to provide positive drainage as necessary. ____ Regular mowing to control vegetation. ____ Check dams, repair and replace as necessary. ____ Verify drainage swales are maintaining originally constructed design slope and cross-sectional area. If fill or sediment contributes to elevation changes in swale, regarding and reshaping shall be performed. Licensed surveyors shall be hired to lay-out and check grades. No landscaping, earthen fill, or other obstructions shall be allowed in the swales that would impede design drainage flow patterns. ____ Rototill bottom of dry swales if not drawing down within 48-hours. Vegetation Areas: ____ Need for cutting. Grass shall be cut to 3” height within sideways swales and 3” in drainage ditches to maintain appropriate aesthetic appearance and design velocity. ____ Need for planting, reseeding, or sodding. Supplement alternative native vegetation if a significant portion has not established (50% of the surface area after second growing season. Reseed with alternative native grass species if original grass cover has not successfully established. ____ Evidence of grazing, motorbikes or other vehicles, repair. ____ Check for invasive vegetation, remove when possible. ____ Regular mowing to control vegetation; it is recommended that native vegetation remain uncut. ____ Dead or damaged non-native grassy areas - Repair with sodding, seeding with fertilization or seeding with mulch. Infiltration Trench BMP Maintenance ____ BMP Owners must routinely inspect BMPs to verify that all BMP components are function as designed and are not in danger of failing. BMP needs maintenance to function as water quality enhancements. ____ BMP Owner is responsible for the maintenance of the BMP and any costs associated with maintaining the BMP. BMP Owner is required to preform any maintenance tasks specified by the City of Carmel Engineering Department inspections. ____ BMP Owner shall keep the BMP free from litter, weed growth, and obstructions that would prevent surface water from entering into the Infiltration Trench. Refer to the inspection and maintenance guidelines for further clarification. ____ BMP Owner shall inspect the connecting storm sewer system to verify if all function properly. ____ BMP Owner shall inspect the top layer of aggregate over trench for cleanness and proper flow. Catchbasin Insert BMP Maintenance ____ Refer to manufacturer’s product manual for required maintenance. CDS Guide Operation, Design, Performance and Maintenance ENGINEERED SOLUTIONS 2 CDS® Using patented continuous deflective separation technology, the CDS system screens, separates and traps debris, sediment, and oil and grease from stormwater runoff. The indirect screening capability of the system allows for 100% removal of floatables and neutrally buoyant material without blinding. Flow and screening controls physically separate captured solids, and minimize the re-suspension and release of previously trapped pollutants. Inline units can treat up to 6 cfs, and internally bypass flows in excess of 50 cfs (1416 L/s). Available precast or cast-in- place, offline units can treat flows from 1 to 300 cfs (28.3 to 8495 L/s). The pollutant removal capacity of the CDS system has been proven in lab and field testing. Operation Overview Stormwater enters the diversion chamber where the diversion weir guides the flow into the unit’s separation chamber and pollutants are removed from the flow. All flows up to the system’s treatment design capacity enter the separation chamber and are treated. Swirl concentration and screen deflection force floatables and solids to the center of the separation chamber where 100% of floatables and neutrally buoyant debris larger than the screen apertures are trapped. Stormwater then moves through the separation screen, under the oil baffle and exits the system. The separation screen remains clog free due to continuous deflection. During the flow events exceeding the treatment design capacity, the diversion weir bypasses excessive flows around the separation chamber, so captured pollutants are retained in the separation cylinder. Design Basics There are three primary methods of sizing a CDS system. The Water Quality Flow Rate Method determines which model size provides the desired removal efficiency at a given flow rate for a defined particle size. The Rational Rainfall Method™ or the and Probabilistic Method is used when a specific removal efficiency of the net annual sediment load is required. Typically in the Unites States, CDS systems are designed to achieve an 80% annual solids load reduction based on lab generated performance curves for a gradation with an average particle size (d50) of 125 microns (μm). For some regulatory environments, CDS systems can also be designed to achieve an 80% annual solids load reduction based on an average particle size (d50) of 75 microns (μm) or 50 microns (μm). Water Quality Flow Rate Method In some cases, regulations require that a specific treatment rate, often referred to as the water quality design flow (WQQ), be treated. This WQQ represents the peak flow rate from either an event with a specific recurrence interval, e.g. the six-month storm, or a water quality depth, e.g. 1/2-inch (13 mm) of rainfall. The CDS is designed to treat all flows up to the WQQ. At influent rates higher than the WQQ, the diversion weir will direct most flow exceeding the WQQ around the separation chamber. This allows removal efficiency to remain relatively constant in the separation chamber and eliminates the risk of washout during bypass flows regardless of influent flow rates. Treatment flow rates are defined as the rate at which the CDS will remove a specific gradation of sediment at a specific removal efficiency. Therefore the treatment flow rate is variable, based on the gradation and removal efficiency specified by the design engineer. Rational Rainfall Method™ Differences in local climate, topography and scale make every site hydraulically unique. It is important to take these factors into consideration when estimating the long-term performance of any stormwater treatment system. The Rational Rainfall Method combines site-specific information with laboratory generated performance data, and local historical precipitation records to estimate removal efficiencies as accurately as possible. Short duration rain gauge records from across the United States and Canada were analyzed to determine the percent of the total annual rainfall that fell at a range of intensities. US stations’ depths were totaled every 15 minutes, or hourly, and recorded in 0.01-inch increments. Depths were recorded hourly with 1-mm resolution at Canadian stations. One trend was consistent at all sites; the vast majority of precipitation fell at low intensities and high intensity storms contributed relatively little to the total annual depth. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Rainfall Method. Since most sites are relatively small and highly impervious, the Rational Rainfall Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS system are GRATE INLET (CAST IRON HOOD FOR CURB INLET OPENING) CREST OF BYPASS WEIR (ONE EACH SIDE) INLET (MULTIPLE PIPES POSSIBLE) OIL BAFFLE SUMP STORAGESEPARATION SLAB TREATMENT SCREEN OUTLET INLET FLUME SEPARATION CYLINDER CLEAN OUT (REQUIRED) DEFLECTION PAN, 3 SIDED (GRATE INLET DESIGN) 3 determined. Performance efficiency curve determined from full scale laboratory tests on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Probabilistic Rational Method The Probabilistic Rational Method is a sizing program Contech developed to estimate a net annual sediment load reduction for a particular CDS model based on site size, site runoff coefficient, regional rainfall intensity distribution, and anticipated pollutant characteristics. The Probabilistic Method is an extension of the Rational Method used to estimate peak discharge rates generated by storm events of varying statistical return frequencies (e.g. 2-year storm event). Under the Rational Method, an adjustment factor is used to adjust the runoff coefficient estimated for the 10-year event, correlating a known hydrologic parameter with the target storm event. The rainfall intensities vary depending on the return frequency of the storm event under consideration. In general, these two frequency dependent parameters (rainfall intensity and runoff coefficient) increase as the return frequency increases while the drainage area remains constant. These intensities, along with the total drainage area and runoff coefficient for each specific site, are translated into flow rates using the Rational Method. Since most sites are relatively small and highly impervious, the Rational Method is appropriate. Based on the runoff flow rates calculated for each intensity, operating rates within a proposed CDS are determined. Performance efficiency curve on defined sediment PSDs is applied to calculate solids removal efficiency. The relative removal efficiency at each operating rate is added to produce a net annual pollutant removal efficiency estimate. Treatment Flow Rate The inlet throat area is sized to ensure that the WQQ passes through the separation chamber at a water surface elevation equal to the crest of the diversion weir. The diversion weir bypasses excessive flows around the separation chamber, thus preventing re-suspension or re-entrainment of previously captured particles. Hydraulic Capacity The hydraulic capacity of a CDS system is determined by the length and height of the diversion weir and by the maximum allowable head in the system. Typical configurations allow hydraulic capacities of up to ten times the treatment flow rate. The crest of the diversion weir may be lowered and the inlet throat may be widened to increase the capacity of the system at a given water surface elevation. The unit is designed to meet project specific hydraulic requirements. Performance Full-Scale Laboratory Test Results A full-scale CDS system (Model CDS2020-5B) was tested at the facility of University of Florida, Gainesville, FL. This CDS unit was evaluated under controlled laboratory conditions of influent flow rate and addition of sediment. Two different gradations of silica sand material (UF Sediment & OK-110) were used in the CDS performance evaluation. The particle size distributions (PSDs) of the test materials were analyzed using standard method “Gradation ASTM D-422 “Standard Test Method for Particle-Size Analysis of Soils” by a certified laboratory. UF Sediment is a mixture of three different products produced by the U.S. Silica Company: “Sil-Co-Sil 106”, “#1 DRY” and “20/40 Oil Frac”. Particle size distribution analysis shows that the UF Sediment has a very fine gradation (d50 = 20 to 30 μm) covering a wide size range (Coefficient of Uniformity, C averaged at 10.6). In comparison with the hypothetical TSS gradation specified in the NJDEP (New Jersey Department of Environmental Protection) and NJCAT (New Jersey Corporation for Advanced Technology) protocol for lab testing, the UF Sediment covers a similar range of particle size but with a finer d50 (d50 for NJDEP is approximately 50 μm) (NJDEP, 2003). The OK-110 silica sand is a commercial product of U.S. Silica Sand. The particle size distribution analysis of this material, also included in Figure 1, shows that 99.9% of the OK-110 sand is finer than 250 microns, with a mean particle size (d50) of 106 microns. The PSDs for the test material are shown in Figure 1. Figure 1. Particle size distributions Tests were conducted to quantify the performance of a specific CDS unit (1.1 cfs (31.3-L/s) design capacity) at various flow rates, ranging from 1% up to 125% of the treatment design capacity of the unit, using the 2400 micron screen. All tests were conducted with controlled influent concentrations of approximately 200 mg/L. Effluent samples were taken at equal time intervals across the entire duration of each test run. These samples were then processed with a Dekaport Cone sample splitter to obtain representative sub-samples for Suspended Sediment Concentration (SSC) testing using ASTM D3977-97 “Standard Test Methods for Determining Sediment Concentration in Water Samples”, and particle size distribution analysis. Results and Modeling Based on the data from the University of Florida, a performance model was developed for the CDS system. A regression analysis was used to develop a fitting curve representative of the scattered data points at various design flow rates. This model, which demonstrated good agreement with the laboratory data, can then be used to predict CDS system performance with respect 4 to SSC removal for any particle size gradation, assuming the particles are inorganic sandy-silt. Figure 2 shows CDS predictive performance for two typical particle size gradations (NJCAT gradation and OK-110 sand) as a function of operating rate. Figure 2. CDS stormwater treatment predictive performance for various particle gradations as a function of operating rate. Many regulatory jurisdictions set a performance standard for hydrodynamic devices by stating that the devices shall be capable of achieving an 80% removal efficiency for particles having a mean particle size (d50) of 125 microns (e.g. Washington State Department of Ecology — WASDOE - 2008). The model can be used to calculate the expected performance of such a PSD (shown in Figure 3). The model indicates (Figure 4) that the CDS system with 2400 micron screen achieves approximately 80% removal at the design (100%) flow rate, for this particle size distribution (d50 = 125 μm). Figure 3. WASDOE PSD Figure 4. Modeled performance for WASDOE PSD. Maintenance The CDS system should be inspected at regular intervals and maintained when necessary to ensure optimum performance. The rate at which the system collects pollutants will depend more heavily on site activities than the size of the unit. For example, unstable soils or heavy winter sanding will cause the grit chamber to fill more quickly but regular sweeping of paved surfaces will slow accumulation. Inspection Inspection is the key to effective maintenance and is easily performed. Pollutant transport and deposition may vary from year to year and regular inspections will help ensure that the system is cleaned out at the appropriate time. At a minimum, inspections should be performed twice per year (e.g. spring and fall) however more frequent inspections may be necessary in climates where winter sanding operations may lead to rapid accumulations, or in equipment washdown areas. Installations should also be inspected more frequently where excessive amounts of trash are expected. The visual inspection should ascertain that the system components are in working order and that there are no blockages or obstructions in the inlet and separation screen. The inspection should also quantify the accumulation of hydrocarbons, trash, and sediment in the system. Measuring pollutant accumulation can be done with a calibrated dipstick, tape measure or other measuring instrument. If absorbent material is used for enhanced removal of hydrocarbons, the level of discoloration of the sorbent material should also be identified 5 during inspection. It is useful and often required as part of an operating permit to keep a record of each inspection. A simple form for doing so is provided. Access to the CDS unit is typically achieved through two manhole access covers. One opening allows for inspection and cleanout of the separation chamber (cylinder and screen) and isolated sump. The other allows for inspection and cleanout of sediment captured and retained outside the screen. For deep units, a single manhole access point would allows both sump cleanout and access outside the screen. The CDS system should be cleaned when the level of sediment has reached 75% of capacity in the isolated sump or when an appreciable level of hydrocarbons and trash has accumulated. If absorbent material is used, it should be replaced when significant discoloration has occurred. Performance will not be impacted until 100% of the sump capacity is exceeded however it is recommended that the system be cleaned prior to that for easier removal of sediment. The level of sediment is easily determined by measuring from finished grade down to the top of the sediment pile. To avoid underestimating the level of sediment in the chamber, the measuring device must be lowered to the top of the sediment pile carefully. Particles at the top of the pile typically offer less resistance to the end of the rod than consolidated particles toward the bottom of the pile. Once this measurement is recorded, it should be compared to the as-built drawing for the unit to determine weather the height of the sediment pile off the bottom of the sump floor exceeds 75% of the total height of isolated sump. Cleaning Cleaning of a CDS systems should be done during dry weather conditions when no flow is entering the system. The use of a vacuum truck is generally the most effective and convenient method of removing pollutants from the system. Simply remove the manhole covers and insert the vacuum hose into the sump. The system should be completely drained down and the sump fully evacuated of sediment. The area outside the screen should also be cleaned out if pollutant build-up exists in this area. In installations where the risk of petroleum spills is small, liquid contaminants may not accumulate as quickly as sediment. However, the system should be cleaned out immediately in the event of an oil or gasoline spill. Motor oil and other hydrocarbons that accumulate on a more routine basis should be removed when an appreciable layer has been captured. To remove these pollutants, it may be preferable to use absorbent pads since they are usually less expensive to dispose than the oil/water emulsion that may be created by vacuuming the oily layer. Trash and debris can be netted out to separate it from the other pollutants. The screen should be cleaned to ensure it is free of trash and debris. Manhole covers should be securely seated following cleaning activities to prevent leakage of runoff into the system from above and also to ensure that proper safety precautions have been followed. Confined space entry procedures need to be followed if physical access is required. Disposal of all material removed from the CDS system should be done in accordance with local regulations. In many jurisdictions, disposal of the sediments may be handled in the same manner as the disposal of sediments removed from catch basins or deep sump manholes. Check your local regulations for specific requirements on disposal. 6 Note: To avoid underestimating the volume of sediment in the chamber, carefully lower the measuring device to the top of the sediment pile. Finer silty particles at the top of the pile may be more difficult to feel with a measuring stick. These finer particles typically offer less resistance to the end of the rod than larger particles toward the bottom of the pile. CDS Model Diameter Distance from Water Surface to Top of Sediment Pile Sediment Storage Capacity ft m ft m y3 m3 CDS1515 3 0.9 3.0 0.9 0.5 0.4 CDS2015 4 1.2 3.0 0.9 0.9 0.7 CDS2015 5 1.5 3.0 0.9 1.3 1.0 CDS2020 5 1.5 3.5 1.1 1.3 1.0 CDS2025 5 1.5 4.0 1.2 1.3 1.0 CDS3020 6 1.8 4.0 1.2 2.1 1.6 CDS3025 6 1.8 4.0 1.2 2.1 1.6 CDS3030 6 1.8 4.6 1.4 2.1 1.6 CDS3035 6 1.8 5.0 1.5 2.1 1.6 CDS4030 8 2.4 4.6 1.4 5.6 4.3 CDS4040 8 2.4 5.7 1.7 5.6 4.3 CDS4045 8 2.4 6.2 1.9 5.6 4.3 CDS5640 10 3.0 6.3 1.9 8.7 6.7 CDS5653 10 3.0 7.7 2.3 8.7 6.7 CDS5668 10 3.0 9.3 2.8 8.7 6.7 CDS5678 10 3.0 10.3 3.1 8.7 6.7 Table 1: CDS Maintenance Indicators and Sediment Storage Capacities 7 CDS Inspection & Maintenance Log CDS Model: Location: Water Floatable Describe Maintenance Date depth to Layer Maintenance Personnel Comments sediment1 Thickness2 Performed —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— —————————————————————————————————————————————————————————— 1. The water depth to sediment is determined by taking two measurements with a stadia rod: one measurement from the manhole opening to the top of the sediment pile and the other from the manhole opening to the water surface. If the difference between these measurements is less than the values listed in table 1 the system should be cleaned out. Note: to avoid underestimating the volume of sediment in the chamber, the measuring device must be carefully lowered to the top of the sediment pile. 2. For optimum performance, the system should be cleaned out when the floating hydrocarbon layer accumulates to an appreciable thickness. In the event of an oil spill, the system should be cleaned immediately. SUPPORT • Drawings and specifications are available at www.ContechES.com. • Site-specific design support is available from our engineers. ©2017 Contech Engineered Solutions LLC, a QUIKRETE Company Contech Engineered Solutions provides site solutions for the civil engineering industry. Contech’s portfolio includes bridges, drainage, sanitary sewer, earth stabilization and stormwater treatment products. For information on other Contech division offerings, visit www.ContechES.com or call 800.338.1122 NOTHING IN THIS CATALOG SHOULD BE CONSTRUED AS A WARRANTY. APPLICATIONS SUGGESTED HEREIN ARE DESCRIBED ONLY TO HELP READERS MAKE THEIR OWN EVALUATIONS AND DECISIONS, AND ARE NEITHER GUARANTEES NOR WARRANTIES OF SUITABILITY FOR ANY APPLICATION. CONTECH MAKES NO WARRANTY WHATSOEVER, EXPRESS OR IMPLIED, RELATED TO THE APPLICATIONS, MATERIALS, COATINGS, OR PRODUCTS DISCUSSED HEREIN. ALL IMPLIED WARRANTIES OF MERCHANTABILITY AND ALL IMPLIED WARRANTIES OF FITNESS FOR ANY PARTICULAR PURPOSE ARE DISCLAIMED BY CONTECH. SEE CONTECH’S CONDITIONS OF SALE (AVAILABLE AT WWW.CONTECHES.COM/COS) FOR MORE INFORMATION. The product(s) described may be protected by one or more of the following US patents: 5,322,629; 5,624,576; 5,707,527; 5,759,415; 5,788,848; 5,985,157; 6,027,639; 6,350,374; 6,406,218; 6,641,720; 6,511,595; 6,649,048; 6,991,114; 6,998,038; 7,186,058; 7,296,692; 7,297,266; related foreign patents or other patents pending. 800-338-1122 www.ContechES.com cds_manual 3/17 PDF ENGINEERED SOLUTIONS College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX APPENDIX 4 United States Department of Agriculture A product of the National Cooperative Soil Survey, a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local participants Custom Soil Resource Report for Hamilton County, IndianaNatural Resources Conservation Service September 23, 2022 Preface Soil surveys contain information that affects land use planning in survey areas. They highlight soil limitations that affect various land uses and provide information about the properties of the soils in the survey areas. Soil surveys are designed for many different users, including farmers, ranchers, foresters, agronomists, urban planners, community officials, engineers, developers, builders, and home buyers. Also, conservationists, teachers, students, and specialists in recreation, waste disposal, and pollution control can use the surveys to help them understand, protect, or enhance the environment. Various land use regulations of Federal, State, and local governments may impose special restrictions on land use or land treatment. Soil surveys identify soil properties that are used in making various land use or land treatment decisions. The information is intended to help the land users identify and reduce the effects of soil limitations on various land uses. The landowner or user is responsible for identifying and complying with existing laws and regulations. Although soil survey information can be used for general farm, local, and wider area planning, onsite investigation is needed to supplement this information in some cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/ portal/nrcs/main/soils/health/) and certain conservation and engineering applications. For more detailed information, contact your local USDA Service Center (https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/? cid=nrcs142p2_053951). Great differences in soil properties can occur within short distances. Some soils are seasonally wet or subject to flooding. Some are too unstable to be used as a foundation for buildings or roads. Clayey or wet soils are poorly suited to use as septic tank absorption fields. A high water table makes a soil poorly suited to basements or underground installations. The National Cooperative Soil Survey is a joint effort of the United States Department of Agriculture and other Federal agencies, State agencies including the Agricultural Experiment Stations, and local agencies. The Natural Resources Conservation Service (NRCS) has leadership for the Federal part of the National Cooperative Soil Survey. Information about soils is updated periodically. Updated information is available through the NRCS Web Soil Survey, the site for official soil survey information. The U.S. Department of Agriculture (USDA) prohibits discrimination in all its programs and activities on the basis of race, color, national origin, age, disability, and where applicable, sex, marital status, familial status, parental status, religion, sexual orientation, genetic information, political beliefs, reprisal, or because all or a part of an individual's income is derived from any public assistance program. (Not all prohibited bases apply to all programs.) Persons with disabilities who require 2 alternative means for communication of program information (Braille, large print, audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice and TDD). To file a complaint of discrimination, write to USDA, Director, Office of Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity provider and employer. 3 Contents Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map..................................................................................................................8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................11 Map Unit Descriptions.........................................................................................11 Hamilton County, Indiana................................................................................13 YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes....................................................................................................13 YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes.......................................................................................14 YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded...................................................................................................15 Soil Information for All Uses...............................................................................18 Soil Reports........................................................................................................18 Soil Physical Properties..................................................................................18 Physical Soil Properties (College Park Outdoor Venue).............................18 References............................................................................................................24 4 How Soil Surveys Are Made Soil surveys are made to provide information about the soils and miscellaneous areas in a specific area. They include a description of the soils and miscellaneous areas and their location on the landscape and tables that show soil properties and limitations affecting various uses. Soil scientists observed the steepness, length, and shape of the slopes; the general pattern of drainage; the kinds of crops and native plants; and the kinds of bedrock. They observed and described many soil profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The profile extends from the surface down into the unconsolidated material in which the soil formed or from the surface down to bedrock. The unconsolidated material is devoid of roots and other living organisms and has not been changed by other biological activity. Currently, soils are mapped according to the boundaries of major land resource areas (MLRAs). MLRAs are geographically associated land resource units that share common characteristics related to physiography, geology, climate, water resources, soils, biological resources, and land uses (USDA, 2006). Soil survey areas typically consist of parts of one or more MLRA. The soils and miscellaneous areas in a survey area occur in an orderly pattern that is related to the geology, landforms, relief, climate, and natural vegetation of the area. Each kind of soil and miscellaneous area is associated with a particular kind of landform or with a segment of the landform. By observing the soils and miscellaneous areas in the survey area and relating their position to specific segments of the landform, a soil scientist develops a concept, or model, of how they were formed. Thus, during mapping, this model enables the soil scientist to predict with a considerable degree of accuracy the kind of soil or miscellaneous area at a specific location on the landscape. Commonly, individual soils on the landscape merge into one another as their characteristics gradually change. To construct an accurate soil map, however, soil scientists must determine the boundaries between the soils. They can observe only a limited number of soil profiles. Nevertheless, these observations, supplemented by an understanding of the soil-vegetation-landscape relationship, are sufficient to verify predictions of the kinds of soil in an area and to determine the boundaries. Soil scientists recorded the characteristics of the soil profiles that they studied. They noted soil color, texture, size and shape of soil aggregates, kind and amount of rock fragments, distribution of plant roots, reaction, and other features that enable them to identify soils. After describing the soils in the survey area and determining their properties, the soil scientists assigned the soils to taxonomic classes (units). Taxonomic classes are concepts. Each taxonomic class has a set of soil characteristics with precisely defined limits. The classes are used as a basis for comparison to classify soils systematically. Soil taxonomy, the system of taxonomic classification used in the United States, is based mainly on the kind and character of soil properties and the arrangement of horizons within the profile. After the soil 5 scientists classified and named the soils in the survey area, they compared the individual soils with similar soils in the same taxonomic class in other areas so that they could confirm data and assemble additional data based on experience and research. The objective of soil mapping is not to delineate pure map unit components; the objective is to separate the landscape into landforms or landform segments that have similar use and management requirements. Each map unit is defined by a unique combination of soil components and/or miscellaneous areas in predictable proportions. Some components may be highly contrasting to the other components of the map unit. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The delineation of such landforms and landform segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, onsite investigation is needed to define and locate the soils and miscellaneous areas. Soil scientists make many field observations in the process of producing a soil map. The frequency of observation is dependent upon several factors, including scale of mapping, intensity of mapping, design of map units, complexity of the landscape, and experience of the soil scientist. Observations are made to test and refine the soil-landscape model and predictions and to verify the classification of the soils at specific locations. Once the soil-landscape model is refined, a significantly smaller number of measurements of individual soil properties are made and recorded. These measurements may include field measurements, such as those for color, depth to bedrock, and texture, and laboratory measurements, such as those for content of sand, silt, clay, salt, and other components. Properties of each soil typically vary from one point to another across the landscape. Observations for map unit components are aggregated to develop ranges of characteristics for the components. The aggregated values are presented. Direct measurements do not exist for every property presented for every map unit component. Values for some properties are estimated from combinations of other properties. While a soil survey is in progress, samples of some of the soils in the area generally are collected for laboratory analyses and for engineering tests. Soil scientists interpret the data from these analyses and tests as well as the field-observed characteristics and the soil properties to determine the expected behavior of the soils under different uses. Interpretations for all of the soils are field tested through observation of the soils in different uses and under different levels of management. Some interpretations are modified to fit local conditions, and some new interpretations are developed to meet local needs. Data are assembled from other sources, such as research information, production records, and field experience of specialists. For example, data on crop yields under defined levels of management are assembled from farm records and from field or plot experiments on the same kinds of soil. Predictions about soil behavior are based not only on soil properties but also on such variables as climate and biological activity. Soil conditions are predictable over long periods of time, but they are not predictable from year to year. For example, soil scientists can predict with a fairly high degree of accuracy that a given soil will have a high water table within certain depths in most years, but they cannot predict that a high water table will always be at a specific level in the soil on a specific date. After soil scientists located and identified the significant natural bodies of soil in the survey area, they drew the boundaries of these bodies on aerial photographs and Custom Soil Resource Report 6 identified each as a specific map unit. Aerial photographs show trees, buildings, fields, roads, and rivers, all of which help in locating boundaries accurately. Custom Soil Resource Report 7 Soil Map The soil map section includes the soil map for the defined area of interest, a list of soil map units on the map and extent of each map unit, and cartographic symbols displayed on the map. Also presented are various metadata about data used to produce the map, and a description of each soil map unit. 8 9 Custom Soil Resource Report Soil Map 44201504420180442021044202404420270442030044203304420150442018044202104420240442027044203004420330567770 567800 567830 567860 567890 567920 567950 567980 568010 568040 568070 567770 567800 567830 567860 567890 567920 567950 567980 568010 568040 568070 39° 55' 49'' N 86° 12' 25'' W39° 55' 49'' N86° 12' 11'' W39° 55' 43'' N 86° 12' 25'' W39° 55' 43'' N 86° 12' 11'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 50 100 200 300 Feet 0 20 40 80 120 Meters Map Scale: 1:1,470 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 Map Unit Polygons Soil Map Unit Lines Soil Map Unit Points Special Point Features Blowout Borrow Pit Clay Spot Closed Depression Gravel Pit Gravelly Spot Landfill Lava Flow Marsh or swamp Mine or Quarry Miscellaneous Water Perennial Water Rock Outcrop Saline Spot Sandy Spot Severely Eroded Spot Sinkhole Slide or Slip Sodic Spot Spoil Area Stony Spot Very Stony Spot Wet Spot Other Special Line Features 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 22, Sep 9, 2021 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Aug 1, 2018—Sep 30, 2018 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. Custom Soil Resource Report 10 Map Unit Legend Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI YbvA Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes 0.7 15.5% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 3.4 72.3% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 0.6 12.2% Totals for Area of Interest 4.7 100.0% Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. Custom Soil Resource Report 11 The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If intensive use of small areas is planned, however, onsite investigation is needed to define and locate the soils and miscellaneous areas. An identifying symbol precedes the map unit name in the map unit descriptions. Each description includes general facts about the unit and gives important soil properties and qualities. Soils that have profiles that are almost alike make up a soil series. Except for differences in texture of the surface layer, all the soils of a series have major horizons that are similar in composition, thickness, and arrangement. Soils of one series can differ in texture of the surface layer, slope, stoniness, salinity, degree of erosion, and other characteristics that affect their use. On the basis of such differences, a soil series is divided into soil phases. Most of the areas shown on the detailed soil maps are phases of soil series. The name of a soil phase commonly indicates a feature that affects use or management. For example, Alpha silt loam, 0 to 2 percent slopes, is a phase of the Alpha series. Some map units are made up of two or more major soils or miscellaneous areas. These map units are complexes, associations, or undifferentiated groups. A complex consists of two or more soils or miscellaneous areas in such an intricate pattern or in such small areas that they cannot be shown separately on the maps. The pattern and proportion of the soils or miscellaneous areas are somewhat similar in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example. An association is made up of two or more geographically associated soils or miscellaneous areas that are shown as one unit on the maps. Because of present or anticipated uses of the map units in the survey area, it was not considered practical or necessary to map the soils or miscellaneous areas separately. The pattern and relative proportion of the soils or miscellaneous areas are somewhat similar. Alpha-Beta association, 0 to 2 percent slopes, is an example. An undifferentiated group is made up of two or more soils or miscellaneous areas that could be mapped individually but are mapped as one unit because similar interpretations can be made for use and management. The pattern and proportion of the soils or miscellaneous areas in a mapped area are not uniform. An area can be made up of only one of the major soils or miscellaneous areas, or it can be made up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example. Some surveys include miscellaneous areas. Such areas have little or no soil material and support little or no vegetation. Rock outcrop is an example. Custom Soil Resource Report 12 Hamilton County, Indiana YbvA—Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57n Elevation: 600 to 1,260 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Brookston and similar soils:65 percent Urban land:30 percent Minor components:5 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Brookston Setting Landform:Till plains, depressions Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Linear, concave Across-slope shape:Concave Parent material:Loess over loamy till Typical profile Ap - 0 to 16 inches: silty clay loam Btg1 - 16 to 32 inches: silty clay loam Btg2 - 32 to 44 inches: loam C - 44 to 60 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:More than 80 inches Drainage class:Poorly drained Runoff class: Negligible Capacity of the most limiting layer to transmit water (Ksat):Moderately high (0.20 to 0.60 in/hr) Depth to water table:About 0 to 12 inches Frequency of flooding:None Frequency of ponding:Frequent Calcium carbonate, maximum content:40 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 8.9 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: B/D Ecological site: F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes Custom Soil Resource Report 13 Minor Components Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit, footslope Landform position (three-dimensional):Talf Down-slope shape:Concave Across-slope shape:Linear Ecological site:F111AY008IN - Wet Till Ridge Hydric soil rating: No YclA—Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes Map Unit Setting National map unit symbol: 2w57p Elevation: 600 to 1,040 feet Mean annual precipitation: 36 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Map Unit Composition Crosby and similar soils:60 percent Urban land:30 percent Minor components:10 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Crosby Setting Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, backslope, footslope Landform position (three-dimensional):Interfluve, rise Down-slope shape:Convex, linear Across-slope shape:Linear, convex Parent material:Silty material or loess over loamy till Typical profile Ap - 0 to 10 inches: silt loam Btg - 10 to 17 inches: silty clay loam 2Bt - 17 to 29 inches: clay loam 2BCt - 29 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:0 to 2 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Somewhat poorly drained Custom Soil Resource Report 14 Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 6 to 24 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:55 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Moderate (about 6.5 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2w Hydrologic Soil Group: C/D Ecological site: F111AY008IN - Wet Till Ridge Hydric soil rating: No Minor Components Williamstown, eroded Percent of map unit:5 percent Landform:Recessionial moraines, ground moraines, water-lain moraines Landform position (two-dimensional):Summit, shoulder, backslope Landform position (three-dimensional):Head slope, nose slope, side slope, crest, rise Down-slope shape:Linear, convex Across-slope shape:Convex, linear Ecological site:F111AY009IN - Till Ridge Hydric soil rating: No Treaty, drained Percent of map unit:5 percent Landform:Swales, water-lain moraines, depressions Landform position (two-dimensional):Footslope, toeslope Landform position (three-dimensional):Base slope, dip Down-slope shape:Linear Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Hydric soil rating: Yes YmsB2—Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded Map Unit Setting National map unit symbol: 2w586 Elevation: 180 to 1,040 feet Mean annual precipitation: 37 to 46 inches Mean annual air temperature: 48 to 55 degrees F Frost-free period: 145 to 180 days Farmland classification: Not prime farmland Custom Soil Resource Report 15 Map Unit Composition Miami, eroded, and similar soils:50 percent Urban land:35 percent Minor components:15 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Miami, Eroded Setting Landform:Till plains Landform position (two-dimensional):Shoulder, backslope, footslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Parent material:Loess over loamy till Typical profile Ap - 0 to 8 inches: silt loam Bt - 8 to 13 inches: silty clay loam 2Bt - 13 to 31 inches: clay loam 2BCt - 31 to 36 inches: loam 2Cd - 36 to 79 inches: loam Properties and qualities Slope:2 to 6 percent Depth to restrictive feature:24 to 40 inches to densic material Drainage class:Moderately well drained Runoff class: High Capacity of the most limiting layer to transmit water (Ksat):Low to moderately high (0.01 to 0.20 in/hr) Depth to water table:About 24 to 36 inches Frequency of flooding:None Frequency of ponding:None Calcium carbonate, maximum content:45 percent Maximum salinity:Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 5.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 2e Hydrologic Soil Group: C Ecological site: F111AY009IN - Till Ridge Other vegetative classification: Trees/Timber (Woody Vegetation) Hydric soil rating: No Minor Components Williamstown Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Shoulder, backslope Landform position (three-dimensional):Side slope Down-slope shape:Convex Across-slope shape:Linear Ecological site:F111AY009IN - Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Custom Soil Resource Report 16 Hydric soil rating: No Treaty Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Toeslope Landform position (three-dimensional):Dip Down-slope shape:Concave Across-slope shape:Concave Ecological site:F111AY007IN - Till Depression Flatwood Other vegetative classification:Mixed/Transitional (Mixed Native Vegetation) Hydric soil rating: Yes Crosby Percent of map unit:5 percent Landform:Till plains Landform position (two-dimensional):Summit Landform position (three-dimensional):Interfluve Down-slope shape:Linear Across-slope shape:Convex Ecological site:F111AY008IN - Wet Till Ridge Other vegetative classification:Trees/Timber (Woody Vegetation) Hydric soil rating: No Custom Soil Resource Report 17 Soil Information for All Uses Soil Reports The Soil Reports section includes various formatted tabular and narrative reports (tables) containing data for each selected soil map unit and each component of each unit. No aggregation of data has occurred as is done in reports in the Soil Properties and Qualities and Suitabilities and Limitations sections. The reports contain soil interpretive information as well as basic soil properties and qualities. A description of each report (table) is included. Soil Physical Properties This folder contains a collection of tabular reports that present soil physical properties. The reports (tables) include all selected map units and components for each map unit. Soil physical properties are measured or inferred from direct observations in the field or laboratory. Examples of soil physical properties include percent clay, organic matter, saturated hydraulic conductivity, available water capacity, and bulk density. Physical Soil Properties (College Park Outdoor Venue) This table shows estimates of some physical characteristics and features that affect soil behavior. These estimates are given for the layers of each soil in the survey area. The estimates are based on field observations and on test data for these and similar soils. Depth to the upper and lower boundaries of each layer is indicated. Particle size is the effective diameter of a soil particle as measured by sedimentation, sieving, or micrometric methods. Particle sizes are expressed as classes with specific effective diameter class limits. The broad classes are sand, silt, and clay, ranging from the larger to the smaller. Sand as a soil separate consists of mineral soil particles that are 0.05 millimeter to 2 millimeters in diameter. In this table, the estimated sand content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Silt as a soil separate consists of mineral soil particles that are 0.002 to 0.05 millimeter in diameter. In this table, the estimated silt content of each soil layer is 18 given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. Clay as a soil separate consists of mineral soil particles that are less than 0.002 millimeter in diameter. In this table, the estimated clay content of each soil layer is given as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of sand, silt, and clay affects the physical behavior of a soil. Particle size is important for engineering and agronomic interpretations, for determination of soil hydrologic qualities, and for soil classification. The amount and kind of clay affect the fertility and physical condition of the soil and the ability of the soil to adsorb cations and to retain moisture. They influence shrink- swell potential, saturated hydraulic conductivity (Ksat), plasticity, the ease of soil dispersion, and other soil properties. The amount and kind of clay in a soil also affect tillage and earthmoving operations. Moist bulk density is the weight of soil (ovendry) per unit volume. Volume is measured when the soil is at field moisture capacity, that is, the moisture content at 1/3- or 1/10-bar (33kPa or 10kPa) moisture tension. Weight is determined after the soil is dried at 105 degrees C. In the table, the estimated moist bulk density of each soil horizon is expressed in grams per cubic centimeter of soil material that is less than 2 millimeters in diameter. Bulk density data are used to compute linear extensibility, shrink-swell potential, available water capacity, total pore space, and other soil properties. The moist bulk density of a soil indicates the pore space available for water and roots. Depending on soil texture, a bulk density of more than 1.4 can restrict water storage and root penetration. Moist bulk density is influenced by texture, kind of clay, content of organic matter, and soil structure. Saturated hydraulic conductivity (Ksat) refers to the ease with which pores in a saturated soil transmit water. The estimates in the table are expressed in terms of micrometers per second. They are based on soil characteristics observed in the field, particularly structure, porosity, and texture. Saturated hydraulic conductivity (Ksat) is considered in the design of soil drainage systems and septic tank absorption fields. Available water capacity refers to the quantity of water that the soil is capable of storing for use by plants. The capacity for water storage is given in inches of water per inch of soil for each soil layer. The capacity varies, depending on soil properties that affect retention of water. The most important properties are the content of organic matter, soil texture, bulk density, and soil structure. Available water capacity is an important factor in the choice of plants or crops to be grown and in the design and management of irrigation systems. Available water capacity is not an estimate of the quantity of water actually available to plants at any given time. Linear extensibility refers to the change in length of an unconfined clod as moisture content is decreased from a moist to a dry state. It is an expression of the volume change between the water content of the clod at 1/3- or 1/10-bar tension (33kPa or 10kPa tension) and oven dryness. The volume change is reported in the table as percent change for the whole soil. The amount and type of clay minerals in the soil influence volume change. Linear extensibility is used to determine the shrink-swell potential of soils. The shrink-swell potential is low if the soil has a linear extensibility of less than 3 percent; moderate if 3 to 6 percent; high if 6 to 9 percent; and very high if more than 9 percent. If the linear extensibility is more than 3, shrinking and swelling can cause Custom Soil Resource Report 19 damage to buildings, roads, and other structures and to plant roots. Special design commonly is needed. Organic matter is the plant and animal residue in the soil at various stages of decomposition. In this table, the estimated content of organic matter is expressed as a percentage, by weight, of the soil material that is less than 2 millimeters in diameter. The content of organic matter in a soil can be maintained by returning crop residue to the soil. Organic matter has a positive effect on available water capacity, water infiltration, soil organism activity, and tilth. It is a source of nitrogen and other nutrients for crops and soil organisms. Erosion factors are shown in the table as the K factor (Kw and Kf) and the T factor. Erosion factor K indicates the susceptibility of a soil to sheet and rill erosion by water. Factor K is one of six factors used in the Universal Soil Loss Equation (USLE) and the Revised Universal Soil Loss Equation (RUSLE) to predict the average annual rate of soil loss by sheet and rill erosion in tons per acre per year. The estimates are based primarily on percentage of silt, sand, and organic matter and on soil structure and Ksat. Values of K range from 0.02 to 0.69. Other factors being equal, the higher the value, the more susceptible the soil is to sheet and rill erosion by water. Erosion factor Kw indicates the erodibility of the whole soil. The estimates are modified by the presence of rock fragments. Erosion factor Kf indicates the erodibility of the fine-earth fraction, or the material less than 2 millimeters in size. Erosion factor T is an estimate of the maximum average annual rate of soil erosion by wind and/or water that can occur without affecting crop productivity over a sustained period. The rate is in tons per acre per year. Wind erodibility groups are made up of soils that have similar properties affecting their susceptibility to wind erosion in cultivated areas. The soils assigned to group 1 are the most susceptible to wind erosion, and those assigned to group 8 are the least susceptible. The groups are described in the "National Soil Survey Handbook." Wind erodibility index is a numerical value indicating the susceptibility of soil to wind erosion, or the tons per acre per year that can be expected to be lost to wind erosion. There is a close correlation between wind erosion and the texture of the surface layer, the size and durability of surface clods, rock fragments, organic matter, and a calcareous reaction. Soil moisture and frozen soil layers also influence wind erosion. Reference: United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. (http://soils.usda.gov) Custom Soil Resource Report 20 Three values are provided to identify the expected Low (L), Representative Value (R), and High (H). Physical Soil Properties–Hamilton County, Indiana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct YbvA— Brookston silty clay loam-Urban land complex, 0 to 2 percent slopes Brookston 0-16 5-13- 19 50-59- 67 28-28- 35 1.30-1.45- 1.60 4.23-9.17-14.11 0.15-0.17-0.2 5 4.0- 4.6- 5.5 3.0- 4.0- 6.0 .28 .28 5 6 48 16-32 5-19- 19 46-47- 67 28-34- 35 1.40-1.50- 1.60 4.23-9.17-14.11 0.14-0.18-0.2 1 3.8- 4.8- 5.3 0.5- 1.3- 2.0 .28 .28 32-44 15-34- 44 25-41- 60 20-25- 35 1.40-1.50- 1.60 4.23-9.17-14.11 0.16-0.18-0.2 0 2.0- 3.0- 5.1 0.5- 1.3- 2.0 .37 .37 44-60 25-36- 60 22-49- 57 12-15- 18 1.60-1.65- 1.70 1.41-2.82-4.23 0.05-0.07-0.1 5 0.9- 1.3- 1.7 0.5- 0.8- 1.0 .49 .49 Urban land ————————— Custom Soil Resource Report 21 Physical Soil Properties–Hamilton County, Indiana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct YclA—Crosby silt loam, fine- loamy subsoil-Urban land complex, 0 to 2 percent slopes Crosby 0-10 6-29- 37 37-56- 81 7-15- 26 1.30-1.45- 1.60 4.23-9.17-14.11 0.17-0.21-0.2 6 0.4- 1.2- 2.6 1.0- 2.5- 3.0 .37 .37 3 5 56 10-17 8-20- 28 28-51- 74 18-29- 45 1.30-1.45- 1.60 4.23-9.17-14.11 0.14-0.21-0.2 1 1.4- 3.0- 5.6 1.0- 1.5- 2.0 .43 .43 17-29 4-39- 49 3-30- 69 16-31- 48 1.45-1.55- 1.65 4.23-9.17-14.11 0.07-0.17-0.1 7 1.2- 3.2- 6.2 0.5- 0.8- 1.0 .32 .32 29-36 23-41- 60 15-34- 57 16-25- 37 1.55-1.65- 1.75 0.42-0.92-1.41 0.07-0.14-0.1 7 1.1- 2.2- 4.0 0.5- 0.8- 1.0 .37 .37 36-79 21-44- 70 4-39- 63 16-17- 37 1.75-1.85- 2.00 0.07-0.22-1.41 0.01-0.02-0.0 3 0.9- 1.1- 3.9 0.0- 0.3- 0.5 .49 .49 Urban land ————————— Custom Soil Resource Report 22 Physical Soil Properties–Hamilton County, Indiana Map symbol and soil name Depth Sand Silt Clay Moist bulk density Saturated hydraulic conductivity Available water capacity Linear extensibility Organic matter Erosion factors Wind erodibility group Wind erodibility index Kw Kf T In Pct Pct Pct g/cc micro m/sec In/In Pct Pct YmsB2—Miami silt loam- Urban land complex, 2 to 6 percent slopes, eroded Miami, eroded 0-8 9-18- 37 51-64- 78 7-18- 26 1.30-1.45- 1.60 4.23-9.17-14.11 0.20-0.22-0.2 4 0.0- 1.5- 2.9 1.0- 2.0- 3.0 .43 .43 3 5 56 8-13 5-20- 20 45-53- 66 24-27- 35 1.40-1.50- 1.60 4.23-9.17-14.11 0.16-0.18-0.2 0 3.0- 4.5- 5.9 0.5- 0.8- 1.0 .37 .37 13-31 15-31- 40 30-38- 50 27-31- 35 1.40-1.55- 1.70 4.23-9.17-14.11 0.07-0.14-0.2 1 3.0- 4.5- 5.9 0.0- 0.3- 0.5 .32 .32 31-36 35-38- 55 30-40- 45 15-22- 25 1.60-1.70- 1.80 1.41-2.82-4.23 0.07-0.12-0.1 7 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .43 .43 36-79 35-45- 60 30-40- 50 10-15- 20 1.75-1.85- 2.00 0.07-0.22-1.41 0.01-0.02-0.0 3 0.0- 1.5- 2.9 0.0- 0.3- 0.5 .49 .49 Urban land ————————— Custom Soil Resource Report 23 References American Association of State Highway and Transportation Officials (AASHTO). 2004. Standard specifications for transportation materials and methods of sampling and testing. 24th edition. American Society for Testing and Materials (ASTM). 2005. Standard classification of soils for engineering purposes. ASTM Standard D2487-00. Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife Service FWS/OBS-79/31. Federal Register. July 13, 1994. Changes in hydric soils of the United States. Federal Register. September 18, 2002. Hydric soils of the United States. Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric soils in the United States. National Research Council. 1995. Wetlands: Characteristics and boundaries. Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service. U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/national/soils/?cid=nrcs142p2_054262 Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for making and interpreting soil surveys. 2nd edition. Natural Resources Conservation Service, U.S. Department of Agriculture Handbook 436. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577 Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of Agriculture, Natural Resources Conservation Service. http:// www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580 Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and Delaware Department of Natural Resources and Environmental Control, Wetlands Section. United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of Engineers wetlands delineation manual. Waterways Experiment Station Technical Report Y-87-1. United States Department of Agriculture, Natural Resources Conservation Service. National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/ home/?cid=nrcs142p2_053374 United States Department of Agriculture, Natural Resources Conservation Service. National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/ detail/national/landuse/rangepasture/?cid=stelprdb1043084 24 United States Department of Agriculture, Natural Resources Conservation Service. National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/ nrcs/detail/soils/scientists/?cid=nrcs142p2_054242 United States Department of Agriculture, Natural Resources Conservation Service. 2006. Land resource regions and major land resource areas of the United States, the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook 296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/? cid=nrcs142p2_053624 United States Department of Agriculture, Soil Conservation Service. 1961. Land capability classification. U.S. Department of Agriculture Handbook 210. http:// www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf Custom Soil Resource Report 25 College Park Church Outdoor Venue Carmel, Indiana Final Stormwater Report APPENDIX APPENDIX 5