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Drainage Report
10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546 Allan H. Weihe, P.E., L.S., - Founder STORMWATER TECHNICAL REPORT For: BEDFORD FALLS OF CARMEL 146th Street Carmel, Hamilton County Indiana Project #W20-0515 Prepared for: Less Impact Development 8910 Purdue Road, Suite 425 Indianapolis, IN 46268 Telephone (317) 816-1230 Contact: Scott Schutz E-mail: scott@equiteamllc.com Prepared By: Travis P. Gaither, P.E. Checked By: Duane A. Sharrer, P.E. Certified By: Travis P. Gaither, P.E. Date: February 16, 2022 Revised: March 24, 2022 July 20, 2022 August 26, 2022 Stormwater Technical Report Prepared For: Bedford Falls of Carmel Carmel, IN Project #W20-0515 TABLE OF CONTENTS 1. Project Narrative a. Project Overview b. Pre-Developed Conditions c. Post-Developed Conditions d. Water Quality e. Exhibits 2. Pre-Developed Drainage Calculations a. Exhibit b. Support Calculations c. ICPR Reports 3. Proposed Detention Calculations a. Exhibit b. Allowable Release Rate Calculation c. Support Calculations d. ICPR Reports e. Outlet Control Structure Detail f. Overflow Weir Calculations g. Spillway Detail/Pond Cross Section Detail 4. Pipe Sizing Calculations a. Exhibits b. Support Calculations c. Hydraflow Reports d. Gutter Spread Calculations e. Inlet Capacity Calculations f. Flood Routing Calculations 5. Water Quality Calculations a. Water Quality Volume Calculations b. Water Quality Structure Calculations c. Diversion Structure Detail d. Water Quality Structure Detail 6. Appendix a. Copper Trace SNF Addition Drainage Report dated 4/30/18 07/09/2021 Dimond Bros. Insurance, LLC 11708 North College Avenue Carmel IN 46032 Laurie Kay (317) 853-3572 (317) 853-3501 laurie.kay@dimondbros.com Weihe Engineers, Inc. 10505 North College Avenue Indianapolis IN 46280 Continental Casualty Company 20443 21-22 Prof/Poll Master A Professional Liability Pollution Incident Liability AEH591931393 07/03/2021 07/03/2022 Limit of Liability $2,000,000 Aggregate Limit $2,000,000 Deductible $25,000 Sample SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. INSURER(S) AFFORDING COVERAGE INSURER F : INSURER E : INSURER D : INSURER C : INSURER B : INSURER A : NAIC # NAME: CONTACT (A/C, No): FAX E-MAIL ADDRESS: PRODUCER (A/C, No, Ext): PHONE INSURED REVISION NUMBER:CERTIFICATE NUMBER:COVERAGES IMPORTANT: If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must have ADDITIONAL INSURED provisions or be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. OTHER: (Per accident) (Ea accident) $ $ N / A SUBR WVD ADDL INSD THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. 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EACH ACCIDENT ER OTH- STATUTE PER LIMITS(MM/DD/YYYY) POLICY EXP (MM/DD/YYYY) POLICY EFF POLICY NUMBERTYPE OF INSURANCELTR INSR DESCRIPTION OF OPERATIONS / LOCATIONS / VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) EXCESS LIAB UMBRELLA LIAB $EACH OCCURRENCE $AGGREGATE $ OCCUR CLAIMS-MADE DED RETENTION $ $PRODUCTS - COMP/OP AGG $GENERAL AGGREGATE $PERSONAL & ADV INJURY $MED EXP (Any one person) $EACH OCCURRENCE DAMAGE TO RENTED $PREMISES (Ea occurrence) COMMERCIAL GENERAL LIABILITY CLAIMS-MADE OCCUR GEN'L AGGREGATE LIMIT APPLIES PER: POLICY PRO- JECT LOC CERTIFICATE OF LIABILITY INSURANCE DATE (MM/DD/YYYY) CANCELLATION AUTHORIZED REPRESENTATIVE ACORD 25 (2016/03) © 1988-2015 ACORD CORPORATION. All rights reserved. CERTIFICATE HOLDER The ACORD name and logo are registered marks of ACORD HIRED AUTOS ONLY Weihe Engineers, Inc.Insured Multiple Names Additional Named Insureds Other Named Insureds OFAPPINF (02/2007)COPYRIGHT 2007, AMS SERVICES INC Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 Stormwater Technical Report Prepared For: Bedford Falls of Carmel Carmel, IN Project #W20-0515 Project Overview: Less Impact Development is proposing to develop a 34 lot residential subdivision to be known as “Bedford Falls of Carmel” on a 16.87 acre tract of undeveloped land. Said development is located on the south side of 146th Street between Spring Mill Road and Ditch Road. Refer to Figure 1.1. The proposed development is on a site at a Latitude of N 39° 59' 54" and Longitude W 86° 10' 28", falling within Clay Township. The site is generally located in the Northwest Quarter of Section 22, Township 18 North, and Range 3 East, in Hamilton County, Indiana. Floodzone: Based upon a scaled interpretation of the Flood Insurance Map No.18057C0206G dated November 19, 2014 for Hamilton County, Indiana, a portion of the subject tract IS located within Zone AE (Special Flood Hazard Area inundated by 100-year flood-Base Flood Elevations determined). Refer to Figure 1.2. State or Federal Water Quality Permits: This site with require a state Construction Stormwater General Permit. No other state or federal water quality permits will be required. Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 Pre-Developed Conditions: Currently the tract is covered by a horse farm. There is one large building with various smaller outbuildings around the property, and many wooden fences across the land. The land is primarily covered with grassy pasture. There are also woods along the western property line. The site is adjoined by single family residential subdivision to the east, west and south. 146th Street runs along the northern boundary with additional single family residential subdivision north of the road. Refer to Figure 1.3. The tract consists of the following soil types: Brookston Silty Clay Loam-Urban Land Complex, Crosby Silt Loam-Urban Land Complex, Miami Silt Loam-Urban Land Complex. A soil map has been included with this report. An abbreviated NRCS Soils Report can be found in Section 1 of this report. Detailed topography from survey work by Weihe Engineers, Inc. was used to determine the Pre-Developed Basin Map, Figure 2.1. A 12.20 acre watershed (EX-E) drains to Williams Creek, which runs from the from north to south adjacent to the eastern property line. The Hinshaw-Henley Drain is a 36” RCP that crosses the northern portion of the site, entering the site at the northwest corner and discharging into Williams Creek. Two smaller watersheds are located in the southern portion of the site and drain onto the adjacent subdivisions. A 4.07 acre watershed (EX-SE) drains to the south and southeast, and a 0.61 acre watershed (EX-SW) drains across the western boundary at the southwest corner. Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 Post-Developed Conditions: The development will be a residential subdivision that consists of 34 lots, with associated roads, sidewalks, driveways and multi-use asphalt paths servicing the lots in the subdivision. There is one proposed wet pond on the site. The pond is located in the eastern portion of the site adjacent to Williams Creek. The pond will discharge through a proposed outlet control structure that connects to the existing 36” Hinshaw-Henley Drain. The Hinshaw-Henley Drain will be re-routed across the proposed site and through the proposed pond. The existing portion of the Hinshaw-Henley Drain between the outlet control structure and where it is re-routed near the western property line will be removed. The detention outlet and storm sewers will be designed per Hamilton County Surveyor’s Office standards. The detention pond and water quality features will be designed per City of Carmel standards. Stormwater from the site will be detained to meet the allowable release rates based on the Hamilton County Stormwater Technical Standards Manual. Allowable release rates were calculated by multiplying the existing watershed area draining to Williams Creek by the restricted rates of 0.1 cfs/acre and 0.3 cfs/acre for the 10-year and 100-year storms, see Section 3 for calculation. The existing basin labeled EX-E on Figure 2.1 was used in the allowable release rate calculation. The 1.37 acre basin labeled DIR-E in Figure 3.1 was subtracted from the allowable release rate area because it drains directly into Williams Creek without being detained. The pond was initially modeled only using onsite watersheds to show that the developed land is being detained and released per Hamilton County Standards for the 10-year and 100-year storms. After the outlet control structure was designed for the pond, the offsite flow was then added to the drainage model, and the model is executed again to determine how the system will route the offsite flow. Centennial and Centennial South drainage reports indicate that all flows leaving those developments will be routed directly to Williams Creek and no flow from those developments will be routed to the Hinshaw- Henley Drain. The drainage report from Copper Trace dated 4/30/18 indicates that 1.24 cfs enters the Hinshaw-Henley Drain during the 10-year storm and 4.70 cfs enters during the 100-year storm. This flow has been accounted for in the ICPR detention model by attaching a flow hydrograph to the pond representing each storm event. Offsite runoff from west of the site and 146th Street right of way that enters the Hinshaw-Henley Drain has also been added to the detention model as well. The flows from Copper Trace and these offsite basins (OFF-N=0.65 ac. and OFF-W=6.72 ac.) will account for all of the offsite flows draining through this development. Additionally, the BFE for Williams Creek was added to the model to create a tailwater condition. The BFE of Williams Creek where the pipe enters the Creek is 886.3, per the Indiana DNR website. The outlet control structure was designed to have a 5.25” weir at 882.30, a 7.5” weir at 884.50, and the top of the structure at 886.20 to meet the release rate requirements. However, the City of Carmel requires that the minimum weir diameter be 6”, therefore, the 5.25” weir from the calculations has been shown as a 6” weir on the outlet control structure detail. Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 Calculations with the 6” weir have also been included in the ICPR model. A summary of the release rates when modeling onsite watersheds and detention pond elevations when modeling offsite basins and tailwater are shown below, see Section 3 for calculations. Release Rate Comparison (Onsite Basins Only) Storm Event Pre-Developed Flowrate (cfs) Allowable Release Rate (cfs) Pr. Release Rate w/ 5.25” Weir (cfs) Pr. Release Rate w/ 6” Weir (cfs) 10-YR 9.95 1.08 1.01 1.28 100-YR 28.42 3.25 3.12 3.47 Pond Staging Results (Onsite/Offsite Basins, Tailwater, 5.25” Weir) Normal Pool Area (ac.) Normal Pool Elev. 2-yr Stage 10-yr Stage 100-yr Stage Spillway Elevation 0.936 882.3 883.52 885.62 886.99 887.5 The development will be designed to adequately pass all the offsite runoff in the Hinshaw-Henley Drain across the site into the proposed pond. The proposed pond will be designed to detain the onsite runoff per requirements and pass the offsite runoff through the pond and into Williams Creek. The tailwater for Williams Creek has been factored into the detention model as well. Williams Creek is typically a perennial stream. The banks of the creek are wooded with rear yards of homes and common areas of subdivisions lying beyond the wooded banks. The development will not have a negative effect on the creek downstream of the site, due to the reduced peak runoff rates and the removal of sediment from the runoff. A picture of Williams Creek looking downstream of the pipe outlet is shown below. Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 100-year Drawdown A graph showing the 100-year drawdown of the proposed pond is included in Section 3 of this report. The graph shows the pond does not draw down to provide 90% of the original detention capacity in 48 hours from the start of the storm. However, if the drawdown requirement is met, then the allowable release rates would be exceeded. Storm Sewers The storm sewer system is designed to convey stormwater at a minimum velocity of 2.5 feet/second through reinforced concrete pipes while maintaining a hydraulic grade line (HGL) elevation below the top of castings during a 10-year storm event. Storm sewers calculations are in Section 4 of this report, see Figures 4.1-4.3. Bedford Falls of Carmel Weihe Engineers, INC. 7/20/2022 Water Quality: Bedford Falls of Carmel will utilize one (1) extended Wet Detention Basin and one (1) mechanical WQ structure to meet the standards for Water Quality as defined in Chapter 700 of the City of Carmel’s Stormwater Technical Standards Manual. These features were sized using the methodology described in said manual. The water quality volume is calculated with the following equation: WQv = (P)*(Rv)*(A) /12 WQv = Water Quality Volume P = 1 inch of rainfall Rv = Volumetric runoff coefficient (0.05 + 0.009 (I)) A = Area A value of 44% was used for the impervious percent in the Volumetric Runoff coefficient calculations. Refer to Section 5 for calculations and maps. Pond: Water Quality Volume 0.584 Acre-Feet 3x Water Quality Volume 1.751 Acre-Feet Provided Volume (Below N.P.) 3.945 Acre-Feet The pond provides adequate volume below normal pool to account for 3 times the water quality volume. Additionally, an offline Contech Cascade CS-8 has been sized to treat the runoff prior to entering the Wet Detention Basin. An impervious % flowing through the SQU is 42.6%, resulting in a CNwq of 92.6. The treatment flow rate is calculated to be 5.14 cfs. See Section 5 of this report for water quality structure calculations. LOCATION MAP Date: February 16, 2022FIGURE 1.1 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION BEDFORD FALLS OF CARMEL CARMEL, IN FEMA MAP Date: February 16, 2022FIGURE 1.2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION BEDFORD FALLS OF CARMEL CARMEL, IN AERIAL MAP Date: February 16, 2022FIGURE 1.3 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S PROJECT LOCATION BEDFORD FALLS OF CARMEL CARMEL, IN Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2021 Page 1 of 3442766044277104427760442781044278604427910442796044280104427710442776044278104427860442791044279604428010570190570240570290570340570390570440570490570540570590570640570690570740 570240 570290 570340 570390 570440 570490 570540 570590 570640 570690 570740 39° 59' 57'' N 86° 10' 39'' W39° 59' 57'' N86° 10' 16'' W39° 59' 46'' N 86° 10' 39'' W39° 59' 46'' N 86° 10' 16'' WN Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 16N WGS84 0 100 200 400 600 Feet 0 35 70 140 210 Meters Map Scale: 1:2,520 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 21, Jun 4, 2020 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. Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2021 Page 2 of 3 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 10.7 60.9% YclA Crosby silt loam, fine-loamy subsoil-Urban land complex, 0 to 2 percent slopes 6.2 35.4% YmsB2 Miami silt loam-Urban land complex, 2 to 6 percent slopes, eroded 0.0 0.0% YmsC2 Miami silt loam-Urban land complex, 6 to 12 percent slopes, eroded 0.7 3.7% Totals for Area of Interest 17.5 100.0% Soil Map—Hamilton County, Indiana Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 9/28/2021 Page 3 of 3 35(-DEVELOPED '5$,1$*(CALCULATIONS W W W W WGGGGGGGGG GOHUOHUOHUOHUOHUOHUOHUOHU EREMOVE 15" CMP 146TH STREETVAR. WIDTH ROWWWWWWPARKHURSTDRIVEE BIRDSONG LANE 146THSTREET KIRKLEES DRIVE QUAIL POINT DRIVEEX-E 12.20 AC EX-SE 4.07 AC EX-SW 0.61 AC FIGURE 2.1 PRE-DEVELOPED BASIN MAP Date: March 24, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN Chapter 2 2–5(210-VI-TR-55, Second Ed., June 1986) Technical Release 55 Urban Hydrology for Small Watersheds Estimating Runoff Table 2-2a Runoff curve numbers for urban areas 1/ Curve numbers for ------------------------------------------- Cover description ----------------------------------------- -----------hydrologic soil group ------------- Average percent Cover type and hydrologic condition impervious area 2/ABCD Fully developed urban areas (vegetation established) Open space (lawns, parks, golf courses, cemeteries, etc.) 3/: Poor condition (grass cover < 50%).......................................... 68 79 86 89 Fair condition (grass cover 50% to 75%) .................................. 49 69 79 84 Good condition (grass cover > 75%)......................................... 39 61 74 80 Impervious areas: Paved parking lots, roofs, driveways, etc. (excluding right-of-way)............................................................. 98 98 98 98 Streets and roads: Paved; curbs and storm sewers (excluding right-of-way) ................................................................................ 98 98 98 98 Paved; open ditches (including right-of-way).......................... 83 89 92 93 Gravel (including right-of-way) ................................................. 76 85 89 91 Dirt (including right-of-way)...................................................... 72 82 87 89 Western desert urban areas: Natural desert landscaping (pervious areas only) 4/..................... 63 77 85 88 Artificial desert landscaping (impervious weed barrier, desert shrub with 1- to 2-inch sand or gravel mulch and basin borders) ...................................................................... 96 96 96 96 Urban districts: Commercial and business ................................................................. 85 89 92 94 95 Industrial ............................................................................................. 72 81 88 91 93 Residential districts by average lot size: 1/8 acre or less (town houses).......................................................... 65 77 85 90 92 1/4 acre ................................................................................................ 38 61 75 83 87 1/3 acre ................................................................................................ 30 57 72 81 86 1/2 acre ................................................................................................ 25 54 70 80 85 1 acre ................................................................................................... 20 51 68 79 84 2 acres.................................................................................................. 12 46 65 77 82 Developing urban areas Newly graded areas (pervious areas only, no vegetation) 5/................................................................77 86 91 94 Idle lands (CN’s are determined using cover types similar to those in table 2-2c). 1 Average runoff condition, and Ia = 0.2S. 2 The average percent impervious area shown was used to develop the composite CN’s. Other assumptions are as follows: impervious areas are directly connected to the drainage system, impervious areas have a CN of 98, and pervious areas are considered equivalent to open space in good hydrologic condition. CN’s for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN’s shown are equivalent to those of pasture. Composite CN’s may be computed for other combinations of open space cover type. 4 Composite CN’s for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN = 98) and the pervious area CN. The pervious area CN’s are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN’s to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage) and the CN’s for the newly graded pervious areas. Technical Release 55 Urban Hydrology for Small Watersheds Estimating RunoffChapter 2 2–6 (210-VI-TR-55, Second Ed., June 1986) Table 2-2b Runoff curve numbers for cultivated agricultural lands 1/ Curve numbers for ------------------------------------------ Cover description --------------------------------------------- ------------- hydrologic soil group ---------------- Hydrologic Cover type Treatment 2/condition 3/ABCD Fallow Bare soil — 77 86 91 94 Crop residue cover (CR) Poor 76 85 90 93 Good 74 83 88 90 Row crops Straight row (SR) Poor 72 81 88 91 Good 67 78 85 89 SR + CR Poor 71 80 87 90 Good 64 75 82 85 Contoured (C) Poor 70 79 84 88 Good 65 75 82 86 C + CR Poor 69 78 83 87 Good 64 74 81 85 Contoured & terraced (C&T) Poor 66 74 80 82 Good 62 71 78 81 C&T+ CR Poor 65 73 79 81 Good 61 70 77 80 Small grain SR Poor 65 76 84 88 Good 63 75 83 87 SR + CR Poor 64 75 83 86 Good 60 72 80 84 C Poor 63 74 82 85 Good 61 73 81 84 C + CR Poor 62 73 81 84 Good 60 72 80 83 C&T Poor 61 72 79 82 Good 59 70 78 81 C&T+ CR Poor 60 71 78 81 Good 58 69 77 80 Close-seeded SR Poor 66 77 85 89 or broadcast Good 58 72 81 85 legumes or C Poor 64 75 83 85 rotation Good 55 69 78 83 meadow C&T Poor 63 73 80 83 Good 51 67 76 80 1 Average runoff condition, and Ia=0.2S 2 Crop residue cover applies only if residue is on at least 5% of the surface throughout the year. 3 Hydraulic condition is based on combination factors that affect infiltration and runoff, including (a) density and canopy of vegetative areas, (b) amount of year-round cover, (c) amount of grass or close-seeded legumes, (d) percent of residue cover on the land surface (good ≥ 20%), and (e) degree of surface roughness. Poor: Factors impair infiltration and tend to increase runoff. Good: Factors encourage average and better than average infiltration and tend to decrease runoff. Chapter 2 2–7(210-VI-TR-55, Second Ed., June 1986) Technical Release 55 Urban Hydrology for Small Watersheds Estimating Runoff Table 2-2c Runoff curve numbers for other agricultural lands 1/ Curve numbers for --------------------------------------- Cover description -------------------------------------- ------------ hydrologic soil group --------------- Hydrologic Cover type condition A B C D Pasture, grassland, or range—continuous Poor 68 79 86 89 forage for grazing. 2/Fair 49 69 79 84 Good 39 61 74 80 Meadow—continuous grass, protected from — 30 58 71 78 grazing and generally mowed for hay. Brush—brush-weed-grass mixture with brush Poor 48 67 77 83 the major element. 3/Fair 35 56 70 77 Good 30 4/48 65 73 Woods—grass combination (orchard Poor 57 73 82 86 or tree farm). 5/Fair 43 65 76 82 Good 32 58 72 79 Woods. 6/Poor 45 66 77 83 Fair 36 60 73 79 Good 30 4/55 70 77 Farmsteads—buildings, lanes, driveways, — 59 74 82 86 and surrounding lots. 1 Average runoff condition, and Ia = 0.2S. 2 Poor:<50%) ground cover or heavily grazed with no mulch. Fair:50 to 75% ground cover and not heavily grazed. Good:> 75% ground cover and lightly or only occasionally grazed. 3 Poor: <50% ground cover. Fair:50 to 75% ground cover. Good:>75% ground cover. 4 Actual curve number is less than 30; use CN = 30 for runoff computations. 5 CN’s shown were computed for areas with 50% woods and 50% grass (pasture) cover. Other combinations of conditions may be computed from the CN’s for woods and pasture. 6 Poor:Forest litter, small trees, and brush are destroyed by heavy grazing or regular burning. Fair:Woods are grazed but not burned, and some forest litter covers the soil. Good:Woods are protected from grazing, and litter and brush adequately cover the soil. Basin Type of Cover/Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN EX-E 0% 55% 45% 0% Farmstead 24% 59 74 82 86 77.6 0% 55% 45% 0% Open Space (Good Cond.) 76% 39 61 74 80 66.9 EX-E 100%69.4 EX-SW 0% 66% 34% 0% Open Space (Good Cond.) 100% 39 61 74 80 65.4 EX-SE 0% 71% 29% 0% Open Space (Good Cond.) 100% 39 61 74 80 64.8 Soil Group % Curve Number (CN) Bedford Falls 3/24/2022 W200515 TPG BCH Project: Date: Job No.: Checked By: Prepared By: Weighted Curve Number Calculations Existing Conditions Shallow Conc Flow Travel Time: Channel Flow Travel Time: Farm Field 0.17 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall= 2.66 Overland Flow Travel Time: Tc minimum= 5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) EX-E 100 0.90 0.24 22 0 1268 0.80 U 1.44 15 0 36 EX-SW 100 0.80 0.24 23 0 30 1.50 U 1.98 0 0 23 EX-SE 100 1.10 0.24 20 0 372 0.50 U 1.14 5 0 25 Overland Flow Overland Flow Shallow Conc. Flow Channel Flow Prepared By:BCH Mannings Values (n) Overland Flow Time of Concentration Calculations Existing Conditions Channel Flow Bedford Falls 3/24/2022 W200515 Checked By: Job No.: Date: Project: TPG Rainfall Depth (Inches) Return Period (Years) Duration 2 5 10 25 50 100 24 Hrs. 2.66 3.27 3.83 4.72 5.52 6.46 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992.(Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-4: NRCS Type 2 Rainfall Distribution Ordinates (for use when not already built in the computer program ) Cumulative Percent Cumulative Percent of Storm Depth Cumulative Percent Cumulative Percent of Storm Depth of Storm Time of Storm Time 0 0 52 73 4 1 53 75 10 2.5 54 77 15 4 55 78 20 6 56 80 25 8 57 81 30 10 58 82 33 12 60 83.5 35 13 63 86 38 15 65 87 40 16.5 67 88 42 19 70 89.5 43 20 72 91 44 21 75 92 45 22 77 93 46 23 80 94 47 26 83 95 48 30 85 96 48.5 34 87 97 48.7 37 90 98 49 50 95 99 50 64 100 100 51 71 200-7 BEDFORD FALLS OF CARMEL PRE-DEVELOPED CONDITIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: EX-E Node: Williams Creek Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 36.00 Area(ac): 12.200 Time Shift(hrs): 0.00 Curve Number: 69.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------- ------ Name: EX-SE Node: BNDY-SE Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 25.00 Area(ac): 4.070 Time Shift(hrs): 0.00 Curve Number: 64.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------- ------ Name: EX-SW Node: BNDY-SW Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 23.00 Area(ac): 0.610 Time Shift(hrs): 0.00 Curve Number: 65.40 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: BNDY-SE Base Flow(cfs): 0.000 Init Stage(ft): 893.500 Group: BASE Warn Stage(ft): 893.500 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 893.500 99.00 893.500 ------------------------------------------------------------------------------------------ Name: BNDY-SW Base Flow(cfs): 0.000 Init Stage(ft): 896.000 Group: BASE Warn Stage(ft): 896.000 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 896.000 99.00 896.000 ------------------------------------------------------------------------------------------ Name: Williams Creek Base Flow(cfs): 0.000 Init Stage(ft): 880.000 Group: BASE Warn Stage(ft): 886.300 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 880.000 99.00 880.000 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\002YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002YR-24HR Hydrology Sim: 002YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\002YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------- ------ Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------- ------ Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\EXISTING\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: Legal Drain 10 Node: Pond Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 2.500 0.330 5.000 0.340 7.500 0.350 10.000 1.310 12.500 46.460 15.000 49.040 17.500 35.000 20.000 27.000 22.500 22.000 25.000 18.000 27.500 12.000 30.000 8.000 32.500 4.000 35.000 2.000 37.500 1.000 60.000 0.000 ---------------------------------------------------------------------------------------------- ------ Name: Legal Drain 100 Node: Pond Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 2.500 0.462 5.000 0.476 7.500 0.490 10.000 1.830 12.500 65.040 15.000 68.656 17.500 49.000 20.000 37.800 22.500 30.800 25.000 25.200 27.500 16.800 30.000 11.200 32.500 5.600 35.000 2.800 37.500 1.400 60.000 0.000 ---------------------------------------------------------------------------------------------- ------ Name: 100YR Node: Williams Creek Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 880.000 12.000 880.000 13.000 880.500 14.000 881.500 15.000 886.200 16.000 886.300 17.000 886.200 36.000 882.000 42.000 881.000 60.000 880.000 BEDFORD FALLS OF CARMEL PRE-DEVELOPED CONDITIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 002YR-24HR EX-E BASE 12.32 3.68 0.510 22600 010YR-24HR EX-E BASE 12.32 9.95 1.180 52247 100YR-24HR EX-E BASE 12.24 28.42 3.111 137789 002YR-24HR EX-SE BASE 12.22 0.88 0.353 5215 010YR-24HR EX-SE BASE 12.17 3.11 0.919 13584 100YR-24HR EX-SE BASE 12.17 10.08 2.669 39427 002YR-24HR EX-SW BASE 12.16 0.15 0.372 823 010YR-24HR EX-SW BASE 12.16 0.51 0.951 2106 100YR-24HR EX-SW BASE 12.11 1.60 2.724 6032 W W W W W G G G G G G G G G GOHUOHUOHUOHUOHUOHUOHUOHU 146TH STREET VAR. WIDTH ROW W W W W W WPARKHURSTDRIVE BIRDSONG LANE 146TH STREET QUAIL POINT DRIVEBFE 886.9 BFE 886.2ZONE AE ZONE AE ZONE AE ZONE AE 26 1 7 8 9 11 12 10 13 28 27 24 25 23 16 17 18 14 3 2 5 4 29 30 31 32 33 34 192022 6 21 15 W WWWWWWW WWW W WWWWW W * * * * ** * * ** ** * * ** ** * * C.A. AC.A. A C.A. B C.A. A C.A. C C.A. C GUARDRAIL FMFM**FMFMDIR-E 1.37 AC POND 15.70 AC OFF-N 0.65 AC OFF-W 6.72 AC G GOHU OHUWWWWPARKHURSTDRIVESTONEGATE COURT1 WWWW*******C.A. A**OFF-W6.72 AC FIGURE 3.1 POST-DEVELOPED BASIN MAP Date: July 20, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN Basin Name Area (Ac.) 10-yr Allowable Flow (cfs) 100-yr Allowable Flow (cfs) EX-E 12.20 1.22 3.66 10-YR 0.1 DIR-E 1.37 0.14 0.41 100-YR 0.3 TOTAL 10.83 1.08 3.25 Allowable Release Rate Multiplier (cfs/ac) TPG BCHPrepared By: Checked By: Job No.: Allowable Release Rate Calculations Bedford Falls 6/29/2022 W200515 Date: Project: Basin Type of Cover/Percent Weighted Name A B C D Condition of Cover of Basin A B C D CN POND 0% 0% 59% 41% Impervious 44% 98 98 98 98 98.0 0% 0% 59% 41% Open Space (Good Cond.) 56% 39 61 74 80 76.5 POND 100%85.9 OFF-N 0% 0% 0% 100% Impervious 49% 98 98 98 98 98.0 0% 0% 0% 100% Open Space (Good Cond.) 51% 39 61 74 80 80.0 OFF-N 100%88.8 OFF-W 0% 0% 52% 48% Impervious 43% 98 98 98 98 98.0 0% 62% 38% 0% Woods-Grass (Good Cond.) 32% 32 58 72 79 63.3 0% 0% 52% 48% Open Space (Good Cond.) 25% 39 61 74 80 76.9 OFF-W 100%81.6 Total Lot Area = 278,435 sf 50% Max Lot Imp. Allowable Area = 139,218 sf Street/Curb Area = 68,507 sf Sidewalk Area = 19,293 sf Walking Path Area = 15,671 sf Driveway Area in ROW = 3,808 sf Estimated Amenity Imp. Area = 16,390 sf Pond NP Area = 40,774 sf Total Pond Watershed Impervious Area = 303661 sf Total Pond Impervious Area = 6.97 ac Total Pond Watershed Area = 15.70 ac Pond Watershed Impervious % = 44% Weighted Curve Project:Bedford Falls Number Calculations Date:7/20/2022 Prepared By:BCH Soil Group % Curve Number (CN) Job No.:W200515 Proposed Conditions Checked By:TPG Shallow Conc Flow Travel Time: Channel Flow Travel Time: Farm Field 0.17 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall= 2.66 Overland Flow Travel Time: Tc minimum= 5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) POND 75 1.00 0.24 16 15 2.67 0.24 3 242 1.20 U 1.77 2 1531 3.00 9 30 OFF-N 0 0 0 3.00 0 5 OFF-W 100 2.80 0.24 14 0 45 2.80 U 2.70 0 3.00 0 14 Prepared By:BCH Time of Concentration Calculations Project:Bedford Falls Proposed Conditions Date:7/20/2022 Job No.:W200515 Checked By:TPG Channel Flow Mannings Values (n) Overland Flow Channel Flow Overland Flow Overland Flow Shallow Conc. Flow A:PONDU:PONDT:Williams CreekD:Pond OCSW:POND WEIRBEDFORD FALLS OF CARMEL - W20-0515POST-DEVELOPED CONDITIONSICPR ROUTING SCHEMATICU:OFF-NU:OFF-W BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: OFF-N Node: POND Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 5.00 Area(ac): 0.650 Time Shift(hrs): 0.00 Curve Number: 88.80 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------- ------ Name: OFF-W Node: POND Status: Onsite Group: OFFSITE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 14.00 Area(ac): 6.720 Time Shift(hrs): 0.00 Curve Number: 81.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ---------------------------------------------------------------------------------------------- ------ Name: POND Node: POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 30.00 Area(ac): 15.700 Time Shift(hrs): 0.00 Curve Number: 85.90 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: POND Base Flow(cfs): 0.000 Init Stage(ft): 882.300 Group: BASE Warn Stage(ft): 887.500 Type: Stage/Area Stage(ft) Area(ac) --------------- --------------- 882.300 0.9360 883.000 0.9970 884.000 1.0870 885.000 1.1790 886.000 1.2730 887.000 1.3700 887.500 1.4200 888.000 1.4690 ------------------------------------------------------------------------------------------ Name: Williams Creek Base Flow(cfs): 0.000 Init Stage(ft): 880.000 Group: BASE Warn Stage(ft): 886.300 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 880.000 99.00 880.000 ========================================================================================== ==== Drop Structures ===================================================================== ========================================================================================== Name: Pond OCS From Node: Pond Length(ft): 267.00 Group: BASE To Node: Williams Creek Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): 36.00 36.00 Flow: Both Rise(in): 36.00 36.00 Entrance Loss Coef: 0.500 Invert(ft): 880.800 880.000 Exit Loss Coef: 1.000 Manning's N: 0.013000 0.013000 Outlet Ctrl Spec: Use dc or tw Top Clip(in): 0.000 0.000 Inlet Ctrl Spec: Use dc Bot Clip(in): 0.000 0.000 Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure Pond OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 5.25 Invert(ft): 882.300 Rise(in): 5.25 Control Elev(ft): 882.300 *** Weir 2 of 3 for Drop Structure Pond OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Vertical: Mavis Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Circular Orifice Disc Coef: 0.600 Span(in): 7.50 Invert(ft): 884.500 Rise(in): 7.50 Control Elev(ft): 884.500 *** Weir 3 of 3 for Drop Structure Pond OCS *** TABLE Count: 1 Bottom Clip(in): 0.000 Type: Horizontal Top Clip(in): 0.000 Flow: Both Weir Disc Coef: 3.200 Geometry: Rectangular Orifice Disc Coef: 0.600 Span(in): 48.00 Invert(ft): 886.200 Rise(in): 48.00 Control Elev(ft): 886.200 ========================================================================================== ==== Weirs =============================================================================== ========================================================================================== Name: POND WEIR From Node: Pond Group: BASE To Node: Williams Creek Flow: Both Count: 1 Type: Vertical: Fread Geometry: Trapezoidal Bottom Width(ft): 374.00 Left Side Slope(h/v): 22.00 Right Side Slope(h/v): 15.00 Invert(ft): 887.500 Control Elevation(ft): 887.500 Struct Opening Dim(ft): 9999.00 TABLE Bottom Clip(ft): 0.000 Top Clip(ft): 0.000 Weir Discharge Coef: 3.200 Orifice Discharge Coef: 0.600 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 002YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\002YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 2.66 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\010YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\100YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: OFF-010YR Filename: C:\USERS\GAITHERT\DESKTOP\WORK\BEDFORD FALLS\ICPR\OFF-010YR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 3.83 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ---------------------------------------------------------------------------------------------- ------ Name: OFF-100YR Filename: C:\USERS\GAITHERT\DESKTOP\WORK\BEDFORD FALLS\ICPR\OFF-100YR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 6.46 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 ========================================================================================== ==== Routing Simulations ================================================================= ========================================================================================== Name: 002YR-24HR Hydrology Sim: 002YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\002YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------- ------ Name: 010YR-24HR Hydrology Sim: 010YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------- ------ Name: 100YR-24HR Hydrology Sim: 100YR-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 84.0000 Boundary Stages: Boundary Flows: Time(hrs) Print Inc(min) --------------- --------------- 84.000 5.000 Group Run --------------- ----- BASE Yes ---------------------------------------------------------------------------------------------- ------ Name: LD-010YR-24HR Hydrology Sim: OFF-010YR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\LD-010YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 60.0000 Boundary Stages: Boundary Flows: CT 10 Time(hrs) Print Inc(min) --------------- --------------- 60.000 5.000 Group Run --------------- ----- BASE Yes OFFSITE Yes ---------------------------------------------------------------------------------------------- ------ Name: LD-100YR-24HR Hydrology Sim: OFF-100YR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\LD-100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 84.0000 Boundary Stages: Boundary Flows: CT 100 Time(hrs) Print Inc(min) --------------- --------------- 84.000 5.000 Group Run --------------- ----- BASE Yes OFFSITE Yes ---------------------------------------------------------------------------------------------- ------ Name: TW-100YR-24HR Hydrology Sim: OFF-100YR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\ICPR\TW-100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: 0.00500 Time Step Optimizer: 10.000 Start Time(hrs): 0.000 End Time(hrs): 60.00 Min Calc Time(sec): 0.5000 Max Calc Time(sec): 84.0000 Boundary Stages: 100YR Boundary Flows: CT 100 Time(hrs) Print Inc(min) --------------- --------------- 84.000 5.000 Group Run --------------- ----- BASE Yes OFFSITE Yes ========================================================================================== ==== Boundary Conditions ================================================================= ========================================================================================== Name: CT 10 Node: Pond Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 2.500 0.030 5.000 0.090 7.500 0.300 10.000 0.900 12.500 1.200 15.000 1.240 17.500 1.200 20.000 1.000 22.500 0.800 25.000 0.600 27.500 0.400 30.000 0.300 32.500 0.200 35.000 0.100 37.500 0.050 60.000 0.000 ---------------------------------------------------------------------------------------------- ------ Name: CT 100 Node: Pond Type: Flow Time(hrs) Flow(cfs) --------------- --------------- 0.000 0.000 2.500 0.100 5.000 0.300 7.500 0.900 10.000 1.800 12.500 4.500 15.000 4.700 17.500 4.500 36.000 1.700 48.000 0.800 60.000 0.500 84.000 0.000 ---------------------------------------------------------------------------------------------- ------ Name: 100YR Node: Williams Creek Type: Stage Time(hrs) Stage(ft) --------------- --------------- 0.000 880.000 12.000 880.000 13.000 880.500 14.000 881.500 15.000 886.200 16.000 886.300 17.000 886.200 36.000 882.000 42.000 881.000 60.000 880.000 BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- OFF-010YR OFF-N OFFSITE 12.00 2.45 2.642 6233 OFF-100YR OFF-N OFFSITE 12.00 4.52 5.153 12158 OFF-010YR OFF-W OFFSITE 12.04 16.71 2.024 49362 OFF-100YR OFF-W OFFSITE 12.04 35.37 4.363 106427 002YR-24HR POND BASE 12.20 18.12 1.367 77882 010YR-24HR POND BASE 12.20 31.55 2.381 135693 100YR-24HR POND BASE 12.20 62.65 4.830 275291 BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR NODE REPORT (5.25" WEIR) Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------- POND 002YR-24HR 883.52 887.50 0.0050 45479 17.69 0.72 POND 010YR-24HR 884.48 887.50 0.0050 49256 30.96 1.01 POND 100YR-24HR 886.19 887.50 0.0050 56252 61.81 3.12 POND LD-010YR-24HR 885.62 887.50 0.0050 53881 45.47 2.60 POND LD-100YR-24HR 886.99 887.50 0.0050 59630 94.74 39.10 POND TW-100YR-24HR 886.99 887.50 0.0050 59630 94.74 39.10 Williams Creek 002YR-24HR 880.00 886.30 0.0000 0 0.72 0.00 Williams Creek 010YR-24HR 880.00 886.30 0.0000 0 1.01 0.00 Williams Creek 100YR-24HR 880.00 886.30 0.0000 0 3.12 0.00 Williams Creek LD-010YR-24HR 880.00 886.30 0.0000 0 2.60 0.00 Williams Creek LD-100YR-24HR 880.00 886.30 0.0000 0 39.10 0.00 Williams Creek TW-100YR-24HR 886.30 886.30 0.1097 0 39.10 0.00 BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR LINK REPORT (5.25" WEIR) Max Max Max Max Name Simulation Flow Delta Q US Stage DS Stage cfs cfs ft ft ----------------------------------------------------------------------- Pond OCS 002YR-24HR 0.72 0.005 883.52 880.00 Pond OCS 010YR-24HR 1.01 0.006 884.48 880.00 Pond OCS 100YR-24HR 3.12 -0.008 886.19 880.00 Pond OCS LD-010YR-24HR 2.60 0.006 885.62 880.00 Pond OCS LD-100YR-24HR 39.10 -0.207 886.99 880.00 Pond OCS TW-100YR-24HR 39.10 -0.355 886.99 886.30 POND WEIR 002YR-24HR 0.00 0.000 883.52 880.00 POND WEIR 010YR-24HR 0.00 0.000 884.48 880.00 POND WEIR 100YR-24HR 0.00 0.000 886.19 880.00 POND WEIR LD-010YR-24HR 0.00 0.000 885.62 880.00 POND WEIR LD-100YR-24HR 0.00 0.000 886.99 880.00 POND WEIR TW-100YR-24HR 0.00 0.000 886.99 886.30 BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR NODE REPORT (6" WEIR) Max Warning Max Delta Max Surf Max Max Name Simulation Stage Stage Stage Area Inflow Outflow ft ft ft ft2 cfs cfs ------------------------------------------------------------------------------------------- POND 002YR-24HR 883.47 887.50 0.0050 45257 17.68 0.90 POND 010YR-24HR 884.38 887.50 0.0050 48858 30.97 1.28 POND 100YR-24HR 886.12 887.50 0.0050 55955 61.81 3.47 POND LD-010YR-24HR 885.50 887.50 0.0050 53410 45.46 2.85 POND LD-100YR-24HR 886.97 887.50 0.0050 59561 94.73 38.35 POND TW-100YR-24HR 886.97 887.50 0.0050 59561 94.73 38.35 Williams Creek 002YR-24HR 880.00 886.30 0.0000 0 0.90 0.00 Williams Creek 010YR-24HR 880.00 886.30 0.0000 0 1.28 0.00 Williams Creek 100YR-24HR 880.00 886.30 0.0000 0 3.47 0.00 Williams Creek LD-010YR-24HR 880.00 886.30 0.0000 0 2.85 0.00 Williams Creek LD-100YR-24HR 880.00 886.30 0.0000 0 38.35 0.00 Williams Creek TW-100YR-24HR 886.30 886.30 0.1097 0 38.35 0.00 BEDFORD FALLS OF CARMEL POST-DEVELOPED CONDITIONS ICPR LINK REPORT (6" WEIR) Max Max Max Max Name Simulation Flow Delta Q US Stage DS Stage cfs cfs ft ft ----------------------------------------------------------------------- Pond OCS 002YR-24HR 0.90 0.006 883.47 880.00 Pond OCS 010YR-24HR 1.28 0.007 884.38 880.00 Pond OCS 100YR-24HR 3.47 -0.009 886.12 880.00 Pond OCS LD-010YR-24HR 2.85 0.007 885.50 880.00 Pond OCS LD-100YR-24HR 38.35 -0.198 886.97 880.00 Pond OCS TW-100YR-24HR 38.35 -0.402 886.97 886.30 POND WEIR 002YR-24HR 0.00 0.000 883.47 880.00 POND WEIR 010YR-24HR 0.00 0.000 884.38 880.00 POND WEIR 100YR-24HR 0.00 0.000 886.12 880.00 POND WEIR LD-010YR-24HR 0.00 0.000 885.50 880.00 POND WEIR LD-100YR-24HR 0.00 0.000 886.97 880.00 POND WEIR TW-100YR-24HR 0.00 0.000 886.97 886.30 Interconnected Channel and Pond Routing Model (ICPR) ©2002 Streamline Technologies, Inc. Node POND Volume Difference(af)Time(hrs) 0 10 20 30 40 50 60 70 0 2 4 6 100YR-24HR LD-100YR-24HR TW-100YR-24HR SECTION A-A SECTION B-B A A BB POND OUTLET STRUCTURE #640 NOT TO SCALE DETAIL EXHIBIT WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S Weir Location Depth, d (ft) Bottom Width, b (ft) n Slope, S (ft/ft) Side Slope, y (H:V) Area, A (ft2) Wetted Perimeter, Pw (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Max. Discharge, Q (cfs) 100-yr Pond Inflow (cfs) 1.25*100-yr Pond Inflow (cfs) Capacity Check POND 0.25 374 0.030 0.0200 18.5 94.66 383.26 0.25 2.76 157.41 94.73 118.4 OK Checked By: Prepared By: Bedford Falls of Carmel 7/20/2022 W200515 DAS TPG Emergency Overflow Weir Calculations Project: Date: Job No.: DETAIL EXHIBIT WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S SECTION A-A TYPICAL POND CROSS SECTION DETAIL DETAIL EXHIBIT WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S G G G G G G G GGOHUOHUOHUOHUOHUOHUWWWWWWWWWWWWW146THSTREET 26 1 28 27 24 25 23 3 2 5 4 29 30 31 32 33 34 2022 6 21WWWWW WWWWWWWWWWWW W W W W *** * ** ** C.A. B C.A. A FMFM**FMFM6080.41 AC6070.41 AC6270.39 AC6260.43 AC6160.45 AC 617 0.61 AC 6 2 1 0.24 A C 622 6336.04 AC 6091.05 AC 628 1.65 AC 6050.44 AC6060.22 AC6180.72 AC6200.63 AC4970.44 AC FIGURE 4.1 STORM INLET BASIN MAP Date: July 20, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN W W W W W W WEGGGGGGGGGGGG GGOHUOHUOHUOHUOHUOHUOHUOHUOHUOHUOHU OHU146TH STREETVAR. WIDTH ROWWWWWW BIRDSONG LANE 146THSTREET 26 13 28 27 24 25 23 16 17 18 1429 30 31 32 33 34 19202221 15 W W W WWWWWWWW WWWWW W W W WWWWWWWWWW W W W W * * * * ** * * * ** ** * * C.A. B C.A. C FMFMFMFMFMFMFMFMFMFM6276260.43 AC6290.40 AC6300.33 AC6160.45 AC 617 0.61 AC 6 2 1 0.24 A C 622 613 0.17 AC 612 0.16 AC 6030.37 AC6050.44 AC6140.42 AC6110.13 AC6100.42 AC6040.71 AC6060.22 AC6350.32 AC 6180.72 AC6200.63 AC6420.27 AC6430.47 AC4970.44 AC 6310.29 AC FIGURE 4.2 STORM INLET BASIN MAP Date: July 20, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN 26 1 7 8 9 11 12 10 13 28 27 24 25 23 16 1718 14 3 2 5 4 29 30 31 32 3334 192022 6 21 15 W W WWWWWWWWWW WWWWW W W W WWWWWWWWWW W W W W**** * * ** ****** ** * * C.A. AC.A. A C.A. B C.A. A C.A. CFMFMFMFMFMFMFMFMFMFM 6270.39 AC6260.43 AC6290.40 AC6300.33 AC6160.45 AC6170.61 AC 6 2 1 0.24 A C 622 0.58 AC 613 0.17 AC 612 0.16 AC 6030.37 AC6091.05 AC 625 1.00 AC 6240.29 AC623 0.63 AC 615 0.40 AC6050.44 AC6140.42 AC0.13 AC6100.42 AC0.71 AC6060.22 AC6180.72 AC6200.63 AC6420.27 AC6430.47 ACFIGURE 4.3 STORM INLET BASIN MAP Date: June 29, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN 200-6 TABLE 201-2: Rainfall Intensities for Various Return Periods and Storm Durations Rainfall Intensity (Inches/Hour) Return Period (Years) Duration 2 5 10 25 50 100 5 Min. 4.63 5.43 6.12 7.17 8.09 9.12 10 Min. 3.95 4.63 5.22 6.12 6.90 7.78 15 Min. 3.44 4.03 4.55 5.33 6.01 6.77 20 Min. 3.04 3.56 4.02 4.71 5.31 5.99 30 Min. 2.46 2.88 3.25 3.81 4.29 4.84 40 Min. 2.05 2.41 2.71 3.18 3.59 4.05 50 Min. 1.76 2.06 2.33 2.73 3.07 3.47 1 Hr. 1.54 1.80 2.03 2.38 2.68 3.03 1.5 Hrs. 1.07 1.23 1.42 1.63 1.91 2.24 2 Hrs. 0.83 0.95 1.11 1.37 1.60 1.87 3 Hrs. 0.59 0.72 0.84 1.04 1.22 1.42 4 Hrs. 0.47 0.58 0.68 0.84 0.99 1.15 5 Hrs. 0.40 0.49 0.58 0.71 0.83 0.97 6 Hrs. 0.35 0.43 0.50 0.62 0.72 0.85 7 Hrs. 0.31 0.38 0.44 0.55 0.64 0.75 8 Hrs. 0.28 0.34 0.40 0.49 0.57 0.67 9 Hrs. 0.25 0.31 0.36 0.45 0.52 0.61 10 Hrs. 0.23 0.28 0.33 0.41 0.48 0.56 12 Hrs. 0.20 0.24 0.29 0.35 0.41 0.48 14 Hrs. 0.17 0.22 0.25 0.31 0.36 0.42 16 Hrs. 0.16 0.19 0.23 0.28 0.32 0.38 18 Hrs. 0.14 0.17 0.20 0.25 0.29 0.34 20 Hrs. 0.13 0.16 0.19 0.23 0.27 0.31 24 Hrs. 0.11 0.14 0.16 0.20 0.23 0.27 Source: Purdue,A.M., et. al., "Statistical Characteristics of Short Time Incremental Rainfall", Aug., 1992. (Values in this table are based on IDF equation and coefficients provided for Indianapolis, IN.) TABLE 201-3: Rainfall Depths for Various Return Periods Project: Date: Job No.: Checked By: Prepared By: Typical Full Pad (Lp, Wp)70 50 Typical Driveway (Ld, Wd)27 16 Street Width, B-B (W st)32 Sidewalk Width (Wsw)5 Walking Path Width (W wp)8 Str. # Total Number Number Street Sidewalk Walking Total Impervious Total Pervious Composite Drainage of of Length Length Path Length Area Area "c" Value Area, At Pads Driveways Lst Lsw Lwp Aimp Aper (acre) (ft) (ft) (ft) (acre) (acre) Cw 603 0.37 0.5 1 127 0 0.32 0.06 0.75 604 0.71 0.5 0 0 0 0 0.33 0.38 0.50 605 0.44 1 0 0 0 0 0.08 0.36 0.32 606 0.22 0.5 0 0 0 0 0.04 0.18 0.32 607 0.41 0 0 251 23 0.24 0.17 0.58 608 0.41 0.5 1 392 13 0.31 0.10 0.69 609 1.05 0 0 0 122 0.08 0.97 0.25 610 0.42 1.5 0 0 0 99 0.14 0.28 0.42 611 0.13 0.5 0 0 0 77 0.05 0.07 0.48 612 0.16 0 0 188 150 0 0.09 0.07 0.55 613 0.17 0 0 188 150 21 0.09 0.08 0.54 614 0.42 1.25 0 0 0 230 0.14 0.28 0.42 615 0.40 0 0 0 0 0 0.00 0.40 0.20 616 0.45 2 4 267 265 0 0.33 0.12 0.68 617 0.61 1.5 2 488 404 0 0.37 0.25 0.59 618 0.72 3.5 0 0 0 0 0.28 0.44 0.45 620 0.63 2 0 0 0 0 0.18 0.45 0.39 621 0.24 0.5 1 278 237 0 0.18 0.06 0.68 622 0.58 2.75 5 278 319 0 0.41 0.17 0.66 623 0.63 1.5 0 0 0 382 0.19 0.44 0.40 624 0.29 0.5 0 0 0 58 0.05 0.23 0.32 625 1.00 1.75 0 0 0 362 0.21 0.79 0.34 626 0.43 2 4 251 248 0 0.32 0.11 0.68 627 0.39 1.5 3 250 250 0 0.27 0.12 0.65 628 1.65 2 0 0 0 415 0.37 1.28 0.35 629 0.40 1.75 3 238 238 0 0.29 0.12 0.66 630 0.33 1.5 3 197 196 0 0.25 0.09 0.68 642 0.27 0.75 2 266 230 0 0.20 0.07 0.69 643 0.47 2.25 5 225 259 0 0.34 0.13 0.67 631 0.29 0 0 0 0 0 0.00 0.29 0.20 633 6.04 0 0 0 0 0 3.01 3.03 0.52 635 0.32 0 0 0 0 48 0.01 0.31 0.22 497 0.44 0 0 0 0 0 0.00 0.44 0.20 7/20/2022 W200515 DAS TPG Composite "c" Value Calculations Bedford Falls of Carmel Shallow Conc Flow Travel Time: Channel Flow Travel Time: Short Grass 0.15 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall= 2.66 Overland Flow Travel Time: Tc minimum= 5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) 603 32 1.00 0.24 8 0 110 1.86 P 2.77 1 0 9.0 604 100 1.00 0.24 21 0 65 1.00 U 1.61 1 0 21.3 605 100 1.00 0.24 21 0 70 1.14 U 1.72 1 0 21.3 606 100 1.00 0.24 21 0 65 1.05 U 1.65 1 0 21.3 607 71 4.00 0.24 9 0 0 1.00 P 2.03 0 0 9.0 608 38 1.00 0.24 10 0 214 1.80 P 2.73 1 0 10.8 609 100 1.00 0.24 21 0 112 3.60 U 3.06 1 0 21.3 610 75 1.00 0.24 16 15 12.00 0.24 2 202 2.67 U 2.64 1 0 19.4 611 75 1.00 0.24 16 15 12.00 0.24 2 0 1.00 P 2.03 0 0 18.1 612 38 5.00 0.24 5 0 71 3.75 P 3.94 0 0 5.3 613 38 5.00 0.24 5 0 71 3.75 P 3.94 0 0 5.3 614 79 1.00 0.24 17 15 7.60 0.24 2 153 1.00 U 1.61 2 0 20.7 615 86 6.67 0.24 9 0 0 1.00 P 2.03 0 0 8.6 616 32 1.00 0.24 8 0 133 0.60 P 1.57 1 0 9.7 617 32 1.00 0.24 8 0 199 1.23 P 2.25 1 0 9.8 618 75 1.00 0.24 16 15 1.90 0.24 4 203 2.10 U 2.34 1 0 21.4 620 75 1.00 0.24 16 15 1.90 0.24 4 130 1.10 U 1.69 1 0 21.2 621 32 1.00 0.24 8 0 81 0.76 P 1.77 1 0 9.1 622 32 1.00 0.24 8 0 160 0.70 P 1.70 2 0 9.9 623 79 1.00 0.24 17 15 10.20 0.24 2 264 1.20 U 1.77 2 0 21.4 624 79 1.00 0.24 17 15 21.40 0.24 1 0 0.00 U 0.00 0 0 18.4 625 75 1.00 0.24 16 15 3.90 0.24 3 278 1.00 U 1.61 3 0 21.9 626 32 1.00 0.24 8 0 255 1.09 P 2.12 2 0 10.3 627 32 1.00 0.24 8 0 219 1.09 P 2.12 2 0 10.0 628 75 1.00 0.24 16 15 2.67 0.24 3 219 1.30 U 1.84 2 0 21.4 629 32 1.00 0.24 8 0 200 1.86 P 2.77 1 0 9.5 630 32 1.00 0.24 8 0 137 1.86 P 2.77 1 0 9.1 642 32 1.00 0.24 8 0 81 0.70 P 1.70 1 0 9.1 643 32 1.00 0.24 8 0 146 0.70 P 1.70 1 0 9.7 631 100 4.00 0.24 12 0 130 2.50 U 2.55 1 0 12.7 Channel Flow Overland Flow Channel Flow Mannings Values (n) Overland Flow Overland Flow Shallow Conc. Flow Bedford Falls of Carmel 7/20/2022 W200515 DAS TPG Time of Concentration Calculations Prepared By: Checked By: Job No.: Date: Project: Shallow Conc Flow Travel Time: Channel Flow Travel Time: Short Grass 0.15 Grass 0.03 Dense Grass 0.24 Concrete 0.015 Shallow Conc Flow (Unpaved): Pavement 0.011 Rip-Rap 0.035 Shallow Conc Flow (Paved): 2 Yr, 24 Hr Rainfall= 2.66 Overland Flow Travel Time: Tc minimum= 5 Paved Gutter & Channel Flow Tc Basin Len S n T_t Len S n T_t Len S Pave/Un Vel T_t Len A Pw r S n Vel T_t (ft)%(min)(ft)%(min)(ft)%P or U (ft/s)(min)(ft)(sf)(ft)(ft)%(ft/s)(min)(min) Channel Flow Overland Flow Channel Flow Mannings Values (n) Overland Flow Overland Flow Shallow Conc. Flow Bedford Falls of Carmel 7/20/2022 W200515 DAS TPG Time of Concentration Calculations Prepared By: Checked By: Job No.: Date: Project: 633 100 2.80 0.24 14 0 45 2.80 U 2.70 0 0 14.0 635 0 1.00 0.24 0 0 0 1.00 P 2.03 0 0 5.0 497 0 1.00 0.24 0 0 0 1.00 P 2.03 0 0 5.0 Project:Bedford Falls of Carmel Date:3/24/2022 Job No.:W200515 Checked By:DAS Prepared By:TPG Pipe Min. Slope Max. Slope Diam. (Min. Velocity (Max. Velocity (in) = 2.5 ft/sec) = 10 ft/sec) (%) (%) 12 0.31 4.83 15 0.23 3.58 18 0.18 2.81 21 0.15 2.29 n = 0.013 (Manning Roughness Coefficient) 24 0.12 1.91 *30 0.09 1.42 *36 0.07 1.11 S = Slope of Pipe (ft/ft) *42 0.06 0.90 *48 0.05 0.76 2.5 Minimum flow velocity when pipe is flowing full *54 0.05 0.65 10 Maximum flow velocity when pipe is flowing full *60 0.04 0.56 *66 0.04 0.49 *72 0.03 0.44 * Note: Minimum Slope Set at 0.10% for Constructability (Hydraulic Radius when pipe flowing is full) (ft) Pipe Velocity Calculations Project: Date: Job No.: Checked By: Prepared By: Min. Travel Lane Required = 10 ft Street Width = 32 ft Total Flow, % Net Flow, Longitudinal Cross Slope, Manning's Depth at Gutter Spread, Min. Clear Travel Q Flow Flow Qnet Slope, S Sx Coefficient, Casting, D GS Lane Width Str. # (cfs) Direction (%) (cfs) (%) (%) N (ft) (ft)(ft) Left 40 0.52 2.66 2.08 0.013 0.09 4.24 Right 60 0.77 3.03 2.08 0.013 0.10 4.82 Left 40 0.58 3.03 2.08 0.013 0.09 4.33 Right 60 0.87 2.66 2.08 0.013 0.11 5.17 Left 100 1.53 1.09 2.08 0.013 0.16 7.54 Right 0 0.00 1.09 2.08 0.013 0.00 0.00 Left 0 0.00 1.09 2.08 0.013 0.00 0.00 Right 100 1.33 1.09 2.08 0.013 0.15 7.14 Left 45 0.40 0.70 2.08 0.013 0.10 4.96 Right 55 0.49 0.76 2.08 0.013 0.11 5.26 Left 35 0.70 0.76 2.08 0.013 0.13 6.02 Right 65 1.30 0.70 2.08 0.013 0.16 7.71 Left 70 0.70 0.70 2.08 0.013 0.13 6.12 Right 30 0.30 0.70 2.08 0.013 0.09 4.46 Left 65 1.09 0.70 2.08 0.013 0.15 7.21 Right 35 0.59 0.70 2.08 0.013 0.12 5.71 Left 5 0.03 0.60 2.08 0.013 0.04 1.85 Right 95 0.51 3.75 2.08 0.013 0.08 3.95 Left 95 0.54 3.75 2.08 0.013 0.08 4.04 Right 5 0.03 0.60 2.08 0.013 0.04 1.89 Left 0 0.00 1.86 2.08 0.013 0.00 0.00 Right 100 1.41 1.86 2.08 0.013 0.14 6.62 Left 100 1.22 1.86 2.08 0.013 0.13 6.26 Right 0 0.00 1.86 2.08 0.013 0.00 0.00 Left 50 0.80 0.60 2.08 0.013 0.14 6.61 Right 50 0.80 1.56 2.08 0.013 0.12 5.52 Left 50 0.95 1.56 2.08 0.013 0.12 5.89 Right 50 0.95 0.60 2.08 0.013 0.15 7.05 642 1.01 16.7 643 1.67 616 1.60 16.3 617 1.90 629 1.41 17.1 630 1.22 612 0.53 22.0 613 0.57 621 0.89 17.0 622 2.00 DAS TPG 626 1.53 15.3 627 1.33 607 1.29 20.0 608 1.45 Gutter Spread Calculations Bedford Falls of Carmel 7/20/2022 W200515 Project: Date: Job No.: Checked By: Prepared By: A B C D (1) R-3501-TR/TL (2) R-3501-TR/TL R-3501-TB Weir Flow (d<0.3') 1.4 2.8 3.1 Orifice Flow (d>0.4') 4.6 9.2 5.7 0.7 1.4 1.55 Gutter Spread 3.45 6.9 4.28 0.1 0.1 0.1 Min. Travel Lane Required = 10 ft 2.00 2.00 2.00 Street Width = 32 ft Flow, Depth Depth Street Cross Gutter Spread, Gutter Spread, Clear Travel Q Casting Weir, d Orifice, d Slope, Sx GS (weir) GS (orifice) Lane Width Inlet Type Str. # (cfs) Desig. (ft) (ft) (%) (ft) (ft) (ft)(single/double) 607 1.29 A 0.23 0.14 2.08 8.44 4.00 (1) R-3501-TR/TL 608 1.45 A 0.25 0.18 2.08 9.38 5.86 (1) R-3501-TR/TL 621 0.89 A 0.18 0.07 2.08 5.99 0.45 (1) R-3501-TR/TL 622 2.00 A 0.31 0.34 2.08 12.27 13.59 (1) R-3501-TR/TL 642 1.01 A 0.20 0.09 2.08 6.73 1.35 (1) R-3501-TR/TL 643 1.67 A 0.28 0.24 2.08 10.57 8.66 (1) R-3501-TR/TL 612 0.53 A 0.13 0.02 2.08 3.43 0.00 (1) R-3501-TR/TL 613 0.57 A 0.14 0.03 2.08 3.70 0.00 (1) R-3501-TR/TL 616 1.60 A 0.27 0.22 2.08 10.17 7.67 (1) R-3501-TR/TL 617 1.90 A 0.30 0.31 2.08 11.75 11.96 (1) R-3501-TR/TL 14.2 13.7 24.9 10.1 14.7 Weir Perimeter, P (ft) = A, 50% Clogged (ft2) = P, 50% Clogged (ft) = Casting Sump, Cs (ft) = Curb Width, Cw (ft) = DAS TPG Casting Designation Neenah Casting Open Area, A (ft2) = Curb Inlet Bedford Falls of Carmel Capacity Calculations 7/20/2022 W200515 Cd = 0.8 for broad crested weir Inlet Peak Q, (CFS) Drainage Area (Ac.) Total 100-yr flow Total Area Weir Elevation Width of Weir Normal Depth Max Overflow Ponding Elevation Routes to Structure # EAST 613 0.84 0.17 625 1.93 1.00 1.93 1.00 693.90 6.00 0.2 893.8 624 612 0.79 0.16 2.68 0.75 894.40 6.00 0.3 894.7 POND 614 1.05 0.42 1.05 0.42 894.90 6.00 0.1 895.0 612/613 610 1.06 0.42 5.52 1.25 889.70 6.00 0.4 890.1 6106032.27 0.37 4.08 0.71 890.50 6.00 0.3 890.8 611 0.38 0.13 0.38 0.13 FLOW BY 890.1 610 630 1.81 0.33 1.81 0.33 FLOW BY 890.8 603 604 604 2.07 0.71 58.38 16.59 890.60 6.00 2.0 892.6 POND 605 0.82 0.44 56.30 15.88 890.50 6.00 1.9 892.6 616/617 616 2.38 0.45 21.23 4.82 891.50 6.00 1.0 892.6 605 617 2.83 0.61 618 1.91 0.72 11.64 2.92 892.50 6.00 0.7 893.2 620 643 2.49 0.47 620 1.43 0.63 9.73 2.20 896.30 6.00 0.6 896.9 618 642 1.50 0.27 3.99 0.74 897.10 6.00 0.3 897.4 626 2.28 0.43 2.28 0.43 FLOW BY 892.6 616/617 629 2.10 0.40 2.10 0.40 FLOW BY 892.6 616/617 620 622 2.98 0.58 621 1.33 0.24 4.31 0.82 897.00 6.00 0.3 897.3 891.20 6.00 1.4 892.6 606 608 2.17 0.41 606 0.41 0.22 34.25 10.62 891.10 6.00 1.4 892.6 605 607 1.92 0.41 33.84 10.40 890.20 6.00 1.0 892.6 609 609 1.54 1.05 26.97 8.75 891.20 6.00 1.2 892.6 607/608 633 22.09 6.04 22.09 6.04 892.6 607/608 497 0.80 0.44 0.80 0.44 894.10 6.00 0.1 894.2 607/608 FLOW BY6271.98 0.39 1.98 0.39 628 3.34 Bedford Falls of Carmel 7/20/2022 W200515 D = (3/2)*((Q)/(Cd*SQRT(2*g)*W)))^(2/3) 609894.50.3894.20 6.00 DAS TPG 1.65 Project: Date: Job No: Checked By: Prepared By: Flood Routing Calculations 100-Year Normal Depth 1.65 3.34 EAST 635 0.63 0.32 0.63 0.32 892.90 6.00 0.1 893.0 EAST 615 0.65 0.40 4.60 2.31 893.40 6.00 0.4 893.8 623 623 1.45 0.63 3.94 1.91 893.20 6.00 0.3 893.8 615 624 0.56 0.29 2.49 1.28 893.50 6.00 0.2 893.8 Swale Inlet Flow (cfs) Flow Direction % Flow Design Flow, (cfs) Depth, d (ft) Bottom Width, b (ft) n Slope, S (ft/ft) Side Slope, y (H:V) Area, A (ft2) Wetted Perimeter, Pw (ft) Hydraulic Radius, R (ft) Velocity, V (ft/s) Channel Capacity, Q (cfs) Capacity Check W 90 1.25 0.42 0.0 0.030 0.011 4 0.70 3.44 0.20 1.80 1.25 OK E 10 0.14 0.19 0.0 0.030 0.010 4 0.14 1.55 0.09 1.01 0.14 OK W 50 0.27 0.21 0.0 0.030 0.019 4 0.18 1.76 0.10 1.51 0.27 OK E 50 0.27 0.24 0.0 0.030 0.011 4 0.22 1.95 0.11 1.23 0.27 OK W 10 0.03 0.10 0.0 0.030 0.017 4 0.04 0.82 0.05 0.86 0.03 OK E 90 0.25 0.23 0.0 0.030 0.011 4 0.21 1.89 0.11 1.20 0.25 OK N 25 0.56 0.31 0.0 0.030 0.011 4 0.38 2.55 0.15 1.47 0.56 OK S 75 1.68 0.43 0.0 0.030 0.018 4 0.72 3.51 0.21 2.33 1.68 OK NW 85 1.10 0.41 0.0 0.030 0.010 4 0.66 3.34 0.20 1.68 1.10 OK SE 15 0.19 0.21 0.0 0.030 0.010 4 0.18 1.74 0.10 1.09 0.19 OK NW 50 0.19 0.19 0.0 0.030 0.019 4 0.14 1.53 0.09 1.38 0.19 OK SE 50 0.19 0.21 0.0 0.030 0.010 4 0.18 1.73 0.10 1.08 0.19 OK NW 15 0.15 0.17 0.0 0.030 0.021 4 0.11 1.37 0.08 1.34 0.15 OK E 85 0.83 0.37 0.0 0.030 0.010 4 0.53 3.01 0.18 1.57 0.83 OK W 50 0.22 0.22 0.0 0.030 0.010 4 0.20 1.83 0.11 1.12 0.22 OK N 50 0.22 0.20 0.0 0.030 0.020 4 0.15 1.61 0.09 1.46 0.22 OK N 40 0.28 0.23 0.0 0.030 0.013 4 0.21 1.90 0.11 1.32 0.28 OK SW 60 0.42 0.28 0.0 0.030 0.010 4 0.32 2.33 0.14 1.32 0.42 OK 611 0.26 S 100 0.26 0.23 0.0 0.030 0.011 4 0.21 1.90 0.11 1.21 0.26 OK 610 0.71 S 100 0.71 0.26 0.0 0.030 0.045 4 0.27 2.14 0.13 2.65 0.71 OK N 15 0.19 0.21 0.0 0.030 0.010 4 0.18 1.74 0.10 1.09 0.19 OK S 85 1.09 0.35 0.0 0.030 0.023 4 0.48 2.84 0.17 2.29 1.09 OK N 80 0.77 0.36 0.0 0.030 0.010 4 0.50 2.93 0.17 1.54 0.77 OK SE 10 0.10 0.14 0.0 0.030 0.022 4 0.08 1.15 0.07 1.23 0.10 OK SW 10 0.10 0.15 0.0 0.030 0.019 4 0.08 1.20 0.07 1.17 0.10 OK W 70 1.07 0.39 0.0 0.030 0.011 4 0.62 3.25 0.19 1.73 1.07 OK E 30 0.46 0.29 0.0 0.030 0.011 4 0.33 2.37 0.14 1.40 0.46 OK 7/20/2022 W200515 DAS TPG Bedford Falls of CarmelSwale Capacity Calculations Project: Date: Job No.: Checked By: Prepared By: 604 1.39 605 0.55 606 0.28 628 2.24 625 1.29 624 0.38 623 0.98 615 0.44 614 0.70 603 1.52 618 1.28 620 0.96 W W W W WGGGGGGGGG GOHUOHUOHUOHUOHUOHUOHUOHU146TH STREETVAR. WIDTH ROWWWWWWWPARKHURSTDRIVE BIRDSONG LANE 146THSTREET KIRKLEES DRIVE QUAIL POINT DRIVEZONE AE ZONE AE 26 1 7 8 9 11 12 10 13 28 27 24 25 23 16 17 18 14 3 2 5 4 29 30 31 32 33 34 192022 6 21 15 W WWWWWWW WWW W WWWWW W * ** * ** * * ** ** * * ** ** * * C.A. AC.A. A C.A. B C.A. A C.A. C C.A. C FM FMFM FMWQ601 14.42 AC FIGURE 5.1 STORMWATER QUALITY UNIT (SQU) BASIN MAP Date: June 29, 2022 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611E N G I N E E R S BEDFORD FALLS OF CARMEL CARMEL, IN Project: Date: Job No: Checked By: Prepared By: 44.00 1.00 0.45 15.70 0.584 25,471 1.751 76,412 Elevation Area (sf)Area (ac)Volume (cf)Volume (ac-ft) 874.3 8,524 0.196 0 0 880.8 26,783 0.615 114,730 2.634 880.8 35,339 0.811 114,761 2.635 882.3 40,774 0.936 171,846 3.945 882.3 3.945 1.751PONDI (Percent of Impervious Area) percent P inch of rainfall Rv (0.05 + 0.009 (I)) A (Area) acres WQv = P*Rv*A/12 ac-ft cubic ft Required Volume ac-ft cubic ft Provided Volume at 3*WQV TPG Water Quality Volume and Stage Storage Bedford Falls of Carmel June 29, 2022 W200515 Pond DAS 06/28/07 Exhibit 701-1: Curve Number Calculation for Water Quality Storm Event Water Quality Curve Number7072747678808284868890929496981000 102030405060708090100Percent ImperviousnessWater Quality Curve Number (CNwq) BEDFORD FALLS OF CARMEL WATER QUALITY CALCULATIONS ICPR INPUT REPORT ========================================================================================== ==== Basins ============================================================================== ========================================================================================== Name: WQ601 Node: WQ601 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh484 Peaking Factor: 484.0 Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): 0.000 Time of Conc(min): 29.80 Area(ac): 14.420 Time Shift(hrs): 0.00 Curve Number: 92.60 Max Allowable Q(cfs): 999999.000 DCIA(%): 0.00 ========================================================================================== ==== Nodes =============================================================================== ========================================================================================== Name: WQ601 Base Flow(cfs): 0.000 Init Stage(ft): 883.300 Group: BASE Warn Stage(ft): 883.300 Type: Time/Stage Time(hrs) Stage(ft) --------------- --------------- 0.00 883.300 99.00 883.300 ========================================================================================== ==== Hydrology Simulations =============================================================== ========================================================================================== Name: 1IN-24HR Filename: C:\Users\gaithert\Desktop\Work\Bedford Falls\WQ\1IN-24HR.R32 Override Defaults: Yes Storm Duration(hrs): 24.00 Rainfall File: Scsii-24 Rainfall Amount(in): 1.00 Time(hrs) Print Inc(min) --------------- --------------- 24.000 5.00 BEDFORD FALLS OF CARMEL WATER QUALITY CALCULATIONS ICPR BASIN REPORT Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 -------------------------------------------------------------------------------------- 1IN-24HR WQ601 BASE 12.18 5.14 0.430 22500 City of Indianapolis Stormwater Quality Unit (SQU) Selection Guide Pg. 2 02/11/2020 Version 17.0 Manufactured SQU SQU System Model Max Treatment Flow (cfs) Max 10-yr On-Line Flow Rate (cfs) Cleanout Depth (Inches) 4-ft 1.12 2.95 9 6-ft 2.52 6.63 12 8-ft 4.49 11.81 15 10-ft 7.00 18.40 18 Hydro International Downstream Defender1 12 ft 10.08 26.51 21 3-ft 0.85 1.84 9 4-ft 1.5 3.24 9 5-ft 2.35 5.08 9 6-ft 3.38 7.30 9 7-ft 4.60 9.94 9 Hydro International First Defense High Capacity1 8-ft 6.00 12.96 9 HS-3 0.50 1.00 6 HS-4 0.88 1.76 6 HS-5 1.37 2.74 6 HS-6 1.98 3.96 6 HS-7 2.69 5.38 6 HS-8 3.52 7.04 6 HS-9 4.45 8.9 6 HS-10 5.49 10.98 6 HS-11 6.65 13.3 6 HydroStorm by Hydroworks, LLC1 HS-12 7.91 15.82 6 XC-2 0.57 1.16 6 XC-3 1.13 2.30 6 XC-4 1.86 3.79 6 XC-5 2.78 5.66 6 XC-6 3.88 7.90 6 XC-7 5.17 10.52 6 XC-8 6.64 13.51 6 XC-9 8.29 16.87 6 XC-10 10.13 20.62 6 XC-11 12.15 24.73 6 XC-12 14.35 29.20 6 AquaShield Aqua-Swirl Xcelerator1 XC-13 15.53 31.60 6 CS-4 1.80 4.03 9 CS-5 2.81 6.29 9 CS-6 4.05 9.07 9 CS-8 7.20 16.1 9 CS-10 11.3 25.3 9 Contech Cascade Separator CS-12 16.2 36.3 9 7037 Ridge Road – Suite 350, Hanover, MD 21076 Toll-free: 877.907.8676 Fax: 207.885.9825 Peak Flow Design Summary Q, Bypass capacity (cfs) c, Weir coefficient – 3.3 assumed L, weir crest length H, headspace between top of separation cylinder and weir crest 𝑄௬௦௦ ௧௬ =𝑐× 𝐿× 𝐻ଷ/ଶ Bedford Falls of Carmel Carmel, IN Information Provided: Outlet pipe invert elevation: 883.34’ Top of the separation cylinder: 887.84’ (determined by Contech) Water quality flow: 5.14 cfs (calculated by Contech) Peak flow: 22.72 cfs (calculated by the engineer of record) Size estimates: The inline Cascade Separator is placed on the main storm drain within one manhole. This system’s unique configuration meets multiple engineering objectives by combining both treatment and bypass capabilities in one structure. Offering a remarkably small footprint, this system can be incorporated into new development projects or retrofitted into existing storm water collection systems. It can also be fitted with an inlet grate to accept surface flow. The peak design storm flow rate is also checked to ensure that the Cascade Separator has sufficient overflow capacity to safely convey this larger flow. The elevation of the Cascade Separator internal assembly is determined by the outlet pipe elevation to ensure that all incoming flows are treated. The internal flumes that route the water quality flow through the internal assembly act dually as weirs; those of the Cascade-8 are 2.89’ tall and 1.93’ wide each. The amount of peak flow the Cascade Separator and handle is a combination of peak hydraulic capacity through the internal assembly, and headspace over the internal weirs. The available headspace for flow to bypass over these weirs and directly exit the unit is determined by the height of the separation cylinder. By subtracting the maximum hydraulic capacity of the Cascade Separator from the anticipated peak flow, the minimum height of the separation cylinder needed to prevent floatables and debris from leaving the system can be determined using the weir equation. In this case, the top of the separation cylinder is 588.85‘. The weir equation is then used to calculate the maximum bypass flow rate that can be passed through the unit. Calculate Actual Bypass Capacity Available: 𝑄௬௦௦ ௧௬ = (3.3) × (2௪௦ × 1.93 ᇱ ) × [887.84ᇱ − (883.34 ᇱ + 2.89 ᇱ )]ଷ/ଶ ൣ𝑄௬௦௦ ௧௬ = 26.02 𝑐𝑓𝑠൧ ≥ [𝑄௬௦௦ ேௗௗ = 22.72 𝑐𝑓𝑠 ] System has sufficient capacity The Cascade Separator can properly convey up to 26.02 cfs. Since this is more than the 22.72 cfs peak event that was provided by the engineer of record, the Cascade Separator system can safely be put inline. The following page contains details of the Cascade’s internal assembly for clarity. 7037 Ridge Road – Suite 350, Hanover, MD 21076 Toll-free: 877.907.8676 Fax: 207.885.9825 Peak Flow Design Summary Figure 1. Plan view of the internal assembly showing two weir walls that are added together to make the total weir width. Figure 2. Side elevation view showing the weir wall height and height of the separation cylinder above the weirs. The difference in elevation taken from the top of the separation cylinder to the top of the weir wall is the head space available for the peak flow to pass through. STRUCTURES 602 & WQ601STR WQ601CS-8STR 602108" DIA MANHOLESTRUCTUREINV = 883.27INV = 883.27WEIR ELEV = 887.84INV = 883.41INV = 883.41INV = 883.34INV = 883.3427' OF 24" RCP27' OF 24" RCP30" RCP30" RCP4'-0"15" RCPINV = 883.41 INLET 1OUTLET 18'Ø I.D.9'-6"Ø O.D.(2) 24"Ø x 4"FRAME AND COVERPLAN VIEW(INTERNALS NOT SHOWN)CASCADEFIBERGLASSINTERNALS2'-0" OFFSET2'-0" OFFSETSECTION FOR PIPE ORIENTATION(TOP SLAB NOT SHOWN)OUTSIDE BOTTOMELEV. 876.26'TOP OF SYSTEMELEV. 889.68' OUTLET 1 INVERTELEV. 883.34'INLET 1 INVERTELEV. 883.34'RIM ELEV. 890.70+/- INLET 124"Ø RCP(36"Ø OPENING)OUTLET 124"Ø RCP(36"Ø OPENING)SOLIDSSTORAGESUMPPERMANENTPOOLCASCADECYLINDERINSERTCONTRACTOR TO PROVIDEGRADE RINGS/RISERSCONTRACTOR TO GROUT TOFINISHED GRADE7'-1"7'-414" 1'-014"9'-6"ØELEVATION VIEW07/08/22DATE:APPROVED:CHECKED:SHEET:\\PSUWQKTWCRMF01.QUIKRETE.NET\MERLIN\PROJECT\ACTIVE\699200\699244\699244-10-CASCADE\DRAWINGS\699244-010-CS-8-CONFAB.DWG 7/11/2022 11:46 AM OFMDBDRAWN:DESIGNED:The design and information shown on this drawing is provided as a service to the project owner, engineer and contractor by CONTECH Construction Products Inc. or one of its affiliated companies ("CONTECH"). Neither this drawing, nor any part thereof, may be used, reproduced or modified in any manner without the prior written consent of CONTECH. Failure to comply is done at the user's own risk and CONTECH expressly disclaims any liability or responsibility for such use. If discrepancies between the supplied information upon which the drawing is based and actual field conditions are encountered as site work progresses, these discrepancies must be reported to CONTECH immediately for re-evaluation of the design. CONTECH accepts no liability for designs based on missing, incomplete or inaccurate information supplied by others.699244SEQUENCE No.:10PROJECT No.:MDBMDBMSB11www.ContechES.comCONTRACTCONTECHDRAWINGNCILAYOUT 1AGENERAL NOTES1.CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.2.FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACTYOUR CONTECH REPRESENTATIVE. www.ContechES.com3.CASCADE SEPARATOR WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA ANDINFORMATION CONTAINED IN THIS DRAWING. CONTRACTOR TO CONFIRM STRUCTURE MEETSREQUIREMENTS OF PROJECT.4.STRUCTURE SHALL MEET AASHTO HS-20 LOAD RATING, ASSUMING EARTH COVER OF 0' - 2', ANDGROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TOCONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITHTHE CONTECH LOGO.5.CASCADE SEPARATOR STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-478 ANDAASHTO LOAD FACTOR DESIGN METHOD.INSTALLATION NOTESA.ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE SITE-SPECIFIC DESIGNCONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD.B.CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SETTHE CASCADE SEPARATOR MANHOLE STRUCTURE.C.CONTRACTOR TO ADD JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS, AND ASSEMBLE STRUCTURE.D.CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH PIPE INVERTS WITH ELEVATIONS SHOWN.ALL PIPE CENTERLINES TO MATCH PIPE OPENING CENTERLINES.E.CONTRACTOR TO TAKE APPROPRIATE MEASURES TO ASSURE UNIT IS WATER TIGHT, HOLDING WATER TOFLOWLINE INVERT MINIMUM. IT IS SUGGESTED THAT ALL JOINTS BELOW PIPE INVERTS ARE GROUTED.STRUCTURE WEIGHTAPPROXIMATE HEAVIEST PICK = 27500 LBS.OF 4 PIECESMAXIMUM FOOTPRINT = 9'-6"ØCS-8 - 699244-10 BEDFORD FALLS OF CARMEL CARMEL, IN for SYSTEM: WQ601 REVISION DESCRIPTIONDATEMARK BY ---- MATERIAL LIST (PROVIDED BY CONTECH)COUNTDESCRIPTIONINSTALLED BY1CS-8 FIBERGLASS CYLINDER INSERT, STD.CONTECH6CS-8 ALUMINUM INSTALLATION BRACKETCONTECH1SEALANT FOR JOINTSCONTRACTOR224"Ø x 4" FRAME AND COVER, EJ#41600389, OR EQUIV.CONTRACTOR APPENDIX 10505 North College Avenue | Indianapolis, IN 46280 | .www.weihe.net | (317) 846-6611 | (800) 452-6408 | Fax: (317) 843-0546 Allan H. Weihe, P.E., L.S., - Founder STORMWATER TECHNICAL REPORT For: COPPER TRACE SNF ADDITION CarDon Assisted Living - Westfield 1146 W 146th Street Westfield, Indiana Washington Township, Hamilton County Project #W13-0239-2 Prepared For: CarDon Development Company, LLC 11313 USA Parkway, Suite E 148 Fishers, IN 46280 Tele 1 (317) 600-2044 Contact: Mr. John Talbot Prepared By: Darrell A. Edwards Checked By: Kevin C. Sumner Certified By: Darrell A. Edwards, P.E., CFM Date: 30 April 2018 Revised: Stormwater Technical Report Prepared For: COPPER TRACE SNF ADDITION CarDon Assisted Living - Westfield Westfield, IN Project #W13.0239-2 TABLE OF CONTENTS Drainage Report 1. Project Narrative a. Project Overview b. Existing Conditions c. Post-Developed Conditions d. Storm Sewer Design e. Water Quality f. Location Maps 2. Pipe Sizing Calculations *Modification for SNF Addition a. Pipe Sizing Basin Map b. Calculations 3. Appendix a. Abbreviated NRCS site area soils report b. 2014 Drainage Report for Existing Development PROJECT NARRATIVE SECTION 1 OF THE REPORT CarDon Assisted Living – Copper Trace SNF Addition - Westfield, IN Stormwater Technical Report Weihe Engineers, INC. 4/26/2018 Stormwater Technical Report Prepared For: COPPER TRACE SNF ADDITION CarDon Assisted Living - Westfield Westfield, IN Project #W13.0239-2 Project Narrative: CarDon Development Company, LLC is proposing the addition of units to the exiting assisted living facilities on a 16+ acre parcel located in the northeast corner of 146th Street and Ditch Road in Westfield, Indiana. Lot 1 of the development has been developed and is where the additions to the facilities is occurring. Some existing parking is being shifted to other locations within lot 1 to accommodate the addition wings to the assisted living structures. Lot 2 is located to the west of the existing facilities of the development and is intended for future construction of another assisted living facility and associated parking. The drainage infrastructure of storm sewer and stormwater management system for the entire 16.12-acre development was designed and constructed with lot 1 for full buildout conditions of both lots 1 & 2. The storm sewer was constructed for the collection of the site runoff from lot 2 under full buildout condition, which will be constructed as additional assisted living facilities in the future. The proposed addition of wings extensions to the existing assisted living facilities will not have a significant impact to the function of the existing drainage infrastructure since the imperviousness will not significantly change and the infrastructure is sized for the flow. The development is on a site at a Latitude of N 40° 00' 00" and Longitude of W 86° 10' 55", falling within Washington Township. The site is located in the southwest quarter of Section 934, Township 19 North, Range 03 East, situated in Washington Township, Hamilton County, Indiana. Refer to Figure 1.1. Floodzone: Based upon a scaled interpretation of the Federal Emergency Management Agency (FEMA), Flood Insurance Rate Map, Panels 120 and 206 of 300, Map Nos.:18057C 0120G and 18057C 0206G for Hamilton County, Indiana, effective date November 19, 2014, the subject tract (existing Assisted Living Facility) IS NOT located within Zone AE (Special Flood Hazard Area inundated by the 1-percent annual flood-Base Flood Elevations determined) or Floodway Area Zone AE. The subject tract IS located within Zone X. Zone CarDon Assisted Living – Copper Trace SNF Addition - Westfield, IN Stormwater Technical Report Weihe Engineers, INC. 4/26/2018 X refers to minimal risk areas outside the 1-percent and 0.2 percent-annual-chance floodplains. No Base Flood Elevation (BFE) or depth of potential flooding is shown within this zone. The nearest flood system is Williams Creek located to the east of the development. Refer to Figure 1.2. Existing Conditions: Aerial photography was used to illustrate the current land-use of the subject tract. Refer to Figure 1.3. Currently Lot 1 has been developed with the assisted living facilities and associated infrastructure of driveways, parking, water, sewer, drainage and utilities. Lot 2 has been prepared for the future assisted living facilities with the storm sewer and drainage systems in place along with the main drive access to Ditch Road. Other utility stubs have been provided to lot 2. The existing drainage system is detailed in the 2014 Drainage Report under the proposed post-developed conditions section of the report. Refer to the Appendix of the report for a copy of the 2014 report. The tract consists of the following soil types: Crosby Silt Loam and Brookston Silty Clay Loam. A soil map has been included with this report. Figure 1.3A represents the soils types and associated Hydrologic Soil Class for each soil type on the map. An abbreviated NRCS Soils Report can be found in Appendix of this report. Post-Developed Conditions: The post-developed conditions remain the same the wing additions to the existing assisted living facilities utilizes the drainage infrastructure constructed on lot 1 of the development. The expansion of the housing facilities and changes in parking increased the imperviousness of the site from 50% to 51%, which has an insignificant affect on the site runoff. Allowable Release Rate Per Section 200 of the “Hamilton County Stormwater Management Technical Standards Manual,” the post-developed release rates from the site shall be no greater than 0.1 cfs/acre of development for 0-10-year return interval storms and 0.3 cfs/acre of development for 11-100-year return interval storms. The following Table 1.1 summarizes the allowable post-developed 10-year, and 100-year peak run-off rates for the 24-hour events: CarDon Assisted Living – Copper Trace SNF Addition - Westfield, IN Stormwater Technical Report Weihe Engineers, INC. 4/26/2018 Table 1.1: Post-Developed Release Rates (Allowable) Q 0 to 10-yr = 1.61 cfs Q 11 to 100-yr = 4.84 cfs The following Table 1.2 summarizes the computed 2-year, 10-year, and 100-year peak run-off rates for the 24-hour event per the 2014 drainage report that represents the anticipated conditions with the full buildout of lot 2. See the Appendix for the 2014 drainage report. Table 1.2: Allowable Release Rates Actual Release Rates Wet Pond WSEL Q 10-yr = 1.61 cfs Q 10-yr = 1.24 cfs N.P. = 890.70 Q 100-yr = 4.84 cfs Q 100-yr = 4.70 cfs 2-yr = 892.55 10-yr = 893.09 100-yr = 893.79 Storm Sewer Design: The storm sewer systems for the development was designed to convey stormwater runoff at a minimum velocity of 2.5 feet/second through storm sewer pipes while maintaining a hydraulic grade line elevation below the top of castings during a 10-year storm event. The proposed SNF addition requires the northern section of the existing storm sewer, storm line 1, to be modified / re-routed to avoid construction of the building addition over the existing storm sewer. The storm sewer reroute adds three proposed junction manholes. Two of the structures will be place on existing 27”-diameter storm sewer. Basin map of the storm sewer system is provided in Section 2 of the report along with the Hydroflow analysis of the storm sewer system for both the 10-year and 100-year return period storm event. Refer to Figure 2.1. The re-routed storm sewer system maintains a 0.1’ drop across each structure and the slope on the new 27” – diameter storm continues to exceed the 0.11% minimum slope require to provide the 2.5 fps flushing velocity. Water Quality Design: As mentioned above the change in imperviousness of the site due to the SNF addition is approximately 1.0% and will not have an adverse effect on the current drainage infrastructure constructed with lot 1. The 2014 drainage report indicates addition water quality volume is provided, which exceeds the required volume by 3%. Lot 1 Lot 2 O OO OOOWEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611 W. 146 th Street WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611 Lot 1 Lot 2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611 Lot 1 Lot 2 WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611 PIPE SIZING CALCULATIONS SECTION 2 OF THE REPORT Lot 1Lot 2WEIHE weihe.net Indianapolis, Indiana 46280 10505 N. College Avenue 317 | 846 - 6611 WITH 10 - YEAR HGL Project:Date:Job No:Checked By:ATMPrepared By:JMKPipe Size Velocity (ft/s) Manning's n Area (sf) Wetted Perimeter Hydraulic Radius Slope (ft/ft)12 2.533 0.013 0.79 3.1417 0.25 0.003115 2.531 0.013 1.23 3.927125 0.3125 0.002318 2.529 0.013 1.77 4.71255 0.375 0.001821 2.558 0.013 2.41 5.497975 0.4375 0.001524 2.501 0.013 3.14 6.2834 0.5 0.001227 2.590 0.013 3.98 7.068825 0.5625 0.001130 2.514 0.013 4.91 7.85425 0.625 0.000933 2.525 0.013 5.94 8.639675 0.6875 0.000836 2.503 0.013 7.07 9.4251 0.75 0.0007Full Pipe Flow HydraulicsCarDon Assisted Living - WestfieldSeptember 5, 2014W13-0239Full Flow Pipe Velocity Calculations APPENDIX SECTION 3 OF THE REPORT ABBREVIATED NRCS SITE AREA SOILS REPORT 6RLO0DS²+DPLOWRQ&RXQW\,QGLDQD &RSSHU7UDFH 1DWXUDO5HVRXUFHV&RQVHUYDWLRQ6HUYLFH:HE6RLO6XUYH\1DWLRQDO&RRSHUDWLYH6RLO6XUYH\3DJHRI 40° 0' 20'' N86° 11' 33'' W40° 0' 20'' N86° 10' 9'' W39° 59' 38'' N86° 11' 33'' W39° 59' 38'' N86° 10' 9'' WNMap projection: 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