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250806 Pioneer Ridge Chanhassen Stormwater Report
Stormwater Management Plan for Pioneer Ridge Chanhassen, MN Prepared for: Pioneer Ridge, LLC 224 River Ridge Circle S Burnsville, MN 55337 Prepared by: Westwood Professional Services 12701 Whitewater Drive, Suite #300 Minnetonka, MN 55343 (952) 937-5150 Project Number: 0050930 Revised Date: 08/06/2025 Pioneer Ridge August 6, 2025 1 CONTENTS INTRODUCTION ...................................................................................................................... 3 REGULATIONS......................................................................................................................... 3 Rate Control ....................................................................................................................... 3 Volume Control .................................................................................................................. 3 Water Quality ..................................................................................................................... 3 EXISTING CONDITIONS ......................................................................................................... 4 PROPOSED CONDITIONS ....................................................................................................... 4 RATE CONTROL ...................................................................................................................... 5 WCA WETLAND....................................................................................................................... 6 VOLUME CONTROL ................................................................................................................ 6 WATER QUALITY .................................................................................................................... 7 WATER COURSE ...................................................................................................................... 8 BASIN SUMMARY ................................................................................................................... 9 LOW-FLOOR ELEVATIONS .................................................................................................... 9 CONCLUSIONS....................................................................................................................... 11 EXHIBITS Exhibit 1: Existing Drainage Map Exhibit 2: Proposed Drainage Map Exhibit 3:Soil Borings Exhibit 4: HydroCAD Report for Existing and Proposed Conditions Exhibit 5: Water Quality Exhibit 6: NURP Pond Calculations Pioneer Ridge August 6, 2025 2 Pioneer Ridge August 6, 2025 3 INTRODUCTION This drainage study summarizes the stormwater analysis for the proposed MnDOT property residential project located at the northeast intersection of Bluff Creek Drive and Pioneer Trail in Chanhassen, Minnesota. The property is currently comprised of a mix of woods and grassy open space. The proposed development will consist of 14 single family villas and 40 residential townhomes with the associated streets and utility infrastructure. An existing drainage map is shown in Exhibit 1. The proposed drainage map is shown on Exhibit 2. The site was modeled in HydroCAD to analyze the existing conditions and proposed conditions in Exhibit 4. REGULATIONS The project site is under the regulatory authority of the City of Chanhassen, Riley-Purgatory- Bluff Creek Watershed District and the MPCA. The project site is located outside any FEMA zones. Rate Control Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Volume Control The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Pretreatment of runoff must be provided in accordance with guidance in the Minnesota Stormwater Manual. Based on the soil boring the site is generally type “D” soils. Due to soils not being feasible to infiltrate, reuse in Pond 2 and Filtration Basins 3 & 4 were used to meet the volume requirements. Soil Borings are included in Exhibit 3. Water Quality The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, respectively. No net increase in TSS or TP loading from the site compared to existing conditions. Pioneer Ridge August 6, 2025 4 EXISTING CONDITIONS The existing site is comprised of a mix of woods and grassy open space. Based on the soil boring the site is generally type “D” soils. Soil Borings are included in Exhibit 3. The existing site drains in four directions: 1.99 acres (7EX) directly drains with an additional 6.85 acres (7AEX) to an existing Pond 7 in Pioneer Pass 1st Addition and be routed west across Bluff Creek Drive to existing Pond 6. 5.39 acres (2EX) directly drains offsite to northeast. 5.35 acres (3EX) will drain through an existing ditch along Pioneer Trail to an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 2.52 acres (4EX) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The rainfall distributions and depths that were used in the HydroCAD analysis are from Atlas 14, distribution. PROPOSED CONDITIONS The proposed development will consist of 14 single family villas and 40 residential townhomes with the associated streets and utility infrastructure. Proposed conditions cover for the project is presented in Table 1. Table 1: Proposed Conditions Cover Cover Area [ac] Impervious 4.45 Pervious 7.30 Total 11.75 The proposed site maintains the existing drainage patterns. The proposed site consists of four overall drainage areas, 0.10 acres (7S) will be routed with an additional 6.90 acres (1AP) in Pioneer Pass 1st Addition draining to the existing Pond 7 that will be routed west across Bluff Creek Drive to existing Pond 6. 4.81 acres will be routed and treated by Pond 2-Reuse and with an additional 3.42 acres (2S) directly drain offsite to the northeast through an existing improved water course. 1.91 acres (1P) will be routed and treated by Pond 1 then be routed with 0.76 acres (3.1S) to Filtration Basins 3.1. 0.97 acres (5S) will be routed and treated by Wet Pond/Filtration Basin 4. Filtration Basin 3.1 and Wet Pond/ Filtration Basin 4 will be routed to Pond 4 (1.83 acres (3S)) and outlet through an existing 24 inch culvert and discharge south under Pioneer Trail. The remaining 1.55 acres (4S) will directly drain offsite to an existing storm sewer system and be routed to the southwest. The site was modeled in HydroCAD. Pioneer Ridge August 6, 2025 5 RATE CONTROL Peak flow rates after development shall not exceed existing condition peak flow rates for all points where stormwater discharge leaves the site for the 2, 10, 100-year 24 hr storm events and the 100-year, 10-day snowmelt event. Table 2a-2d shows a summary of the runoff rates and complete calculations can be found in Exhibit 4. Table 2a: Peak Discharge Rate-100 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)24.7 24.1 To Northeast 28.9 27.2 To South (Existing 24” Culvert)19.6 12.7 To Southwest (Existing Storm Sewer)25.1 9.7 Table 2b: Peak Discharge Rate-10 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)10.7 9.7 To Northeast 13.2 12.6 To South (Existing 24” Culvert)14.3 4.8 To Southwest (Existing Storm Sewer)7.6 5.1 Table 2c: Peak Discharge Rate-2 Year Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)7.1 6.4 To Northeast 6.7 5.0 To South (Existing 24” Culvert)7.8 2.4 To Southwest (Existing Storm Sewer)4.2 3.1 Pioneer Ridge August 6, 2025 6 Table 2d: Peak Discharge Rate-100 Year, 10-Day Snowmelt Event Location Existing (cfs)Proposed (cfs) To West (Existing Pond 7)1.6 1.3 To Northeast 1.0 1.0 To South (Existing 24” Culvert)1.0 0.8 To Southwest (Existing Storm Sewer)0.5 0.3 WCA WETLAND Site discharge runoff to offsite WCA wetland. See summary for rates and volumes. Event Existing (cfs) Proposed (cfs) Existing Volume (ac-ft) Proposed Volume (ac-ft) Existing Inundation Period (hrs) Proposed Inundation Period (hrs) Existing HWL (ft) Proposed HWL (ft) 1 yr 3.4 3.1 0.8 1.3 20.0 45.0 960.5 960.4 2 yr 6.9 6.2 1.2 1.8 20.0 55.0 960.6 960.6 10 yr 25.8 25.7 2.7 3.7 20.0 55.0 961.0 961.0 Soil boring indicate type “D” soils. Due to soils not being feasible to infiltrate. The hydroCAD does not take into account the volume used for Re-Use by Pond 2. VOLUME CONTROL The City and Riley-Purgatory-Bluff Creek Watershed District requires a uniform volume control equal to 1.1 inches from newly created impervious areas or volume from the 95th percentile storm-event runoff from the site. Based on the soil boring the site is generally type “D” soils. Due to soils, infiltration is not feasible. With the points of discharge for site, restrictions/inability to relocate BMP’s due to the limitations of the topography and drainage patterns of the site, and the site not being feasible for infiltration due to existing soils. The site falls under the criteria for a Restricted Site. Abstraction onsite of 0.55 inches of runoff from the regulated impervious surface and treatment from the regulated impervious surface to the standard in 3.1c of the RPBCW District Rules. Table 3: Overall Proposed Conditions Volume Control Volume Control Impervious Area (AC)4.45 Required Vol (0.55") (CF)8,884 Pioneer Ridge August 6, 2025 7 Reuse in Pond 2 will be utilized to meet the volume requirements of 2.87 acres of impervious (2.87 acres x 0.55 inches) for 5,610 cubic feet. The reuse of irrigation will be able to accommodate 3.45 acres of the proposed site shown in Exhibit 5. Pond 2 will drawdown 5.5 feet (922.5 to 917.0) for the necessary volume needed of 32,368 cubic feet, complete calculations can be found in Exhibit 5. Two Filtration Basin Basins have been proposed for the impervious to south of 1.57 acres (1.57 acres x 0.55 inches) for 1,761 cubic feet. Filtration Basins 3.1 is 1.5 feet deep and Filtration Basin 4 will be 1 foot deep, to allow for 48 hour drawdown from filter media. Pre-treatment will be provided by a sump manhole for Filtration Basin 3.1. Pre-treatment for Filtration Basin 4 is provided from wet pond 920 to 917.0 (7,662 cubic feet) based on Stormwater Construction Permit guidelines of 1,800 cubic feet/acre drained (0.97 acres x 1,800 cubic feet = 1,746 cubic feet required). Soil Borings are included in Exhibit 3. WATER QUALITY The Riley-Purgatory-Bluff Creek Watershed District requires treatment onsite to include BMPs that at a minimum achieve post-development reductions in TP and TSS by 60% and 90%, from site runoff. No net increase in TSS or TP loading from the site compared to existing conditions. 8.86 lbs/yr is attributed the erosion control component of the revised water course. Please see calculator provided in Exhibit 5. Table 4A: Water Quality WCA Wetland -Annual TSS and TP removal summary Pollutant of Interest Regulated Site Loading (lbs/yr) Required Load Removal (lbs/yr) Provided Load Reduction (lbs/yr) Total Suspended Solids (TSS)1053.6 948.2(90%)950.26 (90.2%) (941.40 + 8.86) Total Phosphorus (TP)5.80 3.48(60%)4.62 (80%) Pioneer Ridge August 6, 2025 8 WCA Wetland -Summary of net change in TSS and TP leaving the site Pollutant of Interest Existing Site Loading (lbs/yr) Proposed Site Load after Treatment (lbs/yr) Change (lbs/yr) Total Suspended Solids (TSS) 400 103 297 Total Phosphorus (TP)2.2 1.2 1.0 Table 4B: Water Quality Bluff Creek Tributary -Annual TSS and TP removal summary Pollutant of Interest Regulated Site Loading (lbs/yr) Required Load Removal (lbs/yr) Provided Load Reduction (lbs/yr) Total Suspended Solids (TSS)738 664 (90%)689 (93%) Total Phosphorus (TP)4.06 2.42(60%)2.42 (60%) Bluff Creek Tributary -Summary of net change in TSS and TP leaving the site Pollutant of Interest Existing Site Loading (lbs/yr) Proposed Site Load after Treatment (lbs/yr) Change (lbs/yr) Total Suspended Solids (TSS) 372 74 298 Total Phosphorus (TP)2.05 1.64 0.41 Please see complete calculations in Exhibit 5. WATER COURSE There is an existing water course in the NE area of the site. This resource is classified as an Ephemeral stream. This water course is proposed filled and relocated within the project boundary. This impact will be permitted through the appropriate agencies. The new watercourse will include a stilling basin and regrading with TRMs to mitigate future erosion. Please see the attached exhibit for the proposed water course plan. Pioneer Ridge August 6, 2025 9 BASIN SUMMARY The following tables provide a summary of the proposed ponds for the project. The two ponds will have a basin shelf with a minimum width of 10 feet and maximum slope of ten to one (10:1) below the normal water level. Above the normal water level, the slopes will not be steeper than four to one (4:1) above the shelf and no steeper than three to one (3:1) below the shelf. Dead storage is specified by NURP requirements as runoff volume for the 2.5” storm for each attributing area to the proposed ponds. Pond 3 is sized based on Stormwater Construction Permit guideline of 1,800 cubic feet/acres of drainage with existing 24 inch outlet as well as the wet pond portion of Pond 4 Calculations can be found in Exhibit 6 Basin Information Pond Bottom Top NWL / Outlet Elev. 100 YR HWL EOF Required Dead Storage (CF) Proposed Dead Storage (CF) Pond 1 918.0 928.0 925.5 927.3 927.3 10,018 17,188 Reuse Pond 2 913.0 926.1 922.5 925.6 925.6 29,620 38,972 Pond 3 907.0 914.8 909.92 911.7 914.8 3,294 6,593 Pond 4 917.0 923.0 921.0 921.5 922.5 1,746 7,662 LOW-FLOOR ELEVATIONS The following tables provide a summary of the low-floor elevations of proposed units adjacent to ponds. All new and reconstructed buildings must be constructed such that at least two feet above 100 high water elevation or one foot above the emergency overflow of stormwater management facility. Structure (Block – Lot) Low Floor Elevation of Building (ft)Waterbody 100-year Event Flood Elevation of Waterbody (ft) B1, L1 933.3 Pond 1 927.3 B1, L2 934.5 Pond 1 927.3 B1, L3 935.8 Pond 1 927.3 B1, L4 936.7 Pond 1 927.3 B1, L5 937.3 Pond 1 927.3 B1, L6 936.3 Pond 1 927.3 B1, L7 935.4 Pond 1 927.3 Pioneer Ridge August 6, 2025 10 B1, L15 928.6 Pond 2 925.6 B1, L16 928.6 Pond 2 925.6 B1, L17 927.6 Pond 2 925.6 B1, L18 927.6 Pond 2 925.6 B1, L19 932.5 Pond 2 925.6 B1, L20 932.5 Pond 2 925.6 B1, L21 934.0 Pond 2 925.6 B1, L22 934.0 Pond 2 925.6 B1, L23 927.6 Pond 2 925.6 B1, L24 928.6 Pond 2 925.6 B1, L25 928.6 Pond 2 925.6 B1, L26 929.6 Pond 2 925.6 B1, L27 929.6 Pond 2 925.6 B1, L28 927.7 Basin 4 921.5 B1, L29 927.7 Basin 4 921.5 B1, L30 926.7 Basin 4 921.5 B1, L31 926.7 Basin 4 921.5 B1, L32 925.6 Basin 4 921.5 B1, L33 924.6 Basin 4 921.5 B1, L34 924.6 Basin 4 921.5 B2, L1 922.4 Basin 3.1 920.4 B2, L2 922.4 Basin 3.1 920.4 B2, L3 923.4 Basin 3.1 920.4 B2, L4 923.4 Basin 3.1 920.4 B2, L9 927.7 Pond 3 911.7 B2, L10 927.7 Pond 3 911.7 B2, L11 928.7 Pond 3 911.7 B2, L12 928.7 Pond 3 911.7 B2, L13 927.6 Pond 3 911.7 B2, L14 927.6 Pond 3 911.7 B2, L15 926.6 Pond 3 911.7 B2, L16 926.6 Pond 3 911.7 B2, L17 924.4 Pond 3 911.7 B2, L18 924.4 Pond 3 911.7 B2, L19 923.4 Pond 3 911.7 B2, L20 923.4 Pond 3 911.7 Pioneer Ridge August 6, 2025 11 CONCLUSIONS The proposed site meets rate control, volume control and water quality requirements of the City of Chanhassen, Riley-Purgatory-Bluff Creek Watershed District. Pioneer Ridge August 6, 2025 12 EXHIBIT 1 4EX 2.52 AC 3EX 5.35 AC 2EX 5.39 AC 7EX 1.99 AC 7AEX 6.85 AC ∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆B L U F F C R E E K D R I V E PIONE E R T R AI L HIGHWAY 212TNH ELEV=924.14 EX-MHRE = 929.30 EX-MH RE = 916.64 EX-MH RE = 910.08 EX-MH RE = 906.09 EX-MH RE = 903.48 EX-MH EX-MH RE = 900.85 EX-MHRE = 924.43 EX-MHRE = 924.39 EX-MH RE = 901.83 EX-MH RE = 904.73 EX-MHRE = 923.28 S EX-MHRE = 937.53 S EX-MHRE = 937.43 X X X X POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH POH STOSTOSTOSAN SAN SAN SAN SAN SANSANSANRE=937.53 IE=918.83 (E/W) 8" PVC RE=937.43 IE=918.13 (N/E/W) SAN8" PVCSTO STOS TO S TO STOSTOSTOSTO STO STO STO STO STO STO STO STO STO STO STOSTOS T OSTOSTOSTO POHPOHPOHPOHPOH POH POH POH POH POH POH POH POH POH POH POH POH POH HH FIBER OPTIC F O F O FO T EX-MH RE = 937.21 EX-MHRE = 937.22 EX-MH RE = 936.73 EX-MH RE = 937.39 EX-MH RE = 938.86 EX-MHRE = 937.48 S EX-MH RE = 939.16 T W PUGPUGPUGPUGPUGSANSANSANGASGAS 90090 0 910 91 0 920 920 920920 92 0 920 930 930 930930930930 930930 93 0 940 940940 896896 8968 9 6 89 8 89 8 9 0 2 902 9 0 4 904 90 6 906 90 8 90 8 912912 912 91 2 914 91 4 914 914 914 914914 914 916 9 1 6 916 916 916 916916 916 918 91 8 918 918918 918 922 922 92292 2 9 2 2 924 9 2 4 924924 924 926926 926926 926 928 928928 928 928928 9 2 8 932 932932932932 932932932 93 2 934 93 4 934934934 936936936 93 6 9 3 6 936936 9 3 8 938938938938938938 938938 942 942942 942 944 944946 946946 9 4 6 948 948910 920 930 930 930908 908912914916918922924926928932932932934936938 900910920 920 920930 940 898902904906908912914916918918 918 922 922922922 922924924 924 926 928 932 934 936 938 942 944946 HEMLO C K W A Y MAYAP P L E P A S SSANSANSANSAN SAN SAN SANSAN SANSANSANSANSANSANSANSANSAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN S A N SA N SA N SA N SA N SA N S A N S A N SAN SAN SAN SAN SAN SAN SAN SAN SAN SAN SANSANSANSANSAN SAN SAN SAN SANSANSANSANSAN S S S S S S S S S S S S S S S S S S S S S S 20EX 11.58 AC Pioneer Ridge May 19, 2025 10 EXHIBIT 2 OUTOUTOUTOUTOUTOUTOUTOUTOUTOUT OUTOUTOUTOUTOUTOUTHWLHWLHWLHWLHWLHWLHWLHWLHWLHWL HWL HWLHWLHWLHWLHWLHWLOUTOUTOUTOUTOUTOUTOUTOUTOUTOUTHWLHWLHWLHWLHWLHWL HWLHWL910908912 0123 4 56789101112934 .5 SOG 934 . 5 936.3SOG936.3933.0SOG933.0935.3 SOG 935.3 935.8 927.6 WO 927.6 935.8927.6LO930.8936.8928.6LO931.8932.8924.6LO927.8931.6923.4WO923.4934.8926.6WO926.6935.9927.7WO927.7 9 3 2 . 1 9 2 3 . 9WO 9 2 3 . 9929.9922.4WO(1)922.4937.8929.6LO932.8934.9926.7WO926.7935.9927.7WO927.73:14:14:14:1 4:1 25.0%935.9 SOG 935.9 937.5 SOG 937.5 936.8 928.6 WO 928.6 3:1932.6924.4WO924.4935.8927.6WO927.6934.5SOG934.5935.4SOG935.4937.3SOG937.3935.8SOG935.8 933.3SOG 933.3930.9923.4WO(1)923.49 3 3 . 1 9 2 4 . 9WO 9 2 4 . 9 936.9928.7WO928.74:14:13:141:1 5:1 VolumeBase SurfaceComparison SurfaceCut FactorFill FactorCut volume (adjusted)Fill volume (adjusted)Net volume (adjusted)Cut volume (unadjusted)Fill volume (unadjusted)Net volume (unadjusted)920 930918922924926928 9209189229309229229249249249269269269269289329349 3 6 9 3 8 3:13:1 NWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWLNWL NWL NWL 9209129 1 4916932932 POND 2-REUSENWL=922.5BOTTOM = 913.0100 YR HWL = 925.6EOF=925.6BERM=926.14.6%4 :12.00%0.00%2.00%1.87%0 1 2 3 4 5 930930932932932 934934934 936936 920920 920930 914914 916916 918 918922922 922924924924924 926926926928 932910910920908908912912914914916916918918922924920930914916918922924926928932934910920908912914916918922924926936.7SOG936.7933.6SOG933.6931.9SOG(1)932.6934.0SOG934.0932.5SOG932.5933.8925.6LO928.8EX EOF22.521:117:110:12.0%2.5%2.5%3.1% 2.9% 3.0%0.6%2.0%2.0% 3 . 2%012WET POND/FILTRATION BASIN 4OUTLET EL= 921.0BOTTOM= 920.0 (FILTRATION)=917.0 (WET POND)DT IE= 918.5DT IE OUT= 917.512" IE OUT= 917.0100 YR HWL=921.5EOF=922.5NWL NWL NWLNWLNWLNWLNWLNWLNWL 2.0%EX. POND 7NWL=926.5EX 100 YR HWL =930.3PR 100 YR HWL =929.9EOF=930.4POND 1NWL=925.5100 YR HWL =927.3EOF=927.3BOTTOM=918.02.4%1.9%0.6%2.0%EX EOF27.6920920922924926POND 3OUTLET EL= 909.92 (EXIST.24")100 YR HWL=911.7EOF= 914.8BOTTOM= 907.0FILTRATION BASIN 3.1w/SUMP MH FORPRETREATMENTOUTLET EL= 919.0BOTTOM= 917.5DT IE= 916.0DT IE OUT= 915.415" IE OUT= 914.9100 YR HWL= 920.4EOF= 920.5910920920920912914916918 918918 922OUTOUTOUTOUTOUTOUTOUT 4:14:14:13:1 8:1HWL HWLHWLHWLHWLHWLHWLHWLHWLHWLHWLHWLHWL∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆BLUFF CREEK DRIVEPIONEER TRA IL HI G H W A Y 2 1 2 TNHELEV=924.14EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 903.48EX-MHRE = 899.85EX-MHRE = 900.85EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 901.83EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53SEX-MHRE = 937.43XXX X POH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANSANSANSANRE=937.53IE=918.83 (E/W)8" PVCRE=937.43IE=918.13 (N/E/W)SAN8" PVCSTOSTOSTOSTOSTOSTOSTOSTO S TO S T O S TO S TO S TO STOSTOSTOSTOSTOSTOSTOSTOSTOSTOSTOPOH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTO STOHH FIBER OPTICFOFOFOTEX-MHRE = 937.21EX-MHRE = 937.22EX-MHRE = 936.73EX-MHRE = 937.39EX-MHRE = 938.86EX-MHRE = 937.48SEX-MHRE = 939.16TWPUGPUGPUGPUGPUGSANSANSANGASGASSTOSTOSTO123 4 56789101112130 1 2 3 4 50123123454849 5 0 51 5253545556575859FMFMFMFMFMFMSTOWET POND/FILTRATION BASIN 4OUTLET EL= 921.0BOTTOM= 920.0 (FILTRATION)=917.0 (WET POND)DT IE= 918.5DT IE OUT= 917.512" IE OUT= 917.0100 YR HWL=921.5EOF=922.5POND 3OUTLET EL= 909.92 (EXIST.24")100 YR HWL=911.7EOF= 914.8BOTTOM= 907.0FILTRATION BASIN 3.1w/SUMP MH FORPRETREATMENTOUTLET EL= 919.0BOTTOM= 917.5DT IE= 916.0DT IE OUT= 915.415" IE OUT= 914.9100 YR HWL= 920.4EOF= 920.515161718192021222324252627282930313212345678910111213141516171819202135112JONN I WAYCREEK RIDGE PLACE 100'166'50'14'123456789101112131457.28 57.28 57.2867.6955.2555.2555.2555.2555.2555.2555.2555.2555.25 55.2 5 3334OUTLOT A1OUT LO T B OUTLOT BOUTLOT B OUTLOT COUTLOT D353548 49 5 0 5 1 5253545556575859R 2 5 'R25'JONNI WAY14'14'P-P U GP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUGP-PUG P - PUG P - P U G P - P U G P-PUGP-PUGHEMLOCK WAYMAYAPPLE PASSSAN SANSANSANSANSANSAN SANSANSANSANSANS A N S A N SAN SAN SAN SANSANSANSAN SAN SAN SAN SAN SANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSANSAN SAN SA N SANSANSANSANSANSANSANSANSANSANSANSANSSSSSSSSSSSSSSSSSSSSSSSSS4S1.55 AC7AE6.85 AC1P1.91 AC3S1.83 AC5S0.97 AC2P4.81 AC2S3.42 AC3.1S0.76 AC7S0.10 AC20S11.58 AC Pioneer Ridge May 19, 2025 11 EXHIBIT 3 March 5, 2024 HGTS Project Number: 24-0073 Mr. Matt Olson Brandl Anderson 221 River Ridge Circle South Burnsville, MN 55337 Re: Geotechnical Exploration Report, Proposed Residential Development, Chanhassen, Minnesota Dear Mr. Olson: We have completed the geotechnical exploration report for the proposed residential development in Chanhassen. A brief summary of our results and recommendations is presented below. Specific details regarding our procedures, results and recommendations follow in the attached geotechnical exploration report. Eight soil borings were completed for this project with 6 of the borings encountering about 1 to 4 ½ feet of topsoil overlying clayey glacial till deposits that extended to the termination depths of the borings. The remaining two borings (SB-5 and SB-6) encountered about 6 to 7 feet of Fill and buried topsoil or swamp deposits that extended to depths ranging from about 10 to 12 feet below the ground surface. Groundwater was encountered in one of the soil borings at about 14 feet below the ground surface . The vegetation, topsoil and Fill, buried topsoil and swamp deposits are not suitable for building, roadway or utility support and will need to be removed and replaced, as needed, with suitable compacted engineered fill. It is our opinion that the underlying native glacial till soils are suitable for foundation support. With the building pads prepared as recommended it is our opinion that the foundations for the proposed homes can be designed for a net allowable soil bearing capacity up to 2,000 pounds per square foot. Thank you for the opportunity to assist you on this project. If you have any questions or need additional information, please contact Paul Gionfriddo at 612-729-2959. Sincerely, Haugo GeoTechnical Services Paul Gionfriddo, P.E. Senior Engineer GEOTECHNICAL EXPLORATION REPORT PROJECT: Proposed Residential Development NE Quadrant Bluff Creek Drive & Pioneer Trial Chanhassen, Minnesota PREPARED FOR: Brandl Anderson 221 River Ridge Circle South Burnsville, MN 55337 PREPARED BY: Haugo GeoTechnical Services 2825 Cedar Avenue South Minneapolis, Minnesota 55407 Haugo GeoTechnical Services Project: 23-0089 March 5, 2024 I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Paul Gionfriddo, P.E. Senior Engineer License Number: 23093 Table of Contents 1.0 INTRODUCTION 1 1.1 Project Description 1 1.2 Purpose 1 1.3 Site Description 1 1.4 Scope of Services 1 1.5 Documents Provided 2 1.6 Locations and Elevations 2 2.0 FIELD PROCEDURES 2 3.0 RESULTS 3 3.1 Soil Conditions 3 3.2 Groundwater 3 3.3 Laboratory Testing 4 3.4 OSHA Soil Classification 5 4.0 DISCUSSION AND RECOMMENDATIONS 5 4.1 Proposed Construction 5 4.2 Discussion 5 4.3 Site Grading Recommendations 6 4.4 Dewatering 8 4.5 Interior Slabs 8 4.6 Below Grade Walls 9 4.7 Retaining Walls 9 4.8 Exterior Slabs 10 4.9 Site Grading and Drainage 10 4.10 Utilities 11 4.11 Bituminous Pavements 11 4.12 Materials and Compaction 12 4.13 Stormwater Ponds/Infiltration Basins 12 5.0 CONSTRUCTION CONSIDERATIONS 13 5.1 Excavation 13 5.2 Observations 13 5.3 Backfill and Fills 13 5.4 Testing 13 5.5 Winter Construction 13 6.0 PROCEDURES 14 6.1 Soil Classification 14 6.2 Groundwater Observations 14 7.0 GENERAL 14 7.1 Subsurface Variations 14 7.2 Review of Design 14 7.3 Groundwater Fluctuations 15 7.4 Use of Report 15 7.5 Level of Care 15 APPENDIX Boring Location Sketch, Figure 1 Soil Boring Logs, SB-1 thru SB-8 Descriptive Terminology 1 1.0 INTRODUCTION 1.1 Project Description Brandl Anderson is preparing for construction of a residential development in Chanhassen, Minnesota and retained Haugo GeoTechnical Services (HGTS) to perform a geotechnical exploration to evaluate the suitability of site soil conditions to support the proposed development. We understand the project will include preparing house pads for 13 townhome buildings along with the associated streets, underground utilities and stormwater ponds. 1.2 Purpose The purpose of this geotechnical exploration was to characterize subsurface soil and groundwater conditions and provide recommendations for foundation design and construction. 1.3 Site Description The project site is located in the north east quadrant of the intersections of Bluff Creek Drive and Pioneer Trail in Chanhassen, Minnesota. The site is known as, or is referred to, as the MnDOT Property. At the time of this assessment, the project site existed as vacant land and was mostly grass covered. Based on a brief review of historical aerial photographs available on Google Earth, it appears that the land was used for agricultural purposes until sometime around March 2006 when the farmstead was removed. Some grading activities are visible in the aerial photographs dated May 2006 that appear to be associated with construction of Pioneer Trail and U S Highway 212. The project site appears to have remained vacant since about 2008. The site topography varied but generally rise to the north. The ground surface elevations at the soil boring locations ranged from about 913 to 947 with most of the elevations near about 931 feet above mean sea level (MSL). 1.4 Scope of Services Our services were performed in accordance with the Haugo GeoTechnical Services proposal 24-0073 dated January 30, 2024. Our scope of services was performed under the terms of our General Conditions and limited to the following tasks: Completing 8 standard penetration test soil borings and extending 5 to nominal depths of 20 feet and 3 to nominal depths of 14 ½ feet. Sealing the borings in accordance with Minnesota Department of Health requirements. Obtaining GPS coordinates and ground surface elevations at the soil boring locations. Brandl Anderson and/or their consultants subsequently staked the boring locations and provided ground surface elevations at the boring locations. Visually/manually classifying samples recovered from the soil borings. Performing laboratory tests on selected samples. 2 Preparing soil boring logs describing the materials encountered and the results of groundwater level measurements. Preparing an engineering report describing soil and groundwater conditions and providing recommendations for foundation design and construction. 1.5 Documents Provided We were provided a Concept Sketch prepared by Brandle Anderson and/or Westwood Professional Services (Westwood) that was dated January 12, 2024. The Concept Sketch showed the proposed locations of the townhomes, streets and stormwater pond(s) along with the proposed soil boring locations. Additionally, we were provided a plan sheet that showed the property boundaries, boring locations and ground surface elevations at the boring locations. The plan was not titled or dated and did not identify the preparer however we understand that it was prepared by Westwood. Other than the documents described above, specific architectural, structural or civil plans were not available at the time of this geotechnical evaluation. 1.6 Locations and Elevations The soil borings were selected and staked in the field by Brandle Anderson and/or Westwood. Ground surface elevations at the soil boring locations were also provided by Brandle Anderson and/or Westwood. The approximate locations of the soil borings are shown on Figure 1, “Soil Boring Location Sketch,” in the Appendix. The sketch was prepared by HGTS using the untitled plan sheet provided as a base. 2.0 FIELD PROCEDURES The eight (8) standard penetration test borings were advanced on February 16th and 19th, 2024 by HGTS with a rotary drilling rig, using continuous flight augers to advance the boreholes. Representative samples were obtained from the borings, using the split-barrel sampling procedures in general accordance with ASTM Specification D-1586. In the split-barrel sampling procedure, a 2-inch O.D. split-barrel spoon is driven into the ground with a 140- pound hammer falling 30 inches. The number of blows required to drive the sampling spoon the last 12 inches of an 18-inch penetration is recorded as the standard penetration resistance value, or "N" value. The results of the standard penetration tests are indicated on the boring logs. The samples were sealed in containers and provided to HGTS for testing and soil classification. A field log of each boring was prepared by HGTS. The logs contain visual classifications of the soil materials encountered during drilling, as well as the driller's interpretation of the subsurface conditions between samples and water observation notes. The final boring logs included with this report represents an interpretation of the field logs and include modifications based on visual/manual method observation of the samples. 3 The soil boring logs, general terminology for soil description and identification, and classification of soils for engineering purposes are also included in the appendix. The soil boring log identify and describe the materials encountered, the relative density or consistency based on the Standard Penetration resistance (N-value, “blows per foot”) and groundwater observations. The strata changes were inferred from the changes in the samples and auger cuttings. The depths shown as changes between strata are only approximate. The changes are likely transitions, variations can occur beyond the location of the boring. 3.0 RESULTS 3.1 Soil Conditions The soils were frozen to a depth of about 2 feet below the ground surface at the time of our exploration. At the surface, the soil borings encountered about 1 to 4 ½ feet of topsoil consisting of sandy lean clay that was black in color and contained trace amounts of roots. Below the topsoil soil borings SB-5 and SB-6 encountered clayey Fill soils that extended to about 7 feet below the ground surface. The Fill was composed of clayey sand and sandy lean clay that was brown in color. Penetration resistance values (N-Values), shown as blows per foot (bpf) on the boring logs, within the clayey Fill soils ranged from 6 to 10 bpf. These values indicate the Fill had a medium to rather stiff consistency or loose relative density. The Fill at borings SB-5 and SB-6 was underlain by buried topsoil or swamp deposits that extended to depths ranging from about 10 to 12 feet below the ground surface. The buried topsoil or swamp deposits were composed of organic clay that contained some roots and was black in color. Below the topsoil, Fill, buried topsoil and swamp deposits the soil borings encountered native sandy lean clay glacial till soils that extended to the termination depths of the borings. The glacial till soils were mostly brown in color. N-Values within the sandy lean clay glacial till ranged from 5 to 32 bpf with most of the values ranging from about 6 to 16. These values indicate the clayey glacial till had a rather soft to hard consistency but were mostly medium to stiff. The higher N-values, generally greater than 20 bpf, were likely due to gravel cobbles or boulders within the glacial till. 3.2 Groundwater Groundwater was encountered in soil boring SB-6 at abut 14 feet below the ground surface while drilling and sampling. Groundwater was not encountered in the remaining borings while drilling and sampling or after removing the augers from the boreholes. Water levels are summarized in Table 1. 4 Table 1. Summary of Groundwater Levels Boring Number Surface Elevation (feet) Approximate Depth to Groundwater (feet)* Approximate Groundwater Elevation (feet)* SB-1 930.5 NE - SB-2 931.5 NE - SB-3 931.8 NE - SB-4 931.8 NE - SB-5 947.3 NE - SB-6 913.0 14 899 SB-7 929.9 NE - SB-8 928.1 NE - * = Depths and elevations were rounded to the nearest ½ foot. NE = Not Encountered Water levels were measured on the dates as noted on the boring logs and the period of water level observations was relatively short. Given the cohesive nature of the soils encountered, it is possible that insufficient time was available for groundwater to seep into the borings and rise to its hydrostatic level. Seasonal and annual fluctuations in the groundwater levels should be expected. Groundwater monitoring wells or piezometers in conjunction with deeper soil boring(s) would be required to more accurately determine water levels. 3.3 Laboratory Testing Laboratory moisture content and percent passing the #200 sieve (P-200) tests were performed on selected samples recovered from the soil borings. Moisture content ranged from about 18 ½ to 30 percent. These values indicate that the soils were likely above their assumed optimum moisture content based n the standard Proctor test. The P-200 content is a measure of the silt and clay sized particle on a sample which can affect infiltration rates. In general, the greater the P-200 content the less permeable the soil will be. Organic contents ranged from about 3 ½ to 5 percent indicating the soils were slightly organic. Laboratory test results are summarized in Table 2 and are also shown on the boring logs adjacent to the sample tested. Table 2. Summary of Laboratory Tests Boring Number Sample Number Depth (feet) Moisture Content (%) * P-200 Content (%) * Organic Content (%) SB-1 SS-19 5 22 53 ½ - SB-2 SS-3 5 20 ½ - - SB-3 SS-25 2 ½ 26 - - SB-4 SS-33 2 ½ 27 ½ - - SB-5 SS-48 2 ½ 19 - - SB-5 SS-50 7 ½ 24 - 5 SB-6 SS-57 5 22 - - SB-6 SS-58 7 ½ 28 - 3 ½ SB-7 SS-11 5 30 - - SB-8 SS-42 5 18 ½ 54 - *Moisture content, P-200 and organic contents were rounded to the nearest ½ percent. 5 3.4 OSHA Soil Classification The soils encountered in the borings consisted predominantly of sandy lean clay with lesser amounts of clayey sand meeting the ASTM Classifications of CL and SC, respectively. Soils meeting the classification of CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as SC will generally be Type C soils under OSHA guidelines. An OSHA-approved qualified person should review the soil classification in the field. Excavations must comply with the requirements of OSHA 29 CFR, Part 1926, Subpart P, “Excavations and Trenches.” This document states excavation safety is the responsibility of the contractor. The project specifications should reference these OSHA requirements. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 Proposed Construction We understand the project will include preparing lots and house pads for 13 townhome buildings with each building having 4 or 6 units for a total of 62 units. We were not provided specific architectural, structural or civil construction plans, but we assume the homes will include one or two stories above grade and will most likely be slab on grade structures but could have walkout, lookout or full basements. We anticipate below grade construction consisting of cast-in-place concrete or masonry block foundation walls supported on concrete spread footings. The above grade construction will likely consist of wood framing, a pitched roof and asphalt shingles. Based on the assumed construction we estimate wall loadings will range from about 2 to 3 kips (2,000 to 3,000 pounds) per lineal foot and column loads, if any will be less than 75 kips (75,000 pounds). We anticipate the buildings will be constructed at or near existing site grades so that cuts or fill for permanent grade changes will generally be on the order of 5 feet or less. If the proposed loads exceed these values or if the design or location of the proposed development changes, we should be informed. Additional analyses and revised recommendations may be necessary. 4.2 Discussion The vegetation and topsoil are not suitable for foundation, roadway or utility support and will need to be removed from below the building pads, pavements, utilities and oversize areas and replaced with suitable compacted engineered fill. Based on a review of historical aerial photographs available on Google Earth a farmstead existed on the site that appears to have been located in the vicinity of soil boring SB-4. The farmstead was removed sometime around March 2006. Although our borings did not encounter remnants of the former structure(s) there is that potential. We recommend that all remnants of any former structure(s), if encountered, including; foundations, foundation walls, 6 floor slabs and any underground utilities be removed from within the proposed building, roadway, utility and oversize areas and be properly disposed of off-site. The origin of the Fill encountered in borings SB-5 and SB-6 is unknown. Soil boring SB-5 was completed in an area that appears to have been graded during construction of U S Highway 212 and Pioneer Trail. Soil boring SB-6 was completed in an area that was occupied by a pond that appears to have been filled as part of construction of Pioneer Trail. We are not aware of any documentation regarding placement or compaction of the Fill and the concern with undocumented Fill is the potential for unsuitable materials to be buried within it that can settle unfavorably due to the structural loads associated with the proposed development. Below the Fill, soil borings SB-5 and SB-6 encountered organic soils (buried topsoil and/or swamp deposits) that extend to depths ranging from about 10 to 12 feet below the ground surface. The organic soils are compressible and can settle unfavorably. For these reasons we do not recommend supporting the townhomes, utilities and pavements on the Fill and organic soils and recommend they be removed from within the proposed building, utility, pavement and oversize areas. It is our opinion that the underlying native glacial till soils are generally suitable for foundation, pavement and utility support. The laboratory moisture contents of the clayey glacial till soils ranged from about 18 ½ to 30 percent, with most of the values greater than 20 percent, indicating they were likely above their assumed optimum soil moisture content based on the standard Proctor test. Clayey soil that will be reused ad fill or backfill will likely require some moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet clays. Groundwater was encountered in one of the borings (SB-6) at about 14 feet below the ground surface. With the foundations anticipated to bear about 4 to 10 feet below the ground surface we do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. 4.3 Site Grading Recommendations Excavation We recommend that all building remnants, if encountered, footings, floor slabs, foundation walls and underground utilities be removed from within the building, roadway, utility and oversize areas. We recommend that all vegetation, topsoil, Fill, buried topsoil, organic soils (swamp deposits) and any soft or otherwise unsuitable soils, if encountered, be removed from below the proposed building, roadway, utility and oversize areas. Table 3 summarizes the anticipated excavation depths at the soil boring locations. Excavation depths may vary and could be deeper. 7 Table 3. Anticipated Excavation Depths Boring Number Measured Surface Elevation (feet) Anticipated Excavation Depth (feet)* Anticipated Excavation Elevation (feet)* Approximate Groundwater Elevation (feet)* SB-1 930.5 4 ½ (Pond) 926 NE SB-2 931.5 1 930 ½ NE SB-3 931.8 1 ½ 930 ½ NE SB-4 931.8 1 930 NE SB-5 947.3 12 935 ½ NE SB-6 913.0 9 ½ 903 ½ 899 SB-7 929.9 1 929 NE SB-8 928.1 1 ½ (Pond) 926 ½ NE * = Excavation depths and elevations were rounded to nearest ½ foot. Oversizing In areas where the excavations extend below the proposed footing elevations, the excavations require oversizing. We recommend the perimeter of the excavation be extended a foot outside the proposed footprint for every foot below footing grade (1H:1V oversizing). The purpose of the oversizing is to provide lateral support of the foundation. Fill Material Fill required to attain site grades may consist of any debris-free, non-organic mineral soil. The on-site native clayey glacial till soils appear to be generally suitable for reuse as structural fill or backfill provided they are free of debris, organic soils or otherwise unsuitable materials. Excepts we recommend that fill or backfill placed in wet excavations or within 2 feet of the groundwater table, if encountered, consist of granular soil (sand) with less than 5 percent passing the number 200 sieve and at least 50 percent retained on the number 40 sieve. The laboratory moisture contents of the clayey glacial till soils ranged from about 18 ½ to 30 percent indicating they were likely above their estimated optimum soil moisture content based on the standard Proctor test. Clayey soil that will be reused ad fill or backfill will likely require significant moisture conditioning (drying) to meet the recommended compaction levels. Summer months are typically more favorable for drying wet clays. Topsoil, buried topsoil, organic soils (swamp deposit) and soils that are black in color are not suitable for reuse as structural fill or backfill. Backfilling We recommend that backfill placed to attain site grades be compacted to a minimum of 95 percent of its standard Proctor density (ASTM D 698). Granular fill classified as SP or SP-SM should be placed within 65 percent to 105 percent of its optimum moisture content as determined by the standard Proctor. Other fill soils should be placed within 3 percentage points above and 1 percentage point below its optimum moisture content as determined by the standard Proctor. All fill should be placed in thin lifts and be compacted with a large self-propelled vibratory compactor operating in vibratory mode. 8 In areas where fill depths will exceed 10 feet, if any, we recommend that compaction levels be increased to a minimum of 100 percent of standard Proctor density. Even with the increased compaction levels a construction delay may be required to allow for post settlement of the fill mass. Fill and backfill placed on slopes, if any, must be “benched” into the underlying suitable soils to reduce the potential for slip places to develop between the fill and underlying soil. We recommend “benching” or excavating into the slope at 5 feet vertical intervals to key the fill into the slope. We recommend each bench be a minimum of 10 feet wide. Foundations We recommend the perimeter footings bear a minimum of 42 inches below the exterior grade for frost protection. Interior footings may be placed immediately below the slab provided construction does not occur during below freezing weather conditions. Foundation elements in unheated areas (i.e. deck or porch footings) should bear at least 5 feet below exterior grade for frost protection. We anticipate the foundations and floor slabs will bear on compacted clayey engineered fill over native clayey glacial till soils. With the building pads prepared as recommended, it is our opinion the footings can be designed for a net allowable bearing pressure up to 2,000 pounds per square foot (psf). We anticipate total and differential settlement of the foundations will be less than 1 inch and ½ inch, respectively, across a 30-foot span. 4.4 Dewatering Groundwater was encountered in one of the borings (SB-6) at about 14 feet below the ground surface. With the utilities anticipated to bear about 7 to 10 feet below the ground surface we do not anticipate that groundwater will be encountered during construction and do not anticipate that dewatering will be required. In clayey soils it might be possible to control groundwater with sumps and pumps, if encountered. 4.5 Interior Slabs The anticipated floor subgrade will consist of compacted clayey engineered fill or clayey native glacial till soils. It is our opinion a modulus of subgrade reaction, k, of 50 pounds per square inch per inch of deflection may be used to design the floor. If floor coverings or coatings less permeable than the concrete slab will be used, we recommend that a vapor retarder or vapor barrier be placed immediately beneath the slab. Some contractors prefer to bury the vapor barrier or vapor retarder beneath a layer of sand to reduce curling and shrinkage, but this practice often traps water between the slab and vapor retarder or barrier. Regardless of where the vapor retarder or vapor barrier is placed, we recommend consulting the floor covering manufacturer regarding the appropriate type, use and installation of the vapor retarder or vapor barrier to preserve the warranty. We recommend following all state and local building codes with regards to a radon mitigation plan beneath interior slabs. 9 4.6 Below Grade Walls We recommend general waterproofing of the below grade walls. We recommend either placing drainage composite against the backs of the exterior walls or backfilling adjacent to the walls with sand having less than 50 percent of the particles by weight passing the #40 sieve and less than 5 percent of the particles by weight passing the #200 sieve. The sand backfill should be placed within 2 feet horizontally of the wall. We recommend the balance of the backfill for the walls consist of sand however the sand may contain up to 20 percent of the particles by weight passing the #200 sieve. We recommend installing drain tile behind the below grade walls, adjacent to the wall footing and below the slab elevation. Preferably the drain tile should consist of perforated pipe embedded in gravel. A geotextile filter fabric should encase the pipe and gravel. The drain tile should be routed to a storm sewer, sump pump or other suitable disposal site. Foundation walls or below grade (basement) walls will have lateral loads from the surrounding soil transmitted to them. Active earth pressures can be used to design the below grade walls if the walls are allowed to rotate slightly. If wall rotation cannot be tolerated, then below grade wall design should be based on at-rest earth pressures. It is our opinion that the estimated soil parameters presented in Table 4 can be used for below grade wall design. These estimated soil parameters are based on the assumptions that the walls are drained, there are no surcharge loads within a horizontal distance equal to the height of the wall and the backfill is level. Table 4. Estimated Soil Parameters Soil Type Estimated Unit Weight (pcf) Estimated Friction Angle (degrees) At-Rest Pressure (pcf) Active Soil Pressure (pcf) Passive Soil Pressure (pcf) Sand (SP & SP-SM) 120 32 55 35 390 Other Soils (CL & SC) 135 28 70 50 375 Resistance to lateral earth pressures will be provided by passive resistance against the wall footings and by sliding resistance along the bottom of the wall footings. We recommend a sliding coefficient of 0.35. This value does not include a factor of safety. 4.7 Retaining Walls We are not aware of any proposed retaining walls for the project. Retaining wall designers and/or installers should be aware that soil borings for any retaining wall were not completed as part of this evaluation. Because of that, additional geotechnical explorations (soil borings) will be required to determine and evaluate the suitability and/or stability of site soil conditions to support their design(s). Retaining wall designer and/installers will be solely responsible to conduct additional geotechnical evaluation(s) as needed. 10 In addition, HGTS does not practice in retaining wall design. Retaining wall designers will be solely responsible for retaining wall design and construction. 4.8 Exterior Slabs Exterior slabs will likely be underlain by clayey soils which are considered moderately to highly frost susceptible. If these soils become saturated and freeze, frost heave may occur. This heave can be a nuisance in front of doors and at other critical grade areas. One way to help reduce the potential for heaving is to remove the frost-susceptible soils below the slabs down to bottom of footing grades and replace them with non-frost-susceptible backfill consisting of sand having less than 5 percent of the particles by weight passing the number 200 sieve. If this approach is used and the excavation bottoms terminate in non-free draining granular soil, we recommend a drain tile be installed along the bottom outer edges of the excavation to collect and remove any water that may accumulate within the sand. The bottom of the excavation should be graded away from the building. If the banks of the excavations to remove the frost-susceptible soils are not sloped, abrupt transitions between the frost-susceptible and non-frost-susceptible backfill will exist along which unfavorable amounts of differential heaving may occur. Such transitions could exist between exterior slabs and sidewalks, between exterior slabs and pavements and along the slabs themselves if the excavations are confined to only the building entrances. To address this issue, we recommend sloping the excavations to remove frost-susceptible soils at a minimum 3:1 (horizontal:vertical) gradient. An alternative method of reducing frost heave is to place a minimum of 2 inches of extruded polystyrene foam insulation beneath the slabs and extending it about 4 feet beyond the slabs. The insulation will reduce frost penetration into the underlying soil and reduce heave. Six to twelve inches of granular soil is typically placed over the insulation to protect it during construction. Another alternative for reducing frost heave is to support the slabs on frost depth footings. A void space of at least 4 inches should be provided between the slab and the underlying soil to allow the soil to heave without affecting the slabs. 4.9 Site Grading and Drainage We recommend the site be graded to provide positive run-off away from the proposed buildings. We recommend landscaped areas be sloped a minimum of 6 inches within 10 feet of the building and slabs be sloped a minimum of 2 inches. In addition, we recommend downspouts with long splash blocks or extensions. We recommend the lowest floor grades be constructed to meet City of Chanhassen requirements with respect to groundwater separation distances. In the absence of City requirements, we recommend maintaining at least a 4-foot separation between the lowest floor slab and the observed groundwater levels and at least a 2-foot separation between the lowest floor slab and the 100-year flood level of nearby wetlands, storm water ponds or other surface water features. 11 4.10 Utilities We anticipate that new utilities will be installed as part of this project. We further anticipate that new utilities will bear at depths ranging from about 7 to 10 feet below the ground surface. At these depths, we anticipate that the pipes will bear on compacted engineered fill or native glacial till soils which in our opinion are generally suitable of pipe support. We recommend removing all vegetation, topsoil, Fill and any soft or otherwise unsuitable soils, if encountered, beneath utilities prior to placement. We recommend bedding material be thoroughly compacted around the pipes. We recommend trench backfill above the pipes be compacted to a minimum of 95 percent beneath slabs and pavements, the exception being within 3 feet of the proposed pavement subgrade, where 100 percent of standard Proctor density is required. In landscaped areas, we recommend a minimum compaction of 90 percent. Groundwater was encountered in one soil boring (SB-6) at about 14 feet below the ground surface and we do not anticipate that groundwater will be encountered during utility construction. In clayey soils it might be possible to control groundwater with sumps and pumps, if encountered. 4.11 Bituminous Pavements General The City of Chanhassen may have standard plates that dictate pavement design and if so, we recommend that the pavements be designed and constructed in accordance with the City of Chanhassen standard plates. The following paragraphs provide general pavement recommendations in the absence of city standard plates. Traffic We were not provided any information regarding traffic volumes, such as Average Annual Daily Traffic (AADT) or vehicle distribution. We anticipate the streets will be used predominantly by automobiles, light trucks, school busses, garbage trucks and delivery vans (FEDEX, UPS etc.). Based on the anticipated number of homes in the development and assumed traffic types we estimate the roadways will be subjected to Equivalent Single Axle Loads (ESAL’s) less than 50,000 over a 20-year design life. This does not account for any future growth. Subgrade Preparation We recommend removing all vegetation, topsoil and any soft or otherwise unsuitable materials from beneath the pavement subgrade. Prior to placing the aggregate base, we recommend compacting and/or test rolling the subgrade soils to identify soft, weak, loose, or unstable areas that may require additional subcuts. Backfill to attain pavement subgrade elevations can consist of any mineral soil provided it is free of organic material or other deleterious materials. We recommend placing and compacting fill and/or backfill as described in Section 4.3 except in paved areas where the upper 3 feet of fill and backfill should be compacted to a minimum of 100 percent of its standard Proctor maximum dry density. 12 R-Value R-Value testing was beyond the scope of this project. The soils encountered in the soil borings consisted predominantly of sandy lean clay corresponding to the ASTM Classification of CL. It is our opinion an assumed R-Value of 10 can be used for pavement design. Pavement Section Based on an estimated R-value of 10 and a maximum of 50,000 ESAL’s we recommend pavement section consisting of a minimum of 3 ½ inches of bituminous (1 ½ inches of wear course and 2 inches of base course) underlain by a minimum of 8 inches of aggregate base. If a heavy-duty section is required, we recommend pavement section consisting of a minimum of 4 inches of bituminous (2 inches of wear course and 2 inches of base course) underlain by a minimum of 8 inches of aggregate base. 4.12 Materials and Compaction We recommend specifying aggregate base meeting MN/DOT Class 5 aggregate base. We recommend the aggregate base be compacted to 100 percent of its maximum standard Proctor. We recommend that the bituminous wear and base courses meet the requirements of MN/DOT specification 2360. We recommend the bituminous pavements be compacted to at least 92 percent of the maximum theoretical density. We recommend specifying concrete that has a minimum 28-day compressive strength of 4,500 psi, and a modulus of rupture of at least 600 psi. We recommend Type I cement meeting the requirements of ASTM C150. We recommend specifying 5 to 7 percent entrained air for exposed concrete to provide resistance to freeze-thaw deterioration. We also recommend using a water/cement ratio of 0.45 or less for concrete exposed to deicers. 4.13 Stormwater Ponds/Infiltration Basins Based on the provided Concept Sketch, the project will include constructing storm water ponds/infiltration basins on the project site. We were not provided any information regarding site grades and or pond bottom elevations. Soil borings SB-1 and SB-8 were completed within or near the proposed pond locations and encountered sandy lean clay meeting the ASTM classification CL. It is our opinion that the infiltration rates presented in Table 5, which were obtained from “Minnesota Storm Water Manual”, can be used for stormwater pond design. Table 5. Infiltration Rates In-situ soils Soil Description Hydrologic Soil Group Design Infiltration Rate (in/hr.) CL Sandy Lean Clay D 0.06 It should be noted that soil infiltration rates can vary due to; soil moisture content, soil compaction, the placement or introduction of fine-grained soils, topsoil or biofiltration media and changes or variations in local groundwater levels. These variations may result in additional construction costs and it is suggested that a contingency be provided for this purpose. 13 Field tests (double ring infiltrometer) can be performed within the proposed infiltration basin area to verify infiltration rates of the in-situ soils. We would be pleased to provide these services if required or requested. 5.0 CONSTRUCTION CONSIDERATIONS 5.1 Excavation The soils encountered in the borings consisted predominantly of sandy lean clay with lesser amounts of clayey sand meeting the ASTM Classifications of CL and SC, respectively. Soils meeting the classification of CL will generally be Type B soils under Department of Labor Occupational Safety and Health Administration (OSHA) guidelines, while soils classified as SC will generally be Type C soils under OSHA guidelines. Temporary excavations in Type B soils should be constructed at a minimum of 1 foot horizontal to every 1 foot vertical within excavations. Temporary excavations in Type C soils should be constructed at a minimum of 1 ½ foot horizontal to every 1 foot vertical within excavations. Slopes constructed in this manner may still exhibit surface sloughing. If site constraints do not allow the construction of slopes with these dimensions, then temporary shoring may be required. 5.2 Observations A geotechnical engineer or a qualified engineering technician should observe the excavation subgrade to evaluate if the subgrade soils are similar to those encountered in the borings and adequate to support the proposed construction. 5.3 Backfill and Fills We recommend moisture conditioning all soils that will be used as fill or backfill in accordance with Section 4.3 above. We recommend that fill and backfill be placed in lifts not exceeding 4 to 12 inches, depending on the size of the compactor and materials used. 5.4 Testing We recommend density tests of backfill and fills placed for the proposed house foundations. Samples of the proposed materials should be submitted to our laboratory prior to placement for evaluation of their suitability and to determine their optimum moisture content and maximum dry density (Standard Proctor). 5.5 Winter Construction If site grading and construction is anticipated to proceed during cold weather, all snow and ice should be removed from cut and fill areas prior to additional grading and placement of fill. No fill should be placed on frozen soil and no frozen soil should be used as fill or backfill. 14 Concrete delivered to the site should meet the temperature requirements of ASTM and/or ACI. Concrete should not be placed on frozen soil. Concrete should be protected from freezing until the necessary strength is obtained. Frost should not be permitted to penetrate below the footings. 6.0 PROCEDURES 6.1 Soil Classification The drill crew chief visually and manually classified the soils encountered in the borings in general accordance with ASTM D 2488, “Description and Identification of Soils (Visual- Manual Procedure).” Soil terminology notes are included in the Appendix. The samples were returned to our laboratory for review of the field classification by a soils engineer. Samples will be retained for a period of 30 days. 6.2 Groundwater Observations Immediately after taking the final samples in the bottom of the boring, the hole was checked for the presence of groundwater. Immediately after removing the augers from the borehole the hole was once again checked and the depth to water and cave-in depths were noted. 7.0 GENERAL 7.1 Subsurface Variations The analyses and recommendations presented in this report are based on data obtained from a limited number of soil borings. Variations can occur away from the boring, the nature of which may not become apparent until additional exploration work is completed, or construction is conducted. A reevaluation of the recommendations in this report should be made after performing on-site observations during construction to note the characteristics of any variations. The variations may result in additional foundation costs and it is suggested that a contingency be provided for this purpose. It is recommended that we be retained to perform the observation and testing program during construction to evaluate whether the design is as expected, if any design changes have affected the validity of our recommendations, and if our recommendations have been correctly interpreted and implemented in the designs, specifications and construction methods. This will allow correlation of the soil conditions encountered during construction to the soil borings and will provide continuity of professional responsibility. 7.2 Review of Design This report is based on the design of the proposed structures as related to us for preparation of this report. It is recommended that we be retained to review the geotechnical aspects of the design and specifications. With the review, we will evaluate whether any changes have affected the validity of the recommendations and whether our recommendations have been correctly interpreted and implemented in the design and specifications. 15 7.3 Groundwater Fluctuations We made water level measurements in the borings at the times and under the conditions stated on the boring log. The data was interpreted in the text of this report. The period of observation was relatively short and fluctuations in the groundwater level may occur due to rainfall, flooding, irrigation, spring thaw, drainage, and other seasonal and annual factors not evident at the time the observations were made. Design drawings and specifications and construction planning should recognize the possibility of fluctuations. 7.4 Use of Report This report is for the exclusive use of Brandl Anderson and their design team to use to design the proposed structures and prepare construction documents. In the absence of our written approval, we make no representation and assume no responsibility to other parties regarding this report. The data, analysis and recommendations may not be appropriate for other structures or purposes. We recommend that parties contemplating other structures or purposes contact us. 7.5 Level of Care Haugo GeoTechnical Services has used the degree of skill and care ordinarily exercised under similar circumstance by members of the profession currently practicing in this locality. No warranty expressed or implied is made. APPENDIX Haugo GeoTechnical Services, LLC 2825 Cedar Avenue South Minneapolis, MN 55407 Figure #: 1 Drawn By: AH Date: 3-5-24 Scale: None Project #: 24-0073 SB-1 Soil Boring Location Sketch Residential Development Chanhassen, MN SB-2 Legend Approximate Soil Boring Location SB-8 SB-7 SB-6 Disclaimer: Map and parcel data are believed to be accurate, but accuracy is not guaranteed. This is not a legal document and should not be substituted for a title search, appraisal, survey, or for zoning verification. SB-5 SB-4 SB-3 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to stiff (Glacial Till) P-200= 53.5% Bottom of borehole at 14.5 feet. AU 17 SS 18 SS 19 SS 20 SS 21 SS 22 SS 23 2-3-3 (6) 2-3-5 (8) 2-3-4 (7) 2-3-5 (8) 3-5-7 (12) 3-6-9 (15) 22 NOTES GROUND ELEVATION 930.5 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-1 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) (CL) Sandy Lean Clay, trace Gravel, grey, wet, medium to stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 1 SS 2 SS 3 SS 4 SS 5 SS 6 SS 7 SS 8 2-4-6 (10) 2-5-6 (11) 2-5-6 (11) 2-4-5 (9) 3-7-9 (16) 2-4-5 (9) 2-4-4 (8) 20.5 NOTES GROUND ELEVATION 931.5 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-2 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 24 SS 25 SS 26 SS 27 SS 28 SS 29 SS 30 SS 31 2-2-4 (6) 2-3-6 (9) 3-5-6 (11) 2-3-6 (9) 2-5-6 (11) 2-5-7 (12) 2-5-5 (10) 26 NOTES GROUND ELEVATION 931.8 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-3 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 32 SS 33 SS 34 SS 35 SS 36 SS 37 SS 38 SS 39 1-3-5 (8) 2-3-5 (8) 14-10-16 (26) 4-8-12 (20) 3-7-8 (15) 2-5-7 (12) 2-5-8 (13) 27.5 NOTES GROUND ELEVATION 931.8 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-4 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, wet (Topsoil) Clayey Sand, fine to medium grained, trace Gravel, brown, moist (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) Organic Clay, trace Roots, black, wet (Buried Topsoil) Organic Content= 5% (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 47 SS 48 SS 49 SS 50 SS 51 SS 52 SS 53 SS 54 2-5-5 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 3-6-5 (11) 2-4-6 (10) 2-4-5 (9) 19 24 NOTES GROUND ELEVATION 947.3 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-5 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, black, frozen (Topsoil) Sandy Lean Clay, trace Gravel, brown, wet (Fill) Sandy Lean Clay, trace Gravel, grey and brown, wet (Fill) (OL) Organic Clay, trace Roots, black, wet, soft (Swamp Deposit) Organic Content= 3.5% (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather soft (Glacial Till) Bottom of borehole at 21.0 feet. AU 55 SS 56 SS 57 SS 58 SS 59 SS 60 SS 61 2-4-6 (10) 2-2-4 (6) 1-1-1 (2) 0-2-3 (5) 1-2-3 (5) 2-2-3 (5) 22 28 NOTES GROUND ELEVATION 913 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING 14.00 ft / Elev 899.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-6 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, rather stiff to very stiff (Glacial Till) Bottom of borehole at 21.0 feet. AU 9 SS 10 SS 11 SS 12 SS 13 SS 14 SS 15 SS 16 2-4-6 (10) 2-4-6 (10) 3-4-5 (9) 4-5-6 (11) 4-7-10 (17) 11-7-11 (18) 21-10-12 (22) 30 NOTES GROUND ELEVATION 929.9 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/16/24 COMPLETED 2/16/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-7 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Sandy Lean Clay, trace Gravel, trace Roots, brown, wet (Topsoil) (CL) Sandy Lean Clay, trace Gravel, brown, wet, medium to hard (Glacial Till) P-200= 54% Bottom of borehole at 21.0 feet. AU 40 SS 41 SS 42 SS 43 SS 44 SS 45 SS 46 0-3-4 (7) 2-6-7 (13) 6-14-18 (32) 4-10-14 (24) 4-8-11 (19) 14-5-10 (15) 18.5 NOTES GROUND ELEVATION 928.1 ft LOGGED BY NC/MD DRILLING METHOD Hollow Stem Auger/Split Spoon DRILLING CONTRACTOR HGTS 750-2 GROUND WATER LEVELS: CHECKED BY PG DATE STARTED 2/19/24 COMPLETED 2/19/24 AT TIME OF DRILLING --- Not Encountered AT END OF DRILLING --- Not Encountered AFTER DRILLING --- Not Encountered HOLE SIZE 3 1/4 inches DEPTH(ft)0 5 10 15 20 GRAPHICLOGMATERIAL DESCRIPTION SAMPLE TYPENUMBERRECOVERY %(RQD)BLOWCOUNTS(N VALUE) SPT N VALUE 20 40 60 80 Moisture Content(%) FINES CONTENT (%) 20 40 60 80 20 40 60 80 PL LLMC PAGE 1 OF 1 BORING NUMBER SB-8 CLIENT Brandl Anderson PROJECT NUMBER 24-0073 PROJECT NAME Chanhassen Residential Development PROJECT LOCATION Chanhassen, MN GEOTECH BH PLOTS - GINT STD US LAB.GDT - 3/5/24 15:39 - C:\USERS\ALICE HAUGO\HGTS DROPBOX\LAB HAUGO\HAUGO GEOTECHNICAL SERVICES\GINT PROJECT BACKUP\PROJECTS\24-0073 BORING LOG DRAFT.GPJHaugo GeoTechnical Services 2825 Cedar Ave South Minneapolis, MN, 55407 Telephone: 612-729-2959 Fax: 763-445-2238 Pioneer Ridge May 19, 2025 12 EXHIBIT 4 EXISTING 1P To Pond 1 2EX Onsite Drainage to Northeast 2P To Reuse Pond 2 2S Onsite Drainage Direct to Northeast 3.1S To Filtration Basin 3 3EX Onsite Drainage to South Existing 24" Culvert 3S Onsite Drainage to South Existing 24" Culvert 4EX Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 4S Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive 5S Onsite Drainage to South Existing 24" Culvert 7AE Pioneer Pass 1st Addition Existing to Pond 7 7AEX Pioneer Pass 1st Addition Existing to Pond 7 7EX Onsite Existing Dainage 7S To Existing Pond 7 2R To Northeast 4E To Southwest to Existing Storm Sewer 4PR To Southwest to Existing Storm Sewer 1PD Pond 1 2PD Reuse Pond 2 3.1PD Filtration Basin 3.13EXP Existing 24 inch Culvert-South 3PD Pond 3 - Existing 24 inch Culvert-South 4PD Wet Pond / Filtration Basin 4 7EXP Existing Pond 6 7EXPD Existing Pond 7 Routing Diagram for Final Design 25-08-06 Prepared by Westwood Professional Services, Printed 8/7/2025 HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Subcat Reach Pond Link 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=1.74"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=3.05 cfs 0.276 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=1.20"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=6.70 cfs 0.537 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=2.02"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=10.88 cfs 0.810 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=1.29"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=4.58 cfs 0.367 af Runoff Area=0.760 ac 39.47% Impervious Runoff Depth=1.74"Subcatchment 3.1S: To Filtration Basin 3 Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ Runoff=1.99 cfs 0.110 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=1.32"Subcatchment 3EX: Onsite Drainage to South Flow Length=650' Tc=18.6 min CN=WQ Runoff=8.00 cfs 0.587 af Runoff Area=1.830 ac 37.98% Impervious Runoff Depth=1.79"Subcatchment 3S: Onsite Drainage to South Flow Length=450' Tc=15.9 min CN=WQ Runoff=3.91 cfs 0.273 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=1.50"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ Runoff=4.20 cfs 0.316 af Runoff Area=1.550 ac 50.32% Impervious Runoff Depth=1.96"Subcatchment 4S: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ Runoff=3.12 cfs 0.253 af Runoff Area=0.970 ac 32.99% Impervious Runoff Depth=1.75"Subcatchment 5S: Onsite Drainage to South Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ Runoff=2.29 cfs 0.141 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=1.63"Subcatchment 7AE: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=16.04 cfs 0.928 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=1.63"Subcatchment 7AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=16.04 cfs 0.928 af Runoff Area=1.990 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 7EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=2.24 cfs 0.181 af Runoff Area=0.100 ac 0.00% Impervious Runoff Depth=1.15"Subcatchment 7S: To Existing Pond 7 Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 Runoff=0.12 cfs 0.010 af Inflow=4.98 cfs 1.175 afReach 2R: To Northeast Outflow=4.98 cfs 1.175 af Inflow=4.20 cfs 0.316 afReach 4E: To Southwest to Existing Storm Sewer Outflow=4.20 cfs 0.316 af 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Inflow=3.12 cfs 0.253 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=3.12 cfs 0.253 af Peak Elev=926.14' Storage=21,782 cf Inflow=3.05 cfs 0.276 afPond 1PD: Pond 1 Outflow=1.45 cfs 0.276 af Peak Elev=924.00' Storage=62,230 cf Inflow=10.88 cfs 0.810 afPond 2PD: Reuse Pond 2 Outflow=1.01 cfs 0.808 af Peak Elev=919.49' Storage=6,450 cf Inflow=2.30 cfs 0.386 afPond 3.1PD: Filtration Basin 3.1 Outflow=1.12 cfs 0.386 af Peak Elev=911.22' Storage=836 cf Inflow=8.00 cfs 0.587 afPond 3EXP: Existing 24 inch Culvert-South Primary=7.78 cfs 0.587 af Secondary=0.00 cfs 0.000 af Outflow=7.78 cfs 0.587 af Peak Elev=910.59' Storage=10,337 cf Inflow=4.00 cfs 0.926 afPond 3PD: Pond 3 - Existing 24 inch Primary=2.42 cfs 0.925 af Secondary=0.00 cfs 0.000 af Outflow=2.42 cfs 0.925 af Peak Elev=920.39' Storage=10,197 cf Inflow=2.29 cfs 0.141 afPond 4PD: Wet Pond / Filtration Basin 4 Outflow=0.07 cfs 0.267 af Peak Elev=928.09' Storage=14,122 cf Inflow=17.53 cfs 1.110 afPond 7EXP: Existing Pond 6 Outflow=7.10 cfs 1.110 af Peak Elev=927.95' Storage=12,281 cf Inflow=16.12 cfs 0.938 afPond 7EXPD: Existing Pond 7 Outflow=6.35 cfs 0.938 af Total Runoff Area = 44.300 ac Runoff Volume = 5.719 af Average Runoff Depth = 1.55" 70.93% Pervious = 31.421 ac 29.07% Impervious = 12.879 ac 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =3.05 cfs @ 12.36 hrs, Volume=0.276 af, Depth= 1.74" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=1.910 ac Runoff Volume=0.276 af Runoff Depth=1.74" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 3.05 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 5HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =6.70 cfs @ 12.33 hrs, Volume=0.537 af, Depth= 1.20" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=5.390 ac Runoff Volume=0.537 af Runoff Depth=1.20" Flow Length=520' Tc=22.1 min CN=WQ 6.70 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 6HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =10.88 cfs @ 12.25 hrs, Volume=0.810 af, Depth= 2.02" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=4.810 ac Runoff Volume=0.810 af Runoff Depth=2.02" Flow Length=475' Tc=16.9 min CN=WQ 10.88 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 7HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =4.58 cfs @ 12.33 hrs, Volume=0.367 af, Depth= 1.29" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=3.420 ac Runoff Volume=0.367 af Runoff Depth=1.29" Flow Length=520' Tc=22.1 min CN=WQ 4.58 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 8HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3.1S: To Filtration Basin 3 Runoff =1.99 cfs @ 12.16 hrs, Volume=0.110 af, Depth= 1.74" Routed to Pond 3.1PD : Filtration Basin 3.1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 0.460 80 >75% Grass cover, Good, HSG D *0.300 98 Paved parking, HSG D Proposed 0.760 Weighted Average 0.460 80 60.53% Pervious Area 0.300 98 39.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 8.9 150 0.0650 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 3.1S: To Filtration Basin 3 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=0.760 ac Runoff Volume=0.110 af Runoff Depth=1.74" Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ 1.99 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 9HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =8.00 cfs @ 12.29 hrs, Volume=0.587 af, Depth= 1.32" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 Weighted Average 4.775 80 89.25% Pervious Area 0.575 98 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 11.9 300 0.0950 0.42 Sheet Flow, Range n= 0.130 P2= 2.86" 6.7 350 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 650 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=5.350 ac Runoff Volume=0.587 af Runoff Depth=1.32" Flow Length=650' Tc=18.6 min CN=WQ 8.00 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 10HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =3.91 cfs @ 12.24 hrs, Volume=0.273 af, Depth= 1.79" Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 0.860 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D *0.420 98 Paved parking, HSG D Proposed 1.830 Weighted Average 1.135 82 62.02% Pervious Area 0.695 98 37.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 14.7 300 0.0750 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.2 150 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 15.9 450 Total Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=1.830 ac Runoff Volume=0.273 af Runoff Depth=1.79" Flow Length=450' Tc=15.9 min CN=WQ 3.91 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 11HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =4.20 cfs @ 12.28 hrs, Volume=0.316 af, Depth= 1.50" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 Weighted Average 1.920 80 76.19% Pervious Area 0.600 98 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=2.520 ac Runoff Volume=0.316 af Runoff Depth=1.50" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ 4.20 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 12HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =3.12 cfs @ 12.30 hrs, Volume=0.253 af, Depth= 1.96" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 0.570 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D *0.030 98 Paved roads w/curbs & sewers, HSG D Proposed *0.550 98 Paved parking, HSG D Bluff Creek Drive 1.550 Weighted Average 0.770 82 49.68% Pervious Area 0.780 98 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.4 300 0.0330 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.9 380 Total Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=1.550 ac Runoff Volume=0.253 af Runoff Depth=1.96" Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ 3.12 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 13HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =2.29 cfs @ 12.21 hrs, Volume=0.141 af, Depth= 1.75" Routed to Pond 4PD : Wet Pond / Filtration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D *0.100 98 Paved parking, HSG D Proposed 0.970 Weighted Average 0.650 83 67.01% Pervious Area 0.320 98 32.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.7 250 0.0750 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=0.970 ac Runoff Volume=0.141 af Runoff Depth=1.75" Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ 2.29 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 14HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.04 cfs @ 12.20 hrs, Volume=0.928 af, Depth= 1.63" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=6.850 ac Runoff Volume=0.928 af Runoff Depth=1.63" Tc=12.0 min CN=87 16.04 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 15HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =16.04 cfs @ 12.20 hrs, Volume=0.928 af, Depth= 1.63" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=6.850 ac Runoff Volume=0.928 af Runoff Depth=1.63" Tc=12.0 min CN=87 16.04 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 16HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7EX: Onsite Existing Dainage Runoff =2.24 cfs @ 12.33 hrs, Volume=0.181 af, Depth= 1.09" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 1.990 79 Woods/grass comb., Good, HSG D 1.990 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 7EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=1.990 ac Runoff Volume=0.181 af Runoff Depth=1.09" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 2.24 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 17HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: To Existing Pond 7 Runoff =0.12 cfs @ 12.34 hrs, Volume=0.010 af, Depth= 1.15" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 0.100 80 >75% Grass cover, Good, HSG D 0.100 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.8 300 0.0250 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 7S: To Existing Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=0.100 ac Runoff Volume=0.010 af Runoff Depth=1.15" Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 0.12 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 18HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.230 ac, 39.63% Impervious, Inflow Depth = 1.71" for 2-yr event Inflow =4.98 cfs @ 12.33 hrs, Volume=1.175 af Outflow =4.98 cfs @ 12.33 hrs, Volume=1.175 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 Inflow Area=8.230 ac 4.98 cfs4.98 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 19HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 1.50" for 2-yr event Inflow =4.20 cfs @ 12.28 hrs, Volume=0.316 af Outflow =4.20 cfs @ 12.28 hrs, Volume=0.316 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 Inflow Area=2.520 ac 4.20 cfs4.20 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 20HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =1.550 ac, 50.32% Impervious, Inflow Depth = 1.96" for 2-yr event Inflow =3.12 cfs @ 12.30 hrs, Volume=0.253 af Outflow =3.12 cfs @ 12.30 hrs, Volume=0.253 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 Inflow Area=1.550 ac 3.12 cfs3.12 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 21HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1PD: Pond 1 Inflow Area =1.910 ac, 39.27% Impervious, Inflow Depth = 1.74" for 2-yr event Inflow =3.05 cfs @ 12.36 hrs, Volume=0.276 af Outflow =1.45 cfs @ 12.70 hrs, Volume=0.276 af, Atten= 53%, Lag= 20.2 min Primary =1.45 cfs @ 12.70 hrs, Volume=0.276 af Routed to Pond 3.1PD : Filtration Basin 3.1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 925.50' Surf.Area= 6,850 sf Storage= 17,188 cf Peak Elev= 926.14' @ 12.70 hrs Surf.Area= 7,532 sf Storage= 21,782 cf (4,595 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 143.7 min ( 941.5 - 797.8 ) Volume Invert Avail.Storage Storage Description #1 918.00'38,038 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.00 300 0 0 920.00 1,000 1,300 1,300 922.00 2,100 3,100 4,400 924.00 3,500 5,600 10,000 924.50 3,850 1,838 11,838 925.50 6,850 5,350 17,188 926.00 7,350 3,550 20,738 928.00 9,950 17,300 38,038 Device Routing Invert Outlet Devices #1 Primary 920.70'12.0" Round Culvert L= 55.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 920.70' / 920.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 925.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.45 cfs @ 12.70 hrs HW=926.14' TW=919.16' (Dynamic Tailwater) 1=Culvert (Passes 1.45 cfs of 7.84 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.45 cfs @ 2.72 fps) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 22HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 1PD: Pond 1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 Inflow Area=1.910 ac Peak Elev=926.14' Storage=21,782 cf 3.05 cfs 1.45 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 23HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 2.02" for 2-yr event Inflow =10.88 cfs @ 12.25 hrs, Volume=0.810 af Outflow =1.01 cfs @ 13.35 hrs, Volume=0.808 af, Atten= 91%, Lag= 65.9 min Primary =1.01 cfs @ 13.35 hrs, Volume=0.808 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 924.00' @ 13.35 hrs Surf.Area= 17,149 sf Storage= 62,230 cf (23,298 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 640.6 min ( 1,419.7 - 779.2 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.01 cfs @ 13.35 hrs HW=924.00' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 1.01 cfs of 4.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.49 cfs @ 5.56 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.53 cfs @ 1.04 fps) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 24HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=924.00' Storage=62,230 cf 10.88 cfs 1.01 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 25HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3.1PD: Filtration Basin 3.1 Inflow Area =2.670 ac, 39.33% Impervious, Inflow Depth = 1.74" for 2-yr event Inflow =2.30 cfs @ 12.17 hrs, Volume=0.386 af Outflow =1.12 cfs @ 13.28 hrs, Volume=0.386 af, Atten= 51%, Lag= 66.9 min Primary =1.12 cfs @ 13.28 hrs, Volume=0.386 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 919.49' @ 13.28 hrs Surf.Area= 4,094 sf Storage= 6,450 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 602.5 min ( 1,498.7 - 896.1 ) Volume Invert Avail.Storage Storage Description #1 917.50'14,088 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.50 2,400 0 0 919.00 3,650 4,538 4,538 920.00 4,550 4,100 8,638 921.00 6,350 5,450 14,088 Device Routing Invert Outlet Devices #1 Primary 914.90'15.0" Round Outlet Pipe L= 300.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.90' / 909.92' S= 0.0166 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 917.50'0.450 in/hr Exfiltration over Surface area #3 Device 1 916.00'6.0" Round Draintile L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 919.00'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 921.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.12 cfs @ 13.28 hrs HW=919.49' TW=910.45' (Dynamic Tailwater) 1=Outlet Pipe (Passes 1.12 cfs of 9.75 cfs potential flow) 3=Draintile (Passes 0.04 cfs of 1.04 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.04 cfs) 4=Orifice/Grate (Orifice Controls 1.08 cfs @ 2.39 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 26HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3.1PD: Filtration Basin 3.1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 Inflow Area=2.670 ac Peak Elev=919.49' Storage=6,450 cf 2.30 cfs 1.12 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 27HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 1.32" for 2-yr event Inflow =8.00 cfs @ 12.29 hrs, Volume=0.587 af Outflow =7.78 cfs @ 12.32 hrs, Volume=0.587 af, Atten= 3%, Lag= 2.1 min Primary =7.78 cfs @ 12.32 hrs, Volume=0.587 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 911.22' @ 12.32 hrs Surf.Area= 1,348 sf Storage= 836 cf Plug-Flow detention time= 1.4 min calculated for 0.587 af (100% of inflow) Center-of-Mass det. time= 1.4 min ( 820.3 - 819.0 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=7.77 cfs @ 12.32 hrs HW=911.22' (Free Discharge) 1=Culvert (Barrel Controls 7.77 cfs @ 5.14 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 28HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.22' Storage=836 cf 8.00 cfs7.78 cfs7.78 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 29HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Area =5.470 ac, 37.75% Impervious, Inflow Depth = 2.03" for 2-yr event Inflow =4.00 cfs @ 12.24 hrs, Volume=0.926 af Outflow =2.42 cfs @ 12.41 hrs, Volume=0.925 af, Atten= 39%, Lag= 10.3 min Primary =2.42 cfs @ 12.41 hrs, Volume=0.925 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 909.92' Surf.Area= 4,850 sf Storage= 6,593 cf Peak Elev= 910.59' @ 12.41 hrs Surf.Area= 6,259 sf Storage= 10,337 cf (3,744 cf above start) Plug-Flow detention time= 623.0 min calculated for 0.774 af (84% of inflow) Center-of-Mass det. time= 85.5 min ( 1,475.2 - 1,389.8 ) Volume Invert Avail.Storage Storage Description #1 907.00'59,606 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.00 225 0 0 908.00 1,250 738 738 909.92 4,850 5,856 6,593 912.00 9,200 14,612 21,206 914.00 14,200 23,400 44,606 915.00 15,800 15,000 59,606 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Existing 24 inch Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 914.80'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=2.42 cfs @ 12.41 hrs HW=910.59' (Free Discharge) 1=Existing 24 inch Culvert (Barrel Controls 2.42 cfs @ 3.88 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 30HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 Inflow Area=5.470 ac Peak Elev=910.59' Storage=10,337 cf 4.00 cfs 2.42 cfs2.42 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 31HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Area =0.970 ac, 32.99% Impervious, Inflow Depth = 1.75" for 2-yr event Inflow =2.29 cfs @ 12.21 hrs, Volume=0.141 af Outflow =0.07 cfs @ 15.11 hrs, Volume=0.267 af, Atten= 97%, Lag= 174.4 min Primary =0.07 cfs @ 15.11 hrs, Volume=0.267 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 5,700 sf Storage= 7,714 cf Peak Elev= 920.39' @ 15.11 hrs Surf.Area= 6,920 sf Storage= 10,197 cf (2,483 cf above start) Plug-Flow detention time= 2,477.9 min calculated for 0.090 af (63% of inflow) Center-of-Mass det. time= 1,048.4 min ( 1,842.7 - 794.3 ) Volume Invert Avail.Storage Storage Description #1 917.00'60,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.00 450 0 0 918.00 1,850 1,150 1,150 919.99 4,695 6,512 7,662 920.00 5,700 52 7,714 921.00 8,800 7,250 14,964 922.00 14,050 11,425 26,389 924.00 20,300 34,350 60,739 Device Routing Invert Outlet Devices #1 Primary 917.00'12.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 917.00' / 916.80' S= 0.0154 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 3 917.00'0.450 in/hr Exfiltration over Surface area #3 Device 1 918.50'6.0" Round Draintile L= 250.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 918.50' / 917.50' S= 0.0040 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 921.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 922.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.07 cfs @ 15.11 hrs HW=920.39' TW=910.28' (Dynamic Tailwater) 1=Culvert (Passes 0.07 cfs of 6.43 cfs potential flow) 3=Draintile (Passes 0.07 cfs of 0.62 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.07 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 32HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 Inflow Area=0.970 ac Peak Elev=920.39' Storage=10,197 cf 2.29 cfs 0.07 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 33HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXP: Existing Pond 6 Inflow Area =8.840 ac, 29.45% Impervious, Inflow Depth = 1.51" for 2-yr event Inflow =17.53 cfs @ 12.20 hrs, Volume=1.110 af Outflow =7.10 cfs @ 12.47 hrs, Volume=1.110 af, Atten= 59%, Lag= 16.1 min Primary =7.10 cfs @ 12.47 hrs, Volume=1.110 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 928.09' @ 12.47 hrs Surf.Area= 14,323 sf Storage= 14,122 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 24.1 min ( 835.3 - 811.2 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=7.10 cfs @ 12.47 hrs HW=928.09' (Free Discharge) 1=Culvert (Passes 7.10 cfs of 21.21 cfs potential flow) 2=Orifice/Grate (Orifice Controls 7.10 cfs @ 4.08 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 34HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXP: Existing Pond 6 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.840 ac Peak Elev=928.09' Storage=14,122 cf 17.53 cfs 7.10 cfs 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 35HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXPD: Existing Pond 7 Inflow Area =6.950 ac, 37.45% Impervious, Inflow Depth = 1.62" for 2-yr event Inflow =16.12 cfs @ 12.20 hrs, Volume=0.938 af Outflow =6.35 cfs @ 12.43 hrs, Volume=0.938 af, Atten= 61%, Lag= 13.7 min Primary =6.35 cfs @ 12.43 hrs, Volume=0.938 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 927.95' @ 12.43 hrs Surf.Area= 13,843 sf Storage= 12,281 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 23.3 min ( 829.9 - 806.6 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=6.34 cfs @ 12.43 hrs HW=927.95' (Free Discharge) 1=Culvert (Passes 6.34 cfs of 20.99 cfs potential flow) 2=Orifice/Grate (Orifice Controls 6.34 cfs @ 3.89 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 36HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXPD: Existing Pond 7 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=6.950 ac Peak Elev=927.95' Storage=12,281 cf 16.12 cfs 6.35 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 37HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=2.96"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=5.23 cfs 0.471 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=2.32"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=13.19 cfs 1.041 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=3.30"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=17.72 cfs 1.323 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=2.44"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=8.76 cfs 0.695 af Runoff Area=0.760 ac 39.47% Impervious Runoff Depth=2.96"Subcatchment 3.1S: To Filtration Basin 3 Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ Runoff=3.40 cfs 0.188 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=2.46"Subcatchment 3EX: Onsite Drainage to South Flow Length=650' Tc=18.6 min CN=WQ Runoff=15.09 cfs 1.098 af Runoff Area=1.830 ac 37.98% Impervious Runoff Depth=3.04"Subcatchment 3S: Onsite Drainage to South Flow Length=450' Tc=15.9 min CN=WQ Runoff=6.61 cfs 0.463 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=2.68"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ Runoff=7.55 cfs 0.564 af Runoff Area=1.550 ac 50.32% Impervious Runoff Depth=3.24"Subcatchment 4S: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ Runoff=5.13 cfs 0.419 af Runoff Area=0.970 ac 32.99% Impervious Runoff Depth=3.00"Subcatchment 5S: Onsite Drainage to South Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ Runoff=3.88 cfs 0.243 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=2.89"Subcatchment 7AE: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=28.01 cfs 1.647 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=2.89"Subcatchment 7AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=28.01 cfs 1.647 af Runoff Area=1.990 ac 0.00% Impervious Runoff Depth=2.18"Subcatchment 7EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=4.59 cfs 0.362 af Runoff Area=0.100 ac 0.00% Impervious Runoff Depth=2.27"Subcatchment 7S: To Existing Pond 7 Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 Runoff=0.24 cfs 0.019 af Inflow=12.59 cfs 2.015 afReach 2R: To Northeast Outflow=12.59 cfs 2.015 af Inflow=7.55 cfs 0.564 afReach 4E: To Southwest to Existing Storm Sewer Outflow=7.55 cfs 0.564 af 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 38HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Inflow=5.13 cfs 0.419 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=5.13 cfs 0.419 af Peak Elev=926.47' Storage=24,371 cf Inflow=5.23 cfs 0.471 afPond 1PD: Pond 1 Outflow=2.62 cfs 0.471 af Peak Elev=924.40' Storage=69,164 cf Inflow=17.72 cfs 1.323 afPond 2PD: Reuse Pond 2 Outflow=5.92 cfs 1.320 af Peak Elev=919.83' Storage=7,874 cf Inflow=4.14 cfs 0.659 afPond 3.1PD: Filtration Basin 3.1 Outflow=2.73 cfs 0.659 af Peak Elev=911.87' Storage=1,949 cf Inflow=15.09 cfs 1.098 afPond 3EXP: Existing 24 inch Culvert-South Primary=14.33 cfs 1.098 af Secondary=0.00 cfs 0.000 af Outflow=14.33 cfs 1.098 af Peak Elev=910.90' Storage=12,370 cf Inflow=6.88 cfs 1.490 afPond 3PD: Pond 3 - Existing 24 inch Primary=4.84 cfs 1.489 af Secondary=0.00 cfs 0.000 af Outflow=4.84 cfs 1.489 af Peak Elev=920.88' Storage=13,889 cf Inflow=3.88 cfs 0.243 afPond 4PD: Wet Pond / Filtration Basin 4 Outflow=0.09 cfs 0.368 af Peak Elev=928.98' Storage=28,662 cf Inflow=31.25 cfs 2.009 afPond 7EXP: Existing Pond 6 Outflow=10.68 cfs 2.009 af Peak Elev=928.70' Storage=23,776 cf Inflow=28.17 cfs 1.666 afPond 7EXPD: Existing Pond 7 Outflow=9.70 cfs 1.666 af Total Runoff Area = 44.300 ac Runoff Volume = 10.180 af Average Runoff Depth = 2.76" 70.93% Pervious = 31.421 ac 29.07% Impervious = 12.879 ac 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 39HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =5.23 cfs @ 12.36 hrs, Volume=0.471 af, Depth= 2.96" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=1.910 ac Runoff Volume=0.471 af Runoff Depth=2.96" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 5.23 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 40HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =13.19 cfs @ 12.33 hrs, Volume=1.041 af, Depth= 2.32" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=5.390 ac Runoff Volume=1.041 af Runoff Depth=2.32" Flow Length=520' Tc=22.1 min CN=WQ 13.19 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 41HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =17.72 cfs @ 12.25 hrs, Volume=1.323 af, Depth= 3.30" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=4.810 ac Runoff Volume=1.323 af Runoff Depth=3.30" Flow Length=475' Tc=16.9 min CN=WQ 17.72 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 42HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =8.76 cfs @ 12.32 hrs, Volume=0.695 af, Depth= 2.44" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=3.420 ac Runoff Volume=0.695 af Runoff Depth=2.44" Flow Length=520' Tc=22.1 min CN=WQ 8.76 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 43HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3.1S: To Filtration Basin 3 Runoff =3.40 cfs @ 12.16 hrs, Volume=0.188 af, Depth= 2.96" Routed to Pond 3.1PD : Filtration Basin 3.1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 0.460 80 >75% Grass cover, Good, HSG D *0.300 98 Paved parking, HSG D Proposed 0.760 Weighted Average 0.460 80 60.53% Pervious Area 0.300 98 39.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 8.9 150 0.0650 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 3.1S: To Filtration Basin 3 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=0.760 ac Runoff Volume=0.188 af Runoff Depth=2.96" Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ 3.40 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 44HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =15.09 cfs @ 12.28 hrs, Volume=1.098 af, Depth= 2.46" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 Weighted Average 4.775 80 89.25% Pervious Area 0.575 98 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 11.9 300 0.0950 0.42 Sheet Flow, Range n= 0.130 P2= 2.86" 6.7 350 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 650 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=5.350 ac Runoff Volume=1.098 af Runoff Depth=2.46" Flow Length=650' Tc=18.6 min CN=WQ 15.09 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 45HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =6.61 cfs @ 12.24 hrs, Volume=0.463 af, Depth= 3.04" Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 0.860 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D *0.420 98 Paved parking, HSG D Proposed 1.830 Weighted Average 1.135 82 62.02% Pervious Area 0.695 98 37.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 14.7 300 0.0750 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.2 150 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 15.9 450 Total Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=1.830 ac Runoff Volume=0.463 af Runoff Depth=3.04" Flow Length=450' Tc=15.9 min CN=WQ 6.61 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 46HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =7.55 cfs @ 12.28 hrs, Volume=0.564 af, Depth= 2.68" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 Weighted Average 1.920 80 76.19% Pervious Area 0.600 98 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=2.520 ac Runoff Volume=0.564 af Runoff Depth=2.68" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ 7.55 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 47HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =5.13 cfs @ 12.29 hrs, Volume=0.419 af, Depth= 3.24" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 0.570 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D *0.030 98 Paved roads w/curbs & sewers, HSG D Proposed *0.550 98 Paved parking, HSG D Bluff Creek Drive 1.550 Weighted Average 0.770 82 49.68% Pervious Area 0.780 98 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.4 300 0.0330 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.9 380 Total Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=1.550 ac Runoff Volume=0.419 af Runoff Depth=3.24" Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ 5.13 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 48HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =3.88 cfs @ 12.20 hrs, Volume=0.243 af, Depth= 3.00" Routed to Pond 4PD : Wet Pond / Filtration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D *0.100 98 Paved parking, HSG D Proposed 0.970 Weighted Average 0.650 83 67.01% Pervious Area 0.320 98 32.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.7 250 0.0750 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=0.970 ac Runoff Volume=0.243 af Runoff Depth=3.00" Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ 3.88 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 49HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =28.01 cfs @ 12.20 hrs, Volume=1.647 af, Depth= 2.89" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=6.850 ac Runoff Volume=1.647 af Runoff Depth=2.89" Tc=12.0 min CN=87 28.01 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 50HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =28.01 cfs @ 12.20 hrs, Volume=1.647 af, Depth= 2.89" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=6.850 ac Runoff Volume=1.647 af Runoff Depth=2.89" Tc=12.0 min CN=87 28.01 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 51HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7EX: Onsite Existing Dainage Runoff =4.59 cfs @ 12.33 hrs, Volume=0.362 af, Depth= 2.18" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 1.990 79 Woods/grass comb., Good, HSG D 1.990 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 7EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=1.990 ac Runoff Volume=0.362 af Runoff Depth=2.18" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 4.59 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 52HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: To Existing Pond 7 Runoff =0.24 cfs @ 12.34 hrs, Volume=0.019 af, Depth= 2.27" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 0.100 80 >75% Grass cover, Good, HSG D 0.100 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.8 300 0.0250 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 7S: To Existing Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=0.100 ac Runoff Volume=0.019 af Runoff Depth=2.27" Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 0.24 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 53HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.230 ac, 39.63% Impervious, Inflow Depth = 2.94" for 10-yr event Inflow =12.59 cfs @ 12.42 hrs, Volume=2.015 af Outflow =12.59 cfs @ 12.42 hrs, Volume=2.015 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.230 ac 12.59 cfs12.59 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 54HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 2.68" for 10-yr event Inflow =7.55 cfs @ 12.28 hrs, Volume=0.564 af Outflow =7.55 cfs @ 12.28 hrs, Volume=0.564 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=2.520 ac 7.55 cfs7.55 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 55HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =1.550 ac, 50.32% Impervious, Inflow Depth = 3.24" for 10-yr event Inflow =5.13 cfs @ 12.29 hrs, Volume=0.419 af Outflow =5.13 cfs @ 12.29 hrs, Volume=0.419 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 Inflow Area=1.550 ac 5.13 cfs5.13 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 56HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1PD: Pond 1 Inflow Area =1.910 ac, 39.27% Impervious, Inflow Depth = 2.96" for 10-yr event Inflow =5.23 cfs @ 12.36 hrs, Volume=0.471 af Outflow =2.62 cfs @ 12.67 hrs, Volume=0.471 af, Atten= 50%, Lag= 18.7 min Primary =2.62 cfs @ 12.67 hrs, Volume=0.471 af Routed to Pond 3.1PD : Filtration Basin 3.1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 925.50' Surf.Area= 6,850 sf Storage= 17,188 cf Peak Elev= 926.47' @ 12.67 hrs Surf.Area= 7,967 sf Storage= 24,371 cf (7,183 cf above start) Plug-Flow detention time= 795.1 min calculated for 0.076 af (16% of inflow) Center-of-Mass det. time= 108.0 min ( 899.9 - 791.9 ) Volume Invert Avail.Storage Storage Description #1 918.00'38,038 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.00 300 0 0 920.00 1,000 1,300 1,300 922.00 2,100 3,100 4,400 924.00 3,500 5,600 10,000 924.50 3,850 1,838 11,838 925.50 6,850 5,350 17,188 926.00 7,350 3,550 20,738 928.00 9,950 17,300 38,038 Device Routing Invert Outlet Devices #1 Primary 920.70'12.0" Round Culvert L= 55.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 920.70' / 920.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 925.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.62 cfs @ 12.67 hrs HW=926.47' TW=919.78' (Dynamic Tailwater) 1=Culvert (Passes 2.62 cfs of 8.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.62 cfs @ 3.36 fps) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 57HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 1PD: Pond 1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 Inflow Area=1.910 ac Peak Elev=926.47' Storage=24,371 cf 5.23 cfs 2.62 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 58HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 3.30" for 10-yr event Inflow =17.72 cfs @ 12.25 hrs, Volume=1.323 af Outflow =5.92 cfs @ 12.58 hrs, Volume=1.320 af, Atten= 67%, Lag= 19.9 min Primary =5.92 cfs @ 12.58 hrs, Volume=1.320 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 924.40' @ 12.58 hrs Surf.Area= 18,047 sf Storage= 69,164 cf (30,233 cf above start) Plug-Flow detention time= 1,310.6 min calculated for 0.426 af (32% of inflow) Center-of-Mass det. time= 451.7 min ( 1,225.5 - 773.8 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.92 cfs @ 12.58 hrs HW=924.40' TW=0.00' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.92 cfs @ 4.82 fps) 2=Orifice/Grate (Passes < 0.55 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 5.59 cfs potential flow) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 59HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=924.40' Storage=69,164 cf 17.72 cfs 5.92 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 60HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3.1PD: Filtration Basin 3.1 Inflow Area =2.670 ac, 39.33% Impervious, Inflow Depth = 2.96" for 10-yr event Inflow =4.14 cfs @ 12.17 hrs, Volume=0.659 af Outflow =2.73 cfs @ 12.91 hrs, Volume=0.659 af, Atten= 34%, Lag= 44.6 min Primary =2.73 cfs @ 12.91 hrs, Volume=0.659 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 919.83' @ 12.91 hrs Surf.Area= 4,396 sf Storage= 7,874 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 376.3 min ( 1,241.0 - 864.7 ) Volume Invert Avail.Storage Storage Description #1 917.50'14,088 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.50 2,400 0 0 919.00 3,650 4,538 4,538 920.00 4,550 4,100 8,638 921.00 6,350 5,450 14,088 Device Routing Invert Outlet Devices #1 Primary 914.90'15.0" Round Outlet Pipe L= 300.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.90' / 909.92' S= 0.0166 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 917.50'0.450 in/hr Exfiltration over Surface area #3 Device 1 916.00'6.0" Round Draintile L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 919.00'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 921.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.73 cfs @ 12.91 hrs HW=919.83' TW=910.81' (Dynamic Tailwater) 1=Outlet Pipe (Passes 2.73 cfs of 9.94 cfs potential flow) 3=Draintile (Passes 0.05 cfs of 1.08 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.05 cfs) 4=Orifice/Grate (Orifice Controls 2.68 cfs @ 3.10 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 61HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3.1PD: Filtration Basin 3.1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 Inflow Area=2.670 ac Peak Elev=919.83' Storage=7,874 cf 4.14 cfs 2.73 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 62HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 2.46" for 10-yr event Inflow =15.09 cfs @ 12.28 hrs, Volume=1.098 af Outflow =14.33 cfs @ 12.33 hrs, Volume=1.098 af, Atten= 5%, Lag= 3.0 min Primary =14.33 cfs @ 12.33 hrs, Volume=1.098 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 911.87' @ 12.33 hrs Surf.Area= 2,059 sf Storage= 1,949 cf Plug-Flow detention time= 1.9 min calculated for 1.098 af (100% of inflow) Center-of-Mass det. time= 1.6 min ( 809.3 - 807.7 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=14.33 cfs @ 12.33 hrs HW=911.87' (Free Discharge) 1=Culvert (Barrel Controls 14.33 cfs @ 5.83 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 63HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.87' Storage=1,949 cf 15.09 cfs 14.33 cfs14.33 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 64HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Area =5.470 ac, 37.75% Impervious, Inflow Depth = 3.27" for 10-yr event Inflow =6.88 cfs @ 12.25 hrs, Volume=1.490 af Outflow =4.84 cfs @ 12.46 hrs, Volume=1.489 af, Atten= 30%, Lag= 12.6 min Primary =4.84 cfs @ 12.46 hrs, Volume=1.489 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 909.92' Surf.Area= 4,850 sf Storage= 6,593 cf Peak Elev= 910.90' @ 12.46 hrs Surf.Area= 6,905 sf Storage= 12,370 cf (5,777 cf above start) Plug-Flow detention time= 437.8 min calculated for 1.338 af (90% of inflow) Center-of-Mass det. time= 66.3 min ( 1,390.7 - 1,324.4 ) Volume Invert Avail.Storage Storage Description #1 907.00'59,606 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.00 225 0 0 908.00 1,250 738 738 909.92 4,850 5,856 6,593 912.00 9,200 14,612 21,206 914.00 14,200 23,400 44,606 915.00 15,800 15,000 59,606 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Existing 24 inch Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 914.80'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.84 cfs @ 12.46 hrs HW=910.90' (Free Discharge) 1=Existing 24 inch Culvert (Barrel Controls 4.84 cfs @ 4.61 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 65HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=5.470 ac Peak Elev=910.90' Storage=12,370 cf 6.88 cfs 4.84 cfs4.84 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 66HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Area =0.970 ac, 32.99% Impervious, Inflow Depth = 3.00" for 10-yr event Inflow =3.88 cfs @ 12.20 hrs, Volume=0.243 af Outflow =0.09 cfs @ 15.24 hrs, Volume=0.368 af, Atten= 98%, Lag= 182.2 min Primary =0.09 cfs @ 15.24 hrs, Volume=0.368 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 5,700 sf Storage= 7,714 cf Peak Elev= 920.88' @ 15.24 hrs Surf.Area= 8,413 sf Storage= 13,889 cf (6,175 cf above start) Plug-Flow detention time= 2,463.1 min calculated for 0.191 af (79% of inflow) Center-of-Mass det. time= 1,367.4 min ( 2,153.1 - 785.7 ) Volume Invert Avail.Storage Storage Description #1 917.00'60,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.00 450 0 0 918.00 1,850 1,150 1,150 919.99 4,695 6,512 7,662 920.00 5,700 52 7,714 921.00 8,800 7,250 14,964 922.00 14,050 11,425 26,389 924.00 20,300 34,350 60,739 Device Routing Invert Outlet Devices #1 Primary 917.00'12.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 917.00' / 916.80' S= 0.0154 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 3 917.00'0.450 in/hr Exfiltration over Surface area #3 Device 1 918.50'6.0" Round Draintile L= 250.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 918.50' / 917.50' S= 0.0040 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 921.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 922.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.09 cfs @ 15.24 hrs HW=920.88' TW=910.35' (Dynamic Tailwater) 1=Culvert (Passes 0.09 cfs of 6.95 cfs potential flow) 3=Draintile (Passes 0.09 cfs of 0.68 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.09 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 67HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 Inflow Area=0.970 ac Peak Elev=920.88' Storage=13,889 cf 3.88 cfs 0.09 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 68HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXP: Existing Pond 6 Inflow Area =8.840 ac, 29.45% Impervious, Inflow Depth = 2.73" for 10-yr event Inflow =31.25 cfs @ 12.20 hrs, Volume=2.009 af Outflow =10.68 cfs @ 12.52 hrs, Volume=2.009 af, Atten= 66%, Lag= 18.8 min Primary =10.68 cfs @ 12.52 hrs, Volume=2.009 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 928.98' @ 12.52 hrs Surf.Area= 18,344 sf Storage= 28,662 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 30.2 min ( 829.9 - 799.7 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.68 cfs @ 12.52 hrs HW=928.98' (Free Discharge) 1=Culvert (Passes 10.68 cfs of 22.68 cfs potential flow) 2=Orifice/Grate (Orifice Controls 10.68 cfs @ 6.04 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 69HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXP: Existing Pond 6 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.840 ac Peak Elev=928.98' Storage=28,662 cf 31.25 cfs 10.68 cfs 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 70HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXPD: Existing Pond 7 Inflow Area =6.950 ac, 37.45% Impervious, Inflow Depth = 2.88" for 10-yr event Inflow =28.17 cfs @ 12.20 hrs, Volume=1.666 af Outflow =9.70 cfs @ 12.45 hrs, Volume=1.666 af, Atten= 66%, Lag= 15.3 min Primary =9.70 cfs @ 12.45 hrs, Volume=1.666 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 928.70' @ 12.45 hrs Surf.Area= 17,098 sf Storage= 23,776 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 27.9 min ( 823.0 - 795.1 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.70 cfs @ 12.45 hrs HW=928.70' (Free Discharge) 1=Culvert (Passes 9.70 cfs of 22.24 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.70 cfs @ 5.49 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 71HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXPD: Existing Pond 7 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.950 ac Peak Elev=928.70' Storage=23,776 cf 28.17 cfs 9.70 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 72HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=6.96"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min AMC Adjusted CN=WQ Runoff=0.36 cfs 1.108 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=6.96"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min AMC Adjusted CN=WQ Runoff=1.02 cfs 3.127 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=6.96"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min AMC Adjusted CN=WQ Runoff=0.92 cfs 2.790 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=6.96"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min AMC Adjusted CN=WQ Runoff=0.65 cfs 1.984 af Runoff Area=0.760 ac 39.47% Impervious Runoff Depth=6.96"Subcatchment 3.1S: To Filtration Basin 3 Flow Length=150' Slope=0.0650 '/' Tc=8.9 min AMC Adjusted CN=WQ Runoff=0.15 cfs 0.441 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=6.96"Subcatchment 3EX: Onsite Drainage to South Flow Length=650' Tc=18.6 min AMC Adjusted CN=WQ Runoff=1.02 cfs 3.103 af Runoff Area=1.830 ac 37.98% Impervious Runoff Depth=6.96"Subcatchment 3S: Onsite Drainage to South Flow Length=450' Tc=15.9 min AMC Adjusted CN=WQ Runoff=0.35 cfs 1.062 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=6.96"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=WQ Runoff=0.48 cfs 1.462 af Runoff Area=1.550 ac 50.32% Impervious Runoff Depth=6.96"Subcatchment 4S: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=20.9 min AMC Adjusted CN=WQ Runoff=0.29 cfs 0.899 af Runoff Area=0.970 ac 32.99% Impervious Runoff Depth=6.96"Subcatchment 5S: Onsite Drainage to South Flow Length=250' Slope=0.0750 '/' Tc=12.7 min AMC Adjusted CN=WQ Runoff=0.18 cfs 0.563 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=6.96"Subcatchment 7AE: Pioneer Pass 1st Addition Tc=12.0 min AMC Adjusted CN=98 Runoff=1.31 cfs 3.973 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=6.96"Subcatchment 7AEX: Pioneer Pass 1st Tc=12.0 min AMC Adjusted CN=98 Runoff=1.31 cfs 3.973 af Runoff Area=1.990 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 7EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 Runoff=0.38 cfs 1.154 af Runoff Area=0.100 ac 0.00% Impervious Runoff Depth=6.96"Subcatchment 7S: To Existing Pond 7 Flow Length=300' Slope=0.0250 '/' Tc=22.8 min AMC Adjusted CN=98 Runoff=0.02 cfs 0.058 af Inflow=1.03 cfs 4.746 afReach 2R: To Northeast Outflow=1.03 cfs 4.746 af Inflow=0.48 cfs 1.462 afReach 4E: To Southwest to Existing Storm Sewer Outflow=0.48 cfs 1.462 af 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 73HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Inflow=0.29 cfs 0.899 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=0.29 cfs 0.899 af Peak Elev=925.79' Storage=19,210 cf Inflow=0.36 cfs 1.108 afPond 1PD: Pond 1 Outflow=0.34 cfs 1.103 af Peak Elev=923.69' Storage=56,917 cf Inflow=0.92 cfs 2.790 afPond 2PD: Reuse Pond 2 Outflow=0.42 cfs 2.762 af Peak Elev=919.30' Storage=5,691 cf Inflow=0.48 cfs 1.544 afPond 3.1PD: Filtration Basin 3.1 Outflow=0.48 cfs 1.461 af Peak Elev=910.35' Storage=77 cf Inflow=1.02 cfs 3.103 afPond 3EXP: Existing 24 inch Culvert-South Primary=1.02 cfs 3.103 af Secondary=0.00 cfs 0.000 af Outflow=1.02 cfs 3.103 af Peak Elev=910.31' Storage=8,663 cf Inflow=0.86 cfs 3.209 afPond 3PD: Pond 3 - Existing 24 inch Primary=0.84 cfs 3.199 af Secondary=0.00 cfs 0.000 af Outflow=0.84 cfs 3.199 af Peak Elev=920.00' Storage=7,714 cf Inflow=0.18 cfs 0.563 afPond 4PD: Wet Pond / Filtration Basin 4 Outflow=0.06 cfs 0.686 af Peak Elev=927.23' Storage=2,768 cf Inflow=1.68 cfs 5.128 afPond 7EXP: Existing Pond 6 Outflow=1.63 cfs 5.128 af Peak Elev=927.16' Storage=1,893 cf Inflow=1.33 cfs 4.031 afPond 7EXPD: Existing Pond 7 Outflow=1.27 cfs 4.031 af Total Runoff Area = 44.300 ac Runoff Volume = 25.697 af Average Runoff Depth = 6.96" 70.93% Pervious = 31.421 ac 29.07% Impervious = 12.879 ac 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 74HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =0.36 cfs @ 121.44 hrs, Volume=1.108 af, Depth= 6.96" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *0.750 98 98 Paved parking, HSG D Proposed 1.160 80 98 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 98 60.73% Pervious Area, AMC Adjusted 0.750 98 98 39.27% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.910 ac Runoff Volume=1.108 af Runoff Depth=6.96" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min AMC Adjusted CN=WQ 0.36 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 75HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =1.02 cfs @ 121.43 hrs, Volume=3.127 af, Depth= 6.96" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.360 79 98 Woods/grass comb., Good, HSG D 1.030 87 98 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 98 92.74% Pervious Area, AMC Adjusted 0.391 98 98 7.26% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.390 ac Runoff Volume=3.127 af Runoff Depth=6.96" Flow Length=520' Tc=22.1 min AMC Adjusted CN=WQ 1.02 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 76HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =0.92 cfs @ 121.36 hrs, Volume=2.790 af, Depth= 6.96" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description *2.810 98 98 Paved parking, HSG D Proposed 2.000 80 98 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 98 41.58% Pervious Area, AMC Adjusted 2.810 98 98 58.42% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=4.810 ac Runoff Volume=2.790 af Runoff Depth=6.96" Flow Length=475' Tc=16.9 min AMC Adjusted CN=WQ 0.92 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 77HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =0.65 cfs @ 121.43 hrs, Volume=1.984 af, Depth= 6.96" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.970 79 98 Woods/grass comb., Good, HSG D 1.030 87 98 1/4 acre lots, 38% imp, HSG D *0.060 98 98 Paved parking, HSG D Proposed 0.360 80 98 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 98 86.80% Pervious Area, AMC Adjusted 0.451 98 98 13.20% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=3.420 ac Runoff Volume=1.984 af Runoff Depth=6.96" Flow Length=520' Tc=22.1 min AMC Adjusted CN=WQ 0.65 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 78HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3.1S: To Filtration Basin 3 Runoff =0.15 cfs @ 121.29 hrs, Volume=0.441 af, Depth= 6.96" Routed to Pond 3.1PD : Filtration Basin 3.1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.460 80 98 >75% Grass cover, Good, HSG D *0.300 98 98 Paved parking, HSG D Proposed 0.760 Weighted Average 0.460 80 98 60.53% Pervious Area, AMC Adjusted 0.300 98 98 39.47% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 8.9 150 0.0650 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 3.1S: To Filtration Basin 3 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.760 ac Runoff Volume=0.441 af Runoff Depth=6.96" Flow Length=150' Slope=0.0650 '/' Tc=8.9 min AMC Adjusted CN=WQ 0.15 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 79HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =1.02 cfs @ 121.38 hrs, Volume=3.103 af, Depth= 6.96" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 4.200 79 98 Woods/grass comb., Good, HSG D 1.150 93 98 Paved roads w/open ditches, 50% imp, HSG D 5.350 Weighted Average 4.775 80 98 89.25% Pervious Area, AMC Adjusted 0.575 98 98 10.75% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 11.9 300 0.0950 0.42 Sheet Flow, Range n= 0.130 P2= 2.86" 6.7 350 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 650 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=5.350 ac Runoff Volume=3.103 af Runoff Depth=6.96" Flow Length=650' Tc=18.6 min AMC Adjusted CN=WQ 1.02 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 80HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =0.35 cfs @ 121.35 hrs, Volume=1.062 af, Depth= 6.96" Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.860 80 98 >75% Grass cover, Good, HSG D 0.550 93 98 Paved roads w/open ditches, 50% imp, HSG D *0.420 98 98 Paved parking, HSG D Proposed 1.830 Weighted Average 1.135 82 98 62.02% Pervious Area, AMC Adjusted 0.695 98 98 37.98% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 14.7 300 0.0750 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.2 150 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 15.9 450 Total Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.830 ac Runoff Volume=1.062 af Runoff Depth=6.96" Flow Length=450' Tc=15.9 min AMC Adjusted CN=WQ 0.35 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 81HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.48 cfs @ 121.40 hrs, Volume=1.462 af, Depth= 6.96" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.720 79 98 Woods/grass comb., Good, HSG D 0.400 93 98 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 98 Paved roads w/curbs & sewers, HSG D 2.520 Weighted Average 1.920 80 98 76.19% Pervious Area, AMC Adjusted 0.600 98 98 23.81% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=2.520 ac Runoff Volume=1.462 af Runoff Depth=6.96" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min AMC Adjusted CN=WQ 0.48 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 82HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =0.29 cfs @ 121.43 hrs, Volume=0.899 af, Depth= 6.96" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.570 80 98 >75% Grass cover, Good, HSG D 0.400 93 98 Paved roads w/open ditches, 50% imp, HSG D *0.030 98 98 Paved roads w/curbs & sewers, HSG D Proposed *0.550 98 98 Paved parking, HSG D Bluff Creek Drive 1.550 Weighted Average 0.770 82 98 49.68% Pervious Area, AMC Adjusted 0.780 98 98 50.32% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.4 300 0.0330 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.9 380 Total Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.550 ac Runoff Volume=0.899 af Runoff Depth=6.96" Flow Length=380' Slope=0.0330 '/' Tc=20.9 min AMC Adjusted CN=WQ 0.29 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 83HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =0.18 cfs @ 121.34 hrs, Volume=0.563 af, Depth= 6.96" Routed to Pond 4PD : Wet Pond / Filtration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.430 80 98 >75% Grass cover, Good, HSG D 0.440 93 98 Paved roads w/open ditches, 50% imp, HSG D *0.100 98 98 Paved parking, HSG D Proposed 0.970 Weighted Average 0.650 83 98 67.01% Pervious Area, AMC Adjusted 0.320 98 98 32.99% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.7 250 0.0750 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.970 ac Runoff Volume=0.563 af Runoff Depth=6.96" Flow Length=250' Slope=0.0750 '/' Tc=12.7 min AMC Adjusted CN=WQ 0.18 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 84HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =1.31 cfs @ 121.32 hrs, Volume=3.973 af, Depth= 6.96" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 6.850 87 98 1/4 acre lots, 38% imp, HSG D 6.850 Weighted Average 4.247 80 98 62.00% Pervious Area, AMC Adjusted 2.603 98 98 38.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=6.850 ac Runoff Volume=3.973 af Runoff Depth=6.96" Tc=12.0 min AMC Adjusted CN=98 1.31 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 85HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =1.31 cfs @ 121.32 hrs, Volume=3.973 af, Depth= 6.96" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 6.850 87 98 1/4 acre lots, 38% imp, HSG D 6.850 Weighted Average 4.247 80 98 62.00% Pervious Area, AMC Adjusted 2.603 98 98 38.00% Impervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=6.850 ac Runoff Volume=3.973 af Runoff Depth=6.96" Tc=12.0 min AMC Adjusted CN=98 1.31 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 86HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7EX: Onsite Existing Dainage Runoff =0.38 cfs @ 121.46 hrs, Volume=1.154 af, Depth= 6.96" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 1.990 79 98 Woods/grass comb., Good, HSG D 1.990 Weighted Average 1.990 79 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 7EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.42 0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=1.990 ac Runoff Volume=1.154 af Runoff Depth=6.96" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min AMC Adjusted CN=98 0.38 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 87HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: To Existing Pond 7 Runoff =0.02 cfs @ 121.42 hrs, Volume=0.058 af, Depth= 6.96" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4 Area (ac) CN Adj Description 0.100 80 98 >75% Grass cover, Good, HSG D 0.100 Weighted Average 0.100 80 98 100.00% Pervious Area, AMC Adjusted Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.8 300 0.0250 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 7S: To Existing Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.021 0.02 0.019 0.018 0.017 0.016 0.015 0.014 0.013 0.012 0.011 0.01 0.009 0.008 0.007 0.006 0.005 0.004 0.003 0.002 0.001 0 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20" AMC=4 Runoff Area=0.100 ac Runoff Volume=0.058 af Runoff Depth=6.96" Flow Length=300' Slope=0.0250 '/' Tc=22.8 min AMC Adjusted CN=98 0.02 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 88HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.230 ac, 39.63% Impervious, Inflow Depth > 6.92" for 100 yr 10 day Snowmelt event Inflow =1.03 cfs @ 121.48 hrs, Volume=4.746 af Outflow =1.03 cfs @ 121.48 hrs, Volume=4.746 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Inflow Area=8.230 ac 1.03 cfs1.03 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 89HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =0.48 cfs @ 121.40 hrs, Volume=1.462 af Outflow =0.48 cfs @ 121.40 hrs, Volume=1.462 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.520 ac 0.48 cfs0.48 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 90HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =1.550 ac, 50.32% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =0.29 cfs @ 121.43 hrs, Volume=0.899 af Outflow =0.29 cfs @ 121.43 hrs, Volume=0.899 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.550 ac 0.29 cfs0.29 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 91HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1PD: Pond 1 Inflow Area =1.910 ac, 39.27% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =0.36 cfs @ 121.44 hrs, Volume=1.108 af Outflow =0.34 cfs @ 121.95 hrs, Volume=1.103 af, Atten= 5%, Lag= 30.2 min Primary =0.34 cfs @ 121.95 hrs, Volume=1.103 af Routed to Pond 3.1PD : Filtration Basin 3.1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 925.50' Surf.Area= 6,850 sf Storage= 17,188 cf Peak Elev= 925.79' @ 121.95 hrs Surf.Area= 7,139 sf Storage= 19,210 cf (2,023 cf above start) Plug-Flow detention time= 3,668.1 min calculated for 0.709 af (64% of inflow) Center-of-Mass det. time= 188.8 min ( 7,588.7 - 7,399.9 ) Volume Invert Avail.Storage Storage Description #1 918.00'38,038 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.00 300 0 0 920.00 1,000 1,300 1,300 922.00 2,100 3,100 4,400 924.00 3,500 5,600 10,000 924.50 3,850 1,838 11,838 925.50 6,850 5,350 17,188 926.00 7,350 3,550 20,738 928.00 9,950 17,300 38,038 Device Routing Invert Outlet Devices #1 Primary 920.70'12.0" Round Culvert L= 55.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 920.70' / 920.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 925.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=0.34 cfs @ 121.95 hrs HW=925.79' TW=919.30' (Dynamic Tailwater) 1=Culvert (Passes 0.34 cfs of 7.56 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.34 cfs @ 1.83 fps) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 92HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 1PD: Pond 1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.4 0.38 0.36 0.34 0.32 0.3 0.28 0.26 0.24 0.22 0.2 0.18 0.16 0.14 0.12 0.1 0.08 0.06 0.04 0.02 0 Inflow Area=1.910 ac Peak Elev=925.79' Storage=19,210 cf 0.36 cfs 0.34 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 93HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =0.92 cfs @ 121.36 hrs, Volume=2.790 af Outflow =0.42 cfs @ 125.76 hrs, Volume=2.762 af, Atten= 54%, Lag= 264.1 min Primary =0.42 cfs @ 125.76 hrs, Volume=2.762 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 923.69' @ 125.76 hrs Surf.Area= 16,461 sf Storage= 56,917 cf (17,986 cf above start) Plug-Flow detention time= 3,752.7 min calculated for 1.868 af (67% of inflow) Center-of-Mass det. time= 475.7 min ( 7,867.7 - 7,392.0 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.42 cfs @ 125.76 hrs HW=923.69' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 0.42 cfs of 3.47 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.42 cfs @ 4.86 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 94HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Inflow Area=4.810 ac Peak Elev=923.69' Storage=56,917 cf 0.92 cfs 0.42 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 95HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3.1PD: Filtration Basin 3.1 Inflow Area =2.670 ac, 39.33% Impervious, Inflow Depth > 6.94" for 100 yr 10 day Snowmelt event Inflow =0.48 cfs @ 121.58 hrs, Volume=1.544 af Outflow =0.48 cfs @ 121.98 hrs, Volume=1.461 af, Atten= 1%, Lag= 24.1 min Primary =0.48 cfs @ 121.98 hrs, Volume=1.461 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 919.30' @ 121.98 hrs Surf.Area= 3,924 sf Storage= 5,691 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 467.1 min ( 7,997.6 - 7,530.5 ) Volume Invert Avail.Storage Storage Description #1 917.50'14,088 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.50 2,400 0 0 919.00 3,650 4,538 4,538 920.00 4,550 4,100 8,638 921.00 6,350 5,450 14,088 Device Routing Invert Outlet Devices #1 Primary 914.90'15.0" Round Outlet Pipe L= 300.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.90' / 909.92' S= 0.0166 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 917.50'0.450 in/hr Exfiltration over Surface area #3 Device 1 916.00'6.0" Round Draintile L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 919.00'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 921.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.48 cfs @ 121.98 hrs HW=919.30' TW=910.31' (Dynamic Tailwater) 1=Outlet Pipe (Passes 0.48 cfs of 9.64 cfs potential flow) 3=Draintile (Passes 0.04 cfs of 1.01 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.04 cfs) 4=Orifice/Grate (Orifice Controls 0.43 cfs @ 1.88 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 96HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3.1PD: Filtration Basin 3.1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=2.670 ac Peak Elev=919.30' Storage=5,691 cf 0.48 cfs0.48 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 97HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =1.02 cfs @ 121.38 hrs, Volume=3.103 af Outflow =1.02 cfs @ 121.42 hrs, Volume=3.103 af, Atten= 0%, Lag= 2.7 min Primary =1.02 cfs @ 121.42 hrs, Volume=3.103 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 910.35' @ 121.42 hrs Surf.Area= 408 sf Storage= 77 cf Plug-Flow detention time= 1.0 min calculated for 3.103 af (100% of inflow) Center-of-Mass det. time= 1.0 min ( 7,394.5 - 7,393.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=1.02 cfs @ 121.42 hrs HW=910.35' (Free Discharge) 1=Culvert (Barrel Controls 1.02 cfs @ 3.08 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 98HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Inflow Area=5.350 ac Peak Elev=910.35' Storage=77 cf 1.02 cfs1.02 cfs1.02 cfs 0.00 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 99HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Area =5.470 ac, 37.75% Impervious, Inflow Depth > 7.04" for 100 yr 10 day Snowmelt event Inflow =0.86 cfs @ 121.49 hrs, Volume=3.209 af Outflow =0.84 cfs @ 121.86 hrs, Volume=3.199 af, Atten= 1%, Lag= 22.1 min Primary =0.84 cfs @ 121.86 hrs, Volume=3.199 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 909.92' Surf.Area= 4,850 sf Storage= 6,593 cf Peak Elev= 910.31' @ 121.86 hrs Surf.Area= 5,673 sf Storage= 8,663 cf (2,070 cf above start) Plug-Flow detention time= 736.3 min calculated for 3.048 af (95% of inflow) Center-of-Mass det. time= 65.7 min ( 7,641.9 - 7,576.1 ) Volume Invert Avail.Storage Storage Description #1 907.00'59,606 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.00 225 0 0 908.00 1,250 738 738 909.92 4,850 5,856 6,593 912.00 9,200 14,612 21,206 914.00 14,200 23,400 44,606 915.00 15,800 15,000 59,606 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Existing 24 inch Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 914.80'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=0.84 cfs @ 121.86 hrs HW=910.31' (Free Discharge) 1=Existing 24 inch Culvert (Barrel Controls 0.84 cfs @ 2.93 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 100HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.95 0.9 0.85 0.8 0.75 0.7 0.65 0.6 0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 Inflow Area=5.470 ac Peak Elev=910.31' Storage=8,663 cf 0.86 cfs0.84 cfs0.84 cfs 0.00 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 101HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Area =0.970 ac, 32.99% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =0.18 cfs @ 121.34 hrs, Volume=0.563 af Outflow =0.06 cfs @ 0.00 hrs, Volume=0.686 af, Atten= 68%, Lag= 0.0 min Primary =0.06 cfs @ 0.00 hrs, Volume=0.686 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 5,700 sf Storage= 7,714 cf Peak Elev= 920.00' @ 0.00 hrs Surf.Area= 5,700 sf Storage= 7,714 cf Plug-Flow detention time= 2,052.9 min calculated for 0.509 af (91% of inflow) Center-of-Mass det. time= (not calculated: outflow precedes inflow) Volume Invert Avail.Storage Storage Description #1 917.00'60,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.00 450 0 0 918.00 1,850 1,150 1,150 919.99 4,695 6,512 7,662 920.00 5,700 52 7,714 921.00 8,800 7,250 14,964 922.00 14,050 11,425 26,389 924.00 20,300 34,350 60,739 Device Routing Invert Outlet Devices #1 Primary 917.00'12.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 917.00' / 916.80' S= 0.0154 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 3 917.00'0.450 in/hr Exfiltration over Surface area #3 Device 1 918.50'6.0" Round Draintile L= 250.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 918.50' / 917.50' S= 0.0040 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 921.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 922.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.06 cfs @ 0.00 hrs HW=920.00' TW=909.92' (Dynamic Tailwater) 1=Culvert (Passes 0.06 cfs of 5.98 cfs potential flow) 3=Draintile (Passes 0.06 cfs of 0.56 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.06 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 102HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 Inflow Area=0.970 ac Peak Elev=920.00' Storage=7,714 cf 0.18 cfs 0.06 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 103HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXP: Existing Pond 6 Inflow Area =8.840 ac, 29.45% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =1.68 cfs @ 121.32 hrs, Volume=5.128 af Outflow =1.63 cfs @ 121.66 hrs, Volume=5.128 af, Atten= 3%, Lag= 20.2 min Primary =1.63 cfs @ 121.66 hrs, Volume=5.128 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 927.23' @ 121.66 hrs Surf.Area= 12,357 sf Storage= 2,768 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 4.5 min ( 7,394.2 - 7,389.7 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.63 cfs @ 121.66 hrs HW=927.23' (Free Discharge) 1=Culvert (Passes 1.63 cfs of 19.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.63 cfs @ 2.59 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 104HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXP: Existing Pond 6 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Inflow Area=8.840 ac Peak Elev=927.23' Storage=2,768 cf 1.68 cfs1.63 cfs 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 105HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXPD: Existing Pond 7 Inflow Area =6.950 ac, 37.45% Impervious, Inflow Depth = 6.96" for 100 yr 10 day Snowmelt event Inflow =1.33 cfs @ 121.32 hrs, Volume=4.031 af Outflow =1.27 cfs @ 121.65 hrs, Volume=4.031 af, Atten= 4%, Lag= 19.8 min Primary =1.27 cfs @ 121.65 hrs, Volume=4.031 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 927.16' @ 121.65 hrs Surf.Area= 12,211 sf Storage= 1,893 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 3.3 min ( 7,390.9 - 7,387.6 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=1.27 cfs @ 121.65 hrs HW=927.16' (Free Discharge) 1=Culvert (Passes 1.27 cfs of 19.56 cfs potential flow) 2=Orifice/Grate (Orifice Controls 1.27 cfs @ 2.42 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 Snowmelt_10d_100yr_hcr 100 yr 10 day Snowmelt Rainfall=7.20", AMC=4Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 106HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXPD: Existing Pond 7 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)1 0 Inflow Area=6.950 ac Peak Elev=927.16' Storage=1,893 cf 1.33 cfs 1.27 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 107HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=5.90"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=10.36 cfs 0.939 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=5.14"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=28.90 cfs 2.307 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=6.30"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=33.50 cfs 2.525 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=5.29"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=18.76 cfs 1.507 af Runoff Area=0.760 ac 39.47% Impervious Runoff Depth=5.90"Subcatchment 3.1S: To Filtration Basin 3 Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ Runoff=6.68 cfs 0.374 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=5.31"Subcatchment 3EX: Onsite Drainage to South Flow Length=650' Tc=18.6 min CN=WQ Runoff=32.07 cfs 2.367 af Runoff Area=1.830 ac 37.98% Impervious Runoff Depth=6.01"Subcatchment 3S: Onsite Drainage to South Flow Length=450' Tc=15.9 min CN=WQ Runoff=12.84 cfs 0.916 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=5.57"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ Runoff=15.50 cfs 1.169 af Runoff Area=1.550 ac 50.32% Impervious Runoff Depth=6.25"Subcatchment 4S: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ Runoff=9.74 cfs 0.807 af Runoff Area=0.970 ac 32.99% Impervious Runoff Depth=5.97"Subcatchment 5S: Onsite Drainage to South Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ Runoff=7.54 cfs 0.483 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=5.88"Subcatchment 7AE: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=55.04 cfs 3.354 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=5.88"Subcatchment 7AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=55.04 cfs 3.354 af Runoff Area=1.990 ac 0.00% Impervious Runoff Depth=4.96"Subcatchment 7EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=10.35 cfs 0.823 af Runoff Area=0.100 ac 0.00% Impervious Runoff Depth=5.07"Subcatchment 7S: To Existing Pond 7 Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 Runoff=0.53 cfs 0.042 af Inflow=27.16 cfs 4.029 afReach 2R: To Northeast Outflow=27.16 cfs 4.029 af Inflow=25.09 cfs 1.325 afReach 4E: To Southwest to Existing Storm Sewer Outflow=25.09 cfs 1.325 af 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 108HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Inflow=9.74 cfs 0.807 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=9.74 cfs 0.807 af Peak Elev=927.32' Storage=31,554 cf Inflow=10.36 cfs 0.939 afPond 1PD: Pond 1 Outflow=4.34 cfs 0.938 af Peak Elev=925.64' Storage=93,473 cf Inflow=33.50 cfs 2.525 afPond 2PD: Reuse Pond 2 Outflow=9.38 cfs 2.522 af Peak Elev=920.39' Storage=10,542 cf Inflow=8.62 cfs 1.312 afPond 3.1PD: Filtration Basin 3.1 Outflow=5.22 cfs 1.312 af Peak Elev=912.92' Storage=6,926 cf Inflow=32.07 cfs 2.367 afPond 3EXP: Existing 24 inch Culvert-South Primary=19.57 cfs 2.211 af Secondary=10.38 cfs 0.155 af Outflow=29.95 cfs 2.367 af Peak Elev=911.70' Storage=18,557 cf Inflow=17.69 cfs 2.836 afPond 3PD: Pond 3 - Existing 24 inch Primary=12.71 cfs 2.836 af Secondary=0.00 cfs 0.000 af Outflow=12.71 cfs 2.836 af Peak Elev=921.50' Storage=20,041 cf Inflow=7.54 cfs 0.483 afPond 4PD: Wet Pond / Filtration Basin 4 Outflow=0.59 cfs 0.608 af Peak Elev=930.31' Storage=57,363 cf Inflow=62.70 cfs 4.177 afPond 7EXP: Existing Pond 6 Outflow=24.71 cfs 4.177 af Peak Elev=929.86' Storage=46,753 cf Inflow=55.42 cfs 3.397 afPond 7EXPD: Existing Pond 7 Outflow=24.06 cfs 3.397 af Total Runoff Area = 44.300 ac Runoff Volume = 20.967 af Average Runoff Depth = 5.68" 70.93% Pervious = 31.421 ac 29.07% Impervious = 12.879 ac 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 109HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =10.36 cfs @ 12.36 hrs, Volume=0.939 af, Depth= 5.90" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=1.910 ac Runoff Volume=0.939 af Runoff Depth=5.90" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 10.36 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 110HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =28.90 cfs @ 12.31 hrs, Volume=2.307 af, Depth= 5.14" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=5.390 ac Runoff Volume=2.307 af Runoff Depth=5.14" Flow Length=520' Tc=22.1 min CN=WQ 28.90 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 111HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =33.50 cfs @ 12.25 hrs, Volume=2.525 af, Depth= 6.30" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=4.810 ac Runoff Volume=2.525 af Runoff Depth=6.30" Flow Length=475' Tc=16.9 min CN=WQ 33.50 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 112HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =18.76 cfs @ 12.31 hrs, Volume=1.507 af, Depth= 5.29" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=3.420 ac Runoff Volume=1.507 af Runoff Depth=5.29" Flow Length=520' Tc=22.1 min CN=WQ 18.76 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 113HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3.1S: To Filtration Basin 3 Runoff =6.68 cfs @ 12.16 hrs, Volume=0.374 af, Depth= 5.90" Routed to Pond 3.1PD : Filtration Basin 3.1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 0.460 80 >75% Grass cover, Good, HSG D *0.300 98 Paved parking, HSG D Proposed 0.760 Weighted Average 0.460 80 60.53% Pervious Area 0.300 98 39.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 8.9 150 0.0650 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 3.1S: To Filtration Basin 3 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=0.760 ac Runoff Volume=0.374 af Runoff Depth=5.90" Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ 6.68 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 114HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =32.07 cfs @ 12.27 hrs, Volume=2.367 af, Depth= 5.31" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 Weighted Average 4.775 80 89.25% Pervious Area 0.575 98 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 11.9 300 0.0950 0.42 Sheet Flow, Range n= 0.130 P2= 2.86" 6.7 350 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 650 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=5.350 ac Runoff Volume=2.367 af Runoff Depth=5.31" Flow Length=650' Tc=18.6 min CN=WQ 32.07 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 115HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =12.84 cfs @ 12.24 hrs, Volume=0.916 af, Depth= 6.01" Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 0.860 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D *0.420 98 Paved parking, HSG D Proposed 1.830 Weighted Average 1.135 82 62.02% Pervious Area 0.695 98 37.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 14.7 300 0.0750 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.2 150 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 15.9 450 Total Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=1.830 ac Runoff Volume=0.916 af Runoff Depth=6.01" Flow Length=450' Tc=15.9 min CN=WQ 12.84 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 116HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =15.50 cfs @ 12.28 hrs, Volume=1.169 af, Depth= 5.57" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 Weighted Average 1.920 80 76.19% Pervious Area 0.600 98 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=2.520 ac Runoff Volume=1.169 af Runoff Depth=5.57" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ 15.50 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 117HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =9.74 cfs @ 12.29 hrs, Volume=0.807 af, Depth= 6.25" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 0.570 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D *0.030 98 Paved roads w/curbs & sewers, HSG D Proposed *0.550 98 Paved parking, HSG D Bluff Creek Drive 1.550 Weighted Average 0.770 82 49.68% Pervious Area 0.780 98 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.4 300 0.0330 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.9 380 Total Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=1.550 ac Runoff Volume=0.807 af Runoff Depth=6.25" Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ 9.74 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 118HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =7.54 cfs @ 12.20 hrs, Volume=0.483 af, Depth= 5.97" Routed to Pond 4PD : Wet Pond / Filtration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D *0.100 98 Paved parking, HSG D Proposed 0.970 Weighted Average 0.650 83 67.01% Pervious Area 0.320 98 32.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.7 250 0.0750 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=0.970 ac Runoff Volume=0.483 af Runoff Depth=5.97" Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ 7.54 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 119HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =55.04 cfs @ 12.20 hrs, Volume=3.354 af, Depth= 5.88" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=6.850 ac Runoff Volume=3.354 af Runoff Depth=5.88" Tc=12.0 min CN=87 55.04 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 120HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =55.04 cfs @ 12.20 hrs, Volume=3.354 af, Depth= 5.88" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=6.850 ac Runoff Volume=3.354 af Runoff Depth=5.88" Tc=12.0 min CN=87 55.04 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 121HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7EX: Onsite Existing Dainage Runoff =10.35 cfs @ 12.33 hrs, Volume=0.823 af, Depth= 4.96" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 1.990 79 Woods/grass comb., Good, HSG D 1.990 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 7EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=1.990 ac Runoff Volume=0.823 af Runoff Depth=4.96" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 10.35 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 122HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: To Existing Pond 7 Runoff =0.53 cfs @ 12.33 hrs, Volume=0.042 af, Depth= 5.07" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 100-yr Rainfall=7.41" Area (ac) CN Description 0.100 80 >75% Grass cover, Good, HSG D 0.100 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.8 300 0.0250 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 7S: To Existing Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.55 0.5 0.45 0.4 0.35 0.3 0.25 0.2 0.15 0.1 0.05 0 MSE 24-hr 3 100-yr Rainfall=7.41" Runoff Area=0.100 ac Runoff Volume=0.042 af Runoff Depth=5.07" Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 0.53 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 123HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.230 ac, 39.63% Impervious, Inflow Depth = 5.88" for 100-yr event Inflow =27.16 cfs @ 12.33 hrs, Volume=4.029 af Outflow =27.16 cfs @ 12.33 hrs, Volume=4.029 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.230 ac 27.16 cfs27.16 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 124HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 6.31" for 100-yr event Inflow =25.09 cfs @ 12.32 hrs, Volume=1.325 af Outflow =25.09 cfs @ 12.32 hrs, Volume=1.325 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=2.520 ac 25.09 cfs25.09 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 125HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =1.550 ac, 50.32% Impervious, Inflow Depth = 6.25" for 100-yr event Inflow =9.74 cfs @ 12.29 hrs, Volume=0.807 af Outflow =9.74 cfs @ 12.29 hrs, Volume=0.807 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.550 ac 9.74 cfs9.74 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 126HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1PD: Pond 1 Inflow Area =1.910 ac, 39.27% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow =10.36 cfs @ 12.36 hrs, Volume=0.939 af Outflow =4.34 cfs @ 12.72 hrs, Volume=0.938 af, Atten= 58%, Lag= 22.0 min Primary =4.34 cfs @ 12.72 hrs, Volume=0.938 af Routed to Pond 3.1PD : Filtration Basin 3.1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 925.50' Surf.Area= 6,850 sf Storage= 17,188 cf Peak Elev= 927.32' @ 12.72 hrs Surf.Area= 9,063 sf Storage= 31,554 cf (14,366 cf above start) Plug-Flow detention time= 263.5 min calculated for 0.544 af (58% of inflow) Center-of-Mass det. time= 83.3 min ( 866.8 - 783.4 ) Volume Invert Avail.Storage Storage Description #1 918.00'38,038 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.00 300 0 0 920.00 1,000 1,300 1,300 922.00 2,100 3,100 4,400 924.00 3,500 5,600 10,000 924.50 3,850 1,838 11,838 925.50 6,850 5,350 17,188 926.00 7,350 3,550 20,738 928.00 9,950 17,300 38,038 Device Routing Invert Outlet Devices #1 Primary 920.70'12.0" Round Culvert L= 55.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 920.70' / 920.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 925.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=4.34 cfs @ 12.72 hrs HW=927.32' TW=920.38' (Dynamic Tailwater) 1=Culvert (Passes 4.34 cfs of 8.71 cfs potential flow) 2=Orifice/Grate (Orifice Controls 4.34 cfs @ 5.53 fps) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 127HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 1PD: Pond 1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=1.910 ac Peak Elev=927.32' Storage=31,554 cf 10.36 cfs 4.34 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 128HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 6.30" for 100-yr event Inflow =33.50 cfs @ 12.25 hrs, Volume=2.525 af Outflow =9.38 cfs @ 12.63 hrs, Volume=2.522 af, Atten= 72%, Lag= 22.8 min Primary =9.38 cfs @ 12.63 hrs, Volume=2.522 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 925.64' @ 12.63 hrs Surf.Area= 20,895 sf Storage= 93,473 cf (54,541 cf above start) Plug-Flow detention time= 553.4 min calculated for 1.629 af (65% of inflow) Center-of-Mass det. time= 299.4 min ( 1,065.9 - 766.6 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=9.38 cfs @ 12.63 hrs HW=925.64' TW=0.00' (Dynamic Tailwater) 1=Culvert (Inlet Controls 9.38 cfs @ 7.64 fps) 2=Orifice/Grate (Passes < 0.73 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 35.03 cfs potential flow) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 129HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=4.810 ac Peak Elev=925.64' Storage=93,473 cf 33.50 cfs 9.38 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 130HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3.1PD: Filtration Basin 3.1 Inflow Area =2.670 ac, 39.33% Impervious, Inflow Depth = 5.90" for 100-yr event Inflow =8.62 cfs @ 12.17 hrs, Volume=1.312 af Outflow =5.22 cfs @ 12.59 hrs, Volume=1.312 af, Atten= 39%, Lag= 25.6 min Primary =5.22 cfs @ 12.59 hrs, Volume=1.312 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 920.39' @ 12.59 hrs Surf.Area= 5,250 sf Storage= 10,542 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 209.6 min ( 1,048.2 - 838.6 ) Volume Invert Avail.Storage Storage Description #1 917.50'14,088 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.50 2,400 0 0 919.00 3,650 4,538 4,538 920.00 4,550 4,100 8,638 921.00 6,350 5,450 14,088 Device Routing Invert Outlet Devices #1 Primary 914.90'15.0" Round Outlet Pipe L= 300.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.90' / 909.92' S= 0.0166 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 917.50'0.450 in/hr Exfiltration over Surface area #3 Device 1 916.00'6.0" Round Draintile L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 919.00'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 921.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.22 cfs @ 12.59 hrs HW=920.39' TW=911.60' (Dynamic Tailwater) 1=Outlet Pipe (Passes 5.22 cfs of 10.02 cfs potential flow) 3=Draintile (Passes 0.05 cfs of 1.16 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.05 cfs) 4=Orifice/Grate (Orifice Controls 5.16 cfs @ 4.21 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 131HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3.1PD: Filtration Basin 3.1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)9 8 7 6 5 4 3 2 1 0 Inflow Area=2.670 ac Peak Elev=920.39' Storage=10,542 cf 8.62 cfs 5.22 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 132HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 5.31" for 100-yr event Inflow =32.07 cfs @ 12.27 hrs, Volume=2.367 af Outflow =29.95 cfs @ 12.33 hrs, Volume=2.367 af, Atten= 7%, Lag= 3.7 min Primary =19.57 cfs @ 12.33 hrs, Volume=2.211 af Secondary =10.38 cfs @ 12.33 hrs, Volume=0.155 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 912.92' @ 12.33 hrs Surf.Area= 8,014 sf Storage= 6,926 cf Plug-Flow detention time= 2.7 min calculated for 2.367 af (100% of inflow) Center-of-Mass det. time= 2.4 min ( 796.2 - 793.7 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=19.57 cfs @ 12.33 hrs HW=912.92' (Free Discharge) 1=Culvert (Barrel Controls 19.57 cfs @ 6.23 fps) Secondary OutFlow Max=10.37 cfs @ 12.33 hrs HW=912.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir (Weir Controls 10.37 cfs @ 1.62 fps) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 133HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=5.350 ac Peak Elev=912.92' Storage=6,926 cf 32.07 cfs 29.95 cfs 19.57 cfs 10.38 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 134HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Area =5.470 ac, 37.75% Impervious, Inflow Depth = 6.22" for 100-yr event Inflow =17.69 cfs @ 12.24 hrs, Volume=2.836 af Outflow =12.71 cfs @ 12.42 hrs, Volume=2.836 af, Atten= 28%, Lag= 10.5 min Primary =12.71 cfs @ 12.42 hrs, Volume=2.836 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 909.92' Surf.Area= 4,850 sf Storage= 6,593 cf Peak Elev= 911.70' @ 12.42 hrs Surf.Area= 8,577 sf Storage= 18,557 cf (11,964 cf above start) Plug-Flow detention time= 253.3 min calculated for 2.684 af (95% of inflow) Center-of-Mass det. time= 45.1 min ( 1,194.3 - 1,149.3 ) Volume Invert Avail.Storage Storage Description #1 907.00'59,606 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.00 225 0 0 908.00 1,250 738 738 909.92 4,850 5,856 6,593 912.00 9,200 14,612 21,206 914.00 14,200 23,400 44,606 915.00 15,800 15,000 59,606 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Existing 24 inch Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 914.80'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=12.71 cfs @ 12.42 hrs HW=911.70' (Free Discharge) 1=Existing 24 inch Culvert (Barrel Controls 12.71 cfs @ 5.70 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 135HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.470 ac Peak Elev=911.70' Storage=18,557 cf 17.69 cfs 12.71 cfs12.71 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 136HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Area =0.970 ac, 32.99% Impervious, Inflow Depth = 5.97" for 100-yr event Inflow =7.54 cfs @ 12.20 hrs, Volume=0.483 af Outflow =0.59 cfs @ 13.27 hrs, Volume=0.608 af, Atten= 92%, Lag= 64.0 min Primary =0.59 cfs @ 13.27 hrs, Volume=0.608 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 5,700 sf Storage= 7,714 cf Peak Elev= 921.50' @ 13.27 hrs Surf.Area= 11,435 sf Storage= 20,041 cf (12,327 cf above start) Plug-Flow detention time= 1,706.5 min calculated for 0.431 af (89% of inflow) Center-of-Mass det. time= 1,156.5 min ( 1,931.1 - 774.6 ) Volume Invert Avail.Storage Storage Description #1 917.00'60,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.00 450 0 0 918.00 1,850 1,150 1,150 919.99 4,695 6,512 7,662 920.00 5,700 52 7,714 921.00 8,800 7,250 14,964 922.00 14,050 11,425 26,389 924.00 20,300 34,350 60,739 Device Routing Invert Outlet Devices #1 Primary 917.00'12.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 917.00' / 916.80' S= 0.0154 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 3 917.00'0.450 in/hr Exfiltration over Surface area #3 Device 1 918.50'6.0" Round Draintile L= 250.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 918.50' / 917.50' S= 0.0040 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 921.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 922.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.59 cfs @ 13.27 hrs HW=921.50' TW=911.15' (Dynamic Tailwater) 1=Culvert (Passes 0.59 cfs of 7.57 cfs potential flow) 3=Draintile (Passes 0.12 cfs of 0.75 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.12 cfs) 4=Orifice/Grate (Orifice Controls 0.47 cfs @ 2.42 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 137HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 Inflow Area=0.970 ac Peak Elev=921.50' Storage=20,041 cf 7.54 cfs 0.59 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 138HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXP: Existing Pond 6 Inflow Area =8.840 ac, 29.45% Impervious, Inflow Depth = 5.67" for 100-yr event Inflow =62.70 cfs @ 12.20 hrs, Volume=4.177 af Outflow =24.71 cfs @ 12.47 hrs, Volume=4.177 af, Atten= 61%, Lag= 16.2 min Primary =24.71 cfs @ 12.47 hrs, Volume=4.177 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 930.31' @ 12.47 hrs Surf.Area= 26,298 sf Storage= 57,363 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 32.6 min ( 818.2 - 785.6 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=24.71 cfs @ 12.47 hrs HW=930.31' (Free Discharge) 1=Culvert (Inlet Controls 24.71 cfs @ 13.99 fps) 2=Orifice/Grate (Passes < 14.51 cfs potential flow) 3=Orifice/Grate (Passes < 45.88 cfs potential flow) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 139HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXP: Existing Pond 6 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)70 65 60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=8.840 ac Peak Elev=930.31' Storage=57,363 cf 62.70 cfs 24.71 cfs 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 140HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXPD: Existing Pond 7 Inflow Area =6.950 ac, 37.45% Impervious, Inflow Depth = 5.86" for 100-yr event Inflow =55.42 cfs @ 12.20 hrs, Volume=3.397 af Outflow =24.06 cfs @ 12.39 hrs, Volume=3.397 af, Atten= 57%, Lag= 11.6 min Primary =24.06 cfs @ 12.39 hrs, Volume=3.397 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 929.86' @ 12.39 hrs Surf.Area= 22,359 sf Storage= 46,753 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 31.1 min ( 812.2 - 781.0 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=24.06 cfs @ 12.39 hrs HW=929.86' (Free Discharge) 1=Culvert (Inlet Controls 24.06 cfs @ 13.61 fps) 2=Orifice/Grate (Passes < 13.36 cfs potential flow) 3=Orifice/Grate (Passes < 20.78 cfs potential flow) 25-08-06 MSE 24-hr 3 100-yr Rainfall=7.41"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 141HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXPD: Existing Pond 7 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)60 55 50 45 40 35 30 25 20 15 10 5 0 Inflow Area=6.950 ac Peak Elev=929.86' Storage=46,753 cf 55.42 cfs 24.06 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 142HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=2.69"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=4.75 cfs 0.428 af Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=2.07"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=11.75 cfs 0.929 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=3.02"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=16.24 cfs 1.211 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=2.18"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=7.84 cfs 0.621 af Runoff Area=0.760 ac 39.47% Impervious Runoff Depth=2.70"Subcatchment 3.1S: To Filtration Basin 3 Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ Runoff=3.09 cfs 0.171 af Runoff Area=5.350 ac 10.75% Impervious Runoff Depth=2.21"Subcatchment 3EX: Onsite Drainage to South Flow Length=650' Tc=18.6 min CN=WQ Runoff=13.52 cfs 0.984 af Runoff Area=1.830 ac 37.98% Impervious Runoff Depth=2.76"Subcatchment 3S: Onsite Drainage to South Flow Length=450' Tc=15.9 min CN=WQ Runoff=6.02 cfs 0.422 af Runoff Area=2.520 ac 23.81% Impervious Runoff Depth=2.42"Subcatchment 4EX: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ Runoff=6.82 cfs 0.509 af Runoff Area=1.550 ac 50.32% Impervious Runoff Depth=2.96"Subcatchment 4S: Onsite Drainage to Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ Runoff=4.69 cfs 0.383 af Runoff Area=0.970 ac 32.99% Impervious Runoff Depth=2.73"Subcatchment 5S: Onsite Drainage to South Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ Runoff=3.54 cfs 0.220 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=2.61"Subcatchment 7AE: Pioneer Pass 1st Addition Tc=12.0 min CN=87 Runoff=25.42 cfs 1.489 af Runoff Area=6.850 ac 38.00% Impervious Runoff Depth=2.61"Subcatchment 7AEX: Pioneer Pass 1st Tc=12.0 min CN=87 Runoff=25.42 cfs 1.489 af Runoff Area=1.990 ac 0.00% Impervious Runoff Depth=1.94"Subcatchment 7EX: Onsite Existing Dainage Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 Runoff=4.07 cfs 0.322 af Runoff Area=0.100 ac 0.00% Impervious Runoff Depth=2.02"Subcatchment 7S: To Existing Pond 7 Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 Runoff=0.21 cfs 0.017 af Inflow=10.19 cfs 1.830 afReach 2R: To Northeast Outflow=10.19 cfs 1.830 af Inflow=6.82 cfs 0.509 afReach 4E: To Southwest to Existing Storm Sewer Outflow=6.82 cfs 0.509 af 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 143HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Inflow=4.69 cfs 0.383 afReach 4PR: To Southwest to Existing Storm Sewer Outflow=4.69 cfs 0.383 af Peak Elev=926.40' Storage=23,786 cf Inflow=4.75 cfs 0.428 afPond 1PD: Pond 1 Outflow=2.41 cfs 0.428 af Peak Elev=924.31' Storage=67,692 cf Inflow=16.24 cfs 1.211 afPond 2PD: Reuse Pond 2 Outflow=4.82 cfs 1.208 af Peak Elev=919.77' Storage=7,611 cf Inflow=3.73 cfs 0.599 afPond 3.1PD: Filtration Basin 3.1 Outflow=2.41 cfs 0.599 af Peak Elev=911.73' Storage=1,664 cf Inflow=13.52 cfs 0.984 afPond 3EXP: Existing 24 inch Culvert-South Primary=12.94 cfs 0.984 af Secondary=0.00 cfs 0.000 af Outflow=12.94 cfs 0.984 af Peak Elev=910.82' Storage=11,812 cf Inflow=6.13 cfs 1.366 afPond 3PD: Pond 3 - Existing 24 inch Primary=4.15 cfs 1.366 af Secondary=0.00 cfs 0.000 af Outflow=4.15 cfs 1.366 af Peak Elev=920.78' Storage=13,075 cf Inflow=3.54 cfs 0.220 afPond 4PD: Wet Pond / Filtration Basin 4 Outflow=0.08 cfs 0.346 af Peak Elev=928.79' Storage=25,282 cf Inflow=28.27 cfs 1.811 afPond 7EXP: Existing Pond 6 Outflow=10.02 cfs 1.811 af Peak Elev=928.54' Storage=21,127 cf Inflow=25.57 cfs 1.506 afPond 7EXPD: Existing Pond 7 Outflow=9.09 cfs 1.506 af Total Runoff Area = 44.300 ac Runoff Volume = 9.195 af Average Runoff Depth = 2.49" 70.93% Pervious = 31.421 ac 29.07% Impervious = 12.879 ac 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 144HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =4.75 cfs @ 12.36 hrs, Volume=0.428 af, Depth= 2.69" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=1.910 ac Runoff Volume=0.428 af Runoff Depth=2.69" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 4.75 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 145HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =11.75 cfs @ 12.33 hrs, Volume=0.929 af, Depth= 2.07" Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=5.390 ac Runoff Volume=0.929 af Runoff Depth=2.07" Flow Length=520' Tc=22.1 min CN=WQ 11.75 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 146HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =16.24 cfs @ 12.25 hrs, Volume=1.211 af, Depth= 3.02" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=4.810 ac Runoff Volume=1.211 af Runoff Depth=3.02" Flow Length=475' Tc=16.9 min CN=WQ 16.24 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 147HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =7.84 cfs @ 12.33 hrs, Volume=0.621 af, Depth= 2.18" Routed to Reach 2R : To Northeast Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)8 7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=3.420 ac Runoff Volume=0.621 af Runoff Depth=2.18" Flow Length=520' Tc=22.1 min CN=WQ 7.84 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 148HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3.1S: To Filtration Basin 3 Runoff =3.09 cfs @ 12.16 hrs, Volume=0.171 af, Depth= 2.70" Routed to Pond 3.1PD : Filtration Basin 3.1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 0.460 80 >75% Grass cover, Good, HSG D *0.300 98 Paved parking, HSG D Proposed 0.760 Weighted Average 0.460 80 60.53% Pervious Area 0.300 98 39.47% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 8.9 150 0.0650 0.28 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 3.1S: To Filtration Basin 3 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=0.760 ac Runoff Volume=0.171 af Runoff Depth=2.70" Flow Length=150' Slope=0.0650 '/' Tc=8.9 min CN=WQ 3.09 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 149HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff =13.52 cfs @ 12.28 hrs, Volume=0.984 af, Depth= 2.21" Routed to Pond 3EXP : Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 4.200 79 Woods/grass comb., Good, HSG D 1.150 93 Paved roads w/open ditches, 50% imp, HSG D 5.350 Weighted Average 4.775 80 89.25% Pervious Area 0.575 98 10.75% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 11.9 300 0.0950 0.42 Sheet Flow, Range n= 0.130 P2= 2.86" 6.7 350 0.0300 0.87 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 18.6 650 Total Subcatchment 3EX: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=5.350 ac Runoff Volume=0.984 af Runoff Depth=2.21" Flow Length=650' Tc=18.6 min CN=WQ 13.52 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 150HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff =6.02 cfs @ 12.24 hrs, Volume=0.422 af, Depth= 2.76" Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 0.860 80 >75% Grass cover, Good, HSG D 0.550 93 Paved roads w/open ditches, 50% imp, HSG D *0.420 98 Paved parking, HSG D Proposed 1.830 Weighted Average 1.135 82 62.02% Pervious Area 0.695 98 37.98% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 14.7 300 0.0750 0.34 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.2 150 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 15.9 450 Total Subcatchment 3S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=1.830 ac Runoff Volume=0.422 af Runoff Depth=2.76" Flow Length=450' Tc=15.9 min CN=WQ 6.02 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 151HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =6.82 cfs @ 12.28 hrs, Volume=0.509 af, Depth= 2.42" Routed to Reach 4E : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 1.720 79 Woods/grass comb., Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D 0.400 98 Paved roads w/curbs & sewers, HSG D 2.520 Weighted Average 1.920 80 76.19% Pervious Area 0.600 98 23.81% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 18.2 300 0.0330 0.27 Sheet Flow, Range n= 0.130 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 18.7 380 Total Subcatchment 4EX: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=2.520 ac Runoff Volume=0.509 af Runoff Depth=2.42" Flow Length=380' Slope=0.0330 '/' Tc=18.7 min CN=WQ 6.82 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 152HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff =4.69 cfs @ 12.29 hrs, Volume=0.383 af, Depth= 2.96" Routed to Reach 4PR : To Southwest to Existing Storm Sewer Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 0.570 80 >75% Grass cover, Good, HSG D 0.400 93 Paved roads w/open ditches, 50% imp, HSG D *0.030 98 Paved roads w/curbs & sewers, HSG D Proposed *0.550 98 Paved parking, HSG D Bluff Creek Drive 1.550 Weighted Average 0.770 82 49.68% Pervious Area 0.780 98 50.32% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.4 300 0.0330 0.24 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.5 80 0.0330 2.72 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 20.9 380 Total Subcatchment 4S: Onsite Drainage to Southeast to Existing Storm Sewer in Bluff Creek Drive Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=1.550 ac Runoff Volume=0.383 af Runoff Depth=2.96" Flow Length=380' Slope=0.0330 '/' Tc=20.9 min CN=WQ 4.69 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 153HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff =3.54 cfs @ 12.20 hrs, Volume=0.220 af, Depth= 2.73" Routed to Pond 4PD : Wet Pond / Filtration Basin 4 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 0.430 80 >75% Grass cover, Good, HSG D 0.440 93 Paved roads w/open ditches, 50% imp, HSG D *0.100 98 Paved parking, HSG D Proposed 0.970 Weighted Average 0.650 83 67.01% Pervious Area 0.320 98 32.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.7 250 0.0750 0.33 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 5S: Onsite Drainage to South Existing 24" Culvert Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=0.970 ac Runoff Volume=0.220 af Runoff Depth=2.73" Flow Length=250' Slope=0.0750 '/' Tc=12.7 min CN=WQ 3.54 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 154HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =25.42 cfs @ 12.20 hrs, Volume=1.489 af, Depth= 2.61" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AE: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=6.850 ac Runoff Volume=1.489 af Runoff Depth=2.61" Tc=12.0 min CN=87 25.42 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 155HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff =25.42 cfs @ 12.20 hrs, Volume=1.489 af, Depth= 2.61" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 6.850 87 1/4 acre lots, 38% imp, HSG D 4.247 80 62.00% Pervious Area 2.603 98 38.00% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.0 Direct Entry, Subcatchment 7AEX: Pioneer Pass 1st Addition Existing to Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=6.850 ac Runoff Volume=1.489 af Runoff Depth=2.61" Tc=12.0 min CN=87 25.42 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 156HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7EX: Onsite Existing Dainage Runoff =4.07 cfs @ 12.33 hrs, Volume=0.322 af, Depth= 1.94" Routed to Pond 7EXP : Existing Pond 6 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 1.990 79 Woods/grass comb., Good, HSG D 1.990 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.6 125 0.0260 0.81 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.6 425 Total Subcatchment 7EX: Onsite Existing Dainage Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=1.990 ac Runoff Volume=0.322 af Runoff Depth=1.94" Flow Length=425' Slope=0.0260 '/' Tc=22.6 min CN=79 4.07 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 157HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 7S: To Existing Pond 7 Runoff =0.21 cfs @ 12.34 hrs, Volume=0.017 af, Depth= 2.02" Routed to Pond 7EXPD : Existing Pond 7 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description 0.100 80 >75% Grass cover, Good, HSG D 0.100 80 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 22.8 300 0.0250 0.22 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" Subcatchment 7S: To Existing Pond 7 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)0.23 0.22 0.21 0.2 0.19 0.18 0.17 0.16 0.15 0.14 0.13 0.12 0.11 0.1 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=0.100 ac Runoff Volume=0.017 af Runoff Depth=2.02" Flow Length=300' Slope=0.0250 '/' Tc=22.8 min CN=80 0.21 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 158HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 2R: To Northeast Inflow Area =8.230 ac, 39.63% Impervious, Inflow Depth = 2.67" for water quality event Inflow =10.19 cfs @ 12.43 hrs, Volume=1.830 af Outflow =10.19 cfs @ 12.43 hrs, Volume=1.830 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 2R: To Northeast Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=8.230 ac 10.19 cfs10.19 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 159HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4E: To Southwest to Existing Storm Sewer Inflow Area =2.520 ac, 23.81% Impervious, Inflow Depth = 2.42" for water quality event Inflow =6.82 cfs @ 12.28 hrs, Volume=0.509 af Outflow =6.82 cfs @ 12.28 hrs, Volume=0.509 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4E: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 Inflow Area=2.520 ac 6.82 cfs6.82 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 160HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Reach 4PR: To Southwest to Existing Storm Sewer Inflow Area =1.550 ac, 50.32% Impervious, Inflow Depth = 2.96" for water quality event Inflow =4.69 cfs @ 12.29 hrs, Volume=0.383 af Outflow =4.69 cfs @ 12.29 hrs, Volume=0.383 af, Atten= 0%, Lag= 0.0 min Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Reach 4PR: To Southwest to Existing Storm Sewer Inflow Outflow Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 Inflow Area=1.550 ac 4.69 cfs4.69 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 161HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 1PD: Pond 1 Inflow Area =1.910 ac, 39.27% Impervious, Inflow Depth = 2.69" for water quality event Inflow =4.75 cfs @ 12.36 hrs, Volume=0.428 af Outflow =2.41 cfs @ 12.67 hrs, Volume=0.428 af, Atten= 49%, Lag= 18.5 min Primary =2.41 cfs @ 12.67 hrs, Volume=0.428 af Routed to Pond 3.1PD : Filtration Basin 3.1 Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 925.50' Surf.Area= 6,850 sf Storage= 17,188 cf Peak Elev= 926.40' @ 12.67 hrs Surf.Area= 7,871 sf Storage= 23,786 cf (6,599 cf above start) Plug-Flow detention time= 1,227.8 min calculated for 0.034 af (8% of inflow) Center-of-Mass det. time= 113.2 min ( 906.2 - 793.0 ) Volume Invert Avail.Storage Storage Description #1 918.00'38,038 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 918.00 300 0 0 920.00 1,000 1,300 1,300 922.00 2,100 3,100 4,400 924.00 3,500 5,600 10,000 924.50 3,850 1,838 11,838 925.50 6,850 5,350 17,188 926.00 7,350 3,550 20,738 928.00 9,950 17,300 38,038 Device Routing Invert Outlet Devices #1 Primary 920.70'12.0" Round Culvert L= 55.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 920.70' / 920.15' S= 0.0100 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 1 925.50'12.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=2.41 cfs @ 12.67 hrs HW=926.40' TW=919.69' (Dynamic Tailwater) 1=Culvert (Passes 2.41 cfs of 8.04 cfs potential flow) 2=Orifice/Grate (Orifice Controls 2.41 cfs @ 3.23 fps) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 162HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 1PD: Pond 1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 Inflow Area=1.910 ac Peak Elev=926.40' Storage=23,786 cf 4.75 cfs 2.41 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 163HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 3.02" for water quality event Inflow =16.24 cfs @ 12.25 hrs, Volume=1.211 af Outflow =4.82 cfs @ 12.62 hrs, Volume=1.208 af, Atten= 70%, Lag= 22.0 min Primary =4.82 cfs @ 12.62 hrs, Volume=1.208 af Routed to Reach 2R : To Northeast Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 924.31' @ 12.62 hrs Surf.Area= 17,860 sf Storage= 67,692 cf (28,760 cf above start) Plug-Flow detention time= 1,505.7 min calculated for 0.315 af (26% of inflow) Center-of-Mass det. time= 480.9 min ( 1,255.7 - 774.8 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=4.82 cfs @ 12.62 hrs HW=924.31' TW=0.00' (Dynamic Tailwater) 1=Culvert (Passes 4.82 cfs of 5.60 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.54 cfs @ 6.18 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 4.28 cfs @ 2.10 fps) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 164HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=924.31' Storage=67,692 cf 16.24 cfs 4.82 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 165HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3.1PD: Filtration Basin 3.1 Inflow Area =2.670 ac, 39.33% Impervious, Inflow Depth = 2.69" for water quality event Inflow =3.73 cfs @ 12.17 hrs, Volume=0.599 af Outflow =2.41 cfs @ 12.94 hrs, Volume=0.599 af, Atten= 35%, Lag= 46.4 min Primary =2.41 cfs @ 12.94 hrs, Volume=0.599 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 919.77' @ 12.94 hrs Surf.Area= 4,342 sf Storage= 7,611 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 409.2 min ( 1,278.8 - 869.6 ) Volume Invert Avail.Storage Storage Description #1 917.50'14,088 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.50 2,400 0 0 919.00 3,650 4,538 4,538 920.00 4,550 4,100 8,638 921.00 6,350 5,450 14,088 Device Routing Invert Outlet Devices #1 Primary 914.90'15.0" Round Outlet Pipe L= 300.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 914.90' / 909.92' S= 0.0166 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 3 917.50'0.450 in/hr Exfiltration over Surface area #3 Device 1 916.00'6.0" Round Draintile L= 120.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 916.00' / 915.40' S= 0.0050 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 919.00'15.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 921.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=2.41 cfs @ 12.94 hrs HW=919.77' TW=910.74' (Dynamic Tailwater) 1=Outlet Pipe (Passes 2.41 cfs of 9.91 cfs potential flow) 3=Draintile (Passes 0.05 cfs of 1.08 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.05 cfs) 4=Orifice/Grate (Orifice Controls 2.37 cfs @ 2.99 fps) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 166HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3.1PD: Filtration Basin 3.1 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)4 3 2 1 0 Inflow Area=2.670 ac Peak Elev=919.77' Storage=7,611 cf 3.73 cfs 2.41 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 167HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3EXP: Existing 24 inch Culvert-South Inflow Area =5.350 ac, 10.75% Impervious, Inflow Depth = 2.21" for water quality event Inflow =13.52 cfs @ 12.28 hrs, Volume=0.984 af Outflow =12.94 cfs @ 12.33 hrs, Volume=0.984 af, Atten= 4%, Lag= 2.8 min Primary =12.94 cfs @ 12.33 hrs, Volume=0.984 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4E : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 911.73' @ 12.33 hrs Surf.Area= 1,903 sf Storage= 1,664 cf Plug-Flow detention time= 1.8 min calculated for 0.984 af (100% of inflow) Center-of-Mass det. time= 1.5 min ( 811.2 - 809.6 ) Volume Invert Avail.Storage Storage Description #1 909.92'19,272 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 909.92 10 0 0 910.00 25 1 1 912.00 2,202 2,227 2,228 914.00 14,842 17,044 19,272 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 912.60'20.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=12.93 cfs @ 12.33 hrs HW=911.72' (Free Discharge) 1=Culvert (Barrel Controls 12.93 cfs @ 5.71 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 168HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3EXP: Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=5.350 ac Peak Elev=911.73' Storage=1,664 cf 13.52 cfs 12.94 cfs12.94 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 169HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Area =5.470 ac, 37.75% Impervious, Inflow Depth = 3.00" for water quality event Inflow =6.13 cfs @ 12.24 hrs, Volume=1.366 af Outflow =4.15 cfs @ 12.44 hrs, Volume=1.366 af, Atten= 32%, Lag= 12.1 min Primary =4.15 cfs @ 12.44 hrs, Volume=1.366 af Secondary =0.00 cfs @ 0.00 hrs, Volume=0.000 af Routed to Reach 4PR : To Southwest to Existing Storm Sewer Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 909.92' Surf.Area= 4,850 sf Storage= 6,593 cf Peak Elev= 910.82' @ 12.44 hrs Surf.Area= 6,734 sf Storage= 11,812 cf (5,219 cf above start) Plug-Flow detention time= 464.1 min calculated for 1.214 af (89% of inflow) Center-of-Mass det. time= 69.2 min ( 1,401.5 - 1,332.3 ) Volume Invert Avail.Storage Storage Description #1 907.00'59,606 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 907.00 225 0 0 908.00 1,250 738 738 909.92 4,850 5,856 6,593 912.00 9,200 14,612 21,206 914.00 14,200 23,400 44,606 915.00 15,800 15,000 59,606 Device Routing Invert Outlet Devices #1 Primary 909.92'24.0" Round Existing 24 inch Culvert L= 170.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 909.92' / 908.74' S= 0.0069 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 3.14 sf #2 Secondary 914.80'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=4.14 cfs @ 12.44 hrs HW=910.82' (Free Discharge) 1=Existing 24 inch Culvert (Barrel Controls 4.14 cfs @ 4.44 fps) Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=909.92' TW=0.00' (Dynamic Tailwater) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 170HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 3PD: Pond 3 - Existing 24 inch Culvert-South Inflow Outflow Primary Secondary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)6 5 4 3 2 1 0 Inflow Area=5.470 ac Peak Elev=910.82' Storage=11,812 cf 6.13 cfs 4.15 cfs4.15 cfs 0.00 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 171HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Area =0.970 ac, 32.99% Impervious, Inflow Depth = 2.73" for water quality event Inflow =3.54 cfs @ 12.20 hrs, Volume=0.220 af Outflow =0.08 cfs @ 15.22 hrs, Volume=0.346 af, Atten= 98%, Lag= 180.7 min Primary =0.08 cfs @ 15.22 hrs, Volume=0.346 af Routed to Pond 3PD : Pond 3 - Existing 24 inch Culvert-South Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 920.00' Surf.Area= 5,700 sf Storage= 7,714 cf Peak Elev= 920.78' @ 15.22 hrs Surf.Area= 8,107 sf Storage= 13,075 cf (5,361 cf above start) Plug-Flow detention time= 2,452.8 min calculated for 0.169 af (76% of inflow) Center-of-Mass det. time= 1,303.6 min ( 2,090.8 - 787.2 ) Volume Invert Avail.Storage Storage Description #1 917.00'60,739 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 917.00 450 0 0 918.00 1,850 1,150 1,150 919.99 4,695 6,512 7,662 920.00 5,700 52 7,714 921.00 8,800 7,250 14,964 922.00 14,050 11,425 26,389 924.00 20,300 34,350 60,739 Device Routing Invert Outlet Devices #1 Primary 917.00'12.0" Round Culvert L= 13.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 917.00' / 916.80' S= 0.0154 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 0.79 sf #2 Device 3 917.00'0.450 in/hr Exfiltration over Surface area #3 Device 1 918.50'6.0" Round Draintile L= 250.0' CPP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 918.50' / 917.50' S= 0.0040 '/' Cc= 0.900 n= 0.011 PVC, smooth interior, Flow Area= 0.20 sf #4 Device 1 921.00'6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #5 Device 1 922.00'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.08 cfs @ 15.22 hrs HW=920.78' TW=910.33' (Dynamic Tailwater) 1=Culvert (Passes 0.08 cfs of 6.85 cfs potential flow) 3=Draintile (Passes 0.08 cfs of 0.66 cfs potential flow) 2=Exfiltration (Exfiltration Controls 0.08 cfs) 4=Orifice/Grate ( Controls 0.00 cfs) 5=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 172HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 4PD: Wet Pond / Filtration Basin 4 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 Inflow Area=0.970 ac Peak Elev=920.78' Storage=13,075 cf 3.54 cfs 0.08 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 173HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXP: Existing Pond 6 Inflow Area =8.840 ac, 29.45% Impervious, Inflow Depth = 2.46" for water quality event Inflow =28.27 cfs @ 12.20 hrs, Volume=1.811 af Outflow =10.02 cfs @ 12.51 hrs, Volume=1.811 af, Atten= 65%, Lag= 18.2 min Primary =10.02 cfs @ 12.51 hrs, Volume=1.811 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 928.79' @ 12.51 hrs Surf.Area= 17,491 sf Storage= 25,282 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 28.8 min ( 830.5 - 801.7 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=10.02 cfs @ 12.51 hrs HW=928.79' (Free Discharge) 1=Culvert (Passes 10.02 cfs of 22.38 cfs potential flow) 2=Orifice/Grate (Orifice Controls 10.02 cfs @ 5.67 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 174HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXP: Existing Pond 6 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=8.840 ac Peak Elev=928.79' Storage=25,282 cf 28.27 cfs 10.02 cfs 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 175HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 7EXPD: Existing Pond 7 Inflow Area =6.950 ac, 37.45% Impervious, Inflow Depth = 2.60" for water quality event Inflow =25.57 cfs @ 12.20 hrs, Volume=1.506 af Outflow =9.09 cfs @ 12.45 hrs, Volume=1.506 af, Atten= 64%, Lag= 14.8 min Primary =9.09 cfs @ 12.45 hrs, Volume=1.506 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 926.65' Storage= 0 cf Peak Elev= 928.54' @ 12.45 hrs Surf.Area= 16,383 sf Storage= 21,127 cf Plug-Flow detention time= (not calculated: outflow precedes inflow) Center-of-Mass det. time= 26.8 min ( 823.9 - 797.1 ) Volume Invert Avail.Storage Storage Description #1 927.00'78,223 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 927.00 11,890 0 0 928.00 13,936 12,913 12,913 930.00 22,970 36,906 49,819 931.00 33,838 28,404 78,223 Device Routing Invert Outlet Devices #1 Primary 921.12'18.0" Round Culvert L= 48.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 921.12' / 920.42' S= 0.0146 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.77 sf #2 Device 1 926.65'18.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 929.23'48.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads Primary OutFlow Max=9.09 cfs @ 12.45 hrs HW=928.54' (Free Discharge) 1=Culvert (Passes 9.09 cfs of 21.98 cfs potential flow) 2=Orifice/Grate (Orifice Controls 9.09 cfs @ 5.14 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 25-08-06 MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-08-06 Printed 8/7/2025Prepared by Westwood Professional Services Page 176HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 7EXPD: Existing Pond 7 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=6.950 ac Peak Elev=928.54' Storage=21,127 cf 25.57 cfs 9.09 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=0.93"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=5.13 cfs 0.417 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=1.70"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=9.14 cfs 0.680 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=1.01"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=3.56 cfs 0.288 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=0.84"Subcatchment 20EX: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=11.14 cfs 0.808 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=0.84"Subcatchment 20S: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=11.14 cfs 0.808 af Peak Elev=923.84' Storage=59,445 cf Inflow=9.14 cfs 0.680 afPond 2PD: Reuse Pond 2 Outflow=0.45 cfs 0.678 af Peak Elev=960.45' Storage=26,379 cf Inflow=16.10 cfs 1.225 afPond 20EXP: Existing Wetland Outflow=3.43 cfs 0.793 af Peak Elev=860.43' Storage=25,947 cf Inflow=14.92 cfs 1.774 afPond 20EXPD: Existing Wetland Outflow=3.14 cfs 1.342 af Total Runoff Area = 36.780 ac Runoff Volume = 3.001 af Average Runoff Depth = 0.98" 90.07% Pervious = 33.127 ac 9.93% Impervious = 3.653 ac 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =5.13 cfs @ 12.35 hrs, Volume=0.417 af, Depth= 0.93" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-yr Rainfall=2.50" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 1-yr Rainfall=2.50" Runoff Area=5.390 ac Runoff Volume=0.417 af Runoff Depth=0.93" Flow Length=520' Tc=22.1 min CN=WQ 5.13 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =9.14 cfs @ 12.26 hrs, Volume=0.680 af, Depth= 1.70" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-yr Rainfall=2.50" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-yr Rainfall=2.50" Runoff Area=4.810 ac Runoff Volume=0.680 af Runoff Depth=1.70" Flow Length=475' Tc=16.9 min CN=WQ 9.14 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 5HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =3.56 cfs @ 12.34 hrs, Volume=0.288 af, Depth= 1.01" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-yr Rainfall=2.50" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)3 2 1 0 MSE 24-hr 3 1-yr Rainfall=2.50" Runoff Area=3.420 ac Runoff Volume=0.288 af Runoff Depth=1.01" Flow Length=520' Tc=22.1 min CN=WQ 3.56 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 6HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff =11.14 cfs @ 12.28 hrs, Volume=0.808 af, Depth= 0.84" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-yr Rainfall=2.50" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-yr Rainfall=2.50" Runoff Area=11.580 ac Runoff Volume=0.808 af Runoff Depth=0.84" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 11.14 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 7HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff =11.14 cfs @ 12.28 hrs, Volume=0.808 af, Depth= 0.84" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 1-yr Rainfall=2.50" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 1-yr Rainfall=2.50" Runoff Area=11.580 ac Runoff Volume=0.808 af Runoff Depth=0.84" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 11.14 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 8HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 1.70" for 1-yr event Inflow =9.14 cfs @ 12.26 hrs, Volume=0.680 af Outflow =0.45 cfs @ 13.82 hrs, Volume=0.678 af, Atten= 95%, Lag= 93.9 min Primary =0.45 cfs @ 13.82 hrs, Volume=0.678 af Routed to Pond 20EXPD : Existing Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 923.84' @ 13.82 hrs Surf.Area= 16,792 sf Storage= 59,445 cf (20,513 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 676.1 min ( 1,457.1 - 781.1 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=0.45 cfs @ 13.82 hrs HW=923.84' TW=860.39' (Dynamic Tailwater) 1=Culvert (Passes 0.45 cfs of 4.10 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.45 cfs @ 5.21 fps) 3=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs) 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 9HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=923.84' Storage=59,445 cf 9.14 cfs 0.45 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 10HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXP: Existing Wetland Inflow Area =16.970 ac, 2.31% Impervious, Inflow Depth = 0.87" for 1-yr event Inflow =16.10 cfs @ 12.30 hrs, Volume=1.225 af Outflow =3.43 cfs @ 12.93 hrs, Volume=0.793 af, Atten= 79%, Lag= 37.6 min Primary =3.43 cfs @ 12.93 hrs, Volume=0.793 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 960.45' @ 12.93 hrs Surf.Area= 31,717 sf Storage= 26,379 cf Plug-Flow detention time= 203.1 min calculated for 0.793 af (65% of inflow) Center-of-Mass det. time= 114.3 min ( 951.4 - 837.1 ) Volume Invert Avail.Storage Storage Description #1 959.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 959.50 23,200 0 0 960.00 28,604 12,951 12,951 962.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 960.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.43 cfs @ 12.93 hrs HW=960.45' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.43 cfs @ 1.40 fps) 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 11HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXP: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.970 ac Peak Elev=960.45' Storage=26,379 cf 16.10 cfs 3.43 cfs 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 12HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXPD: Existing Wetland Inflow Area =19.810 ac, 16.46% Impervious, Inflow Depth = 1.07" for 1-yr event Inflow =14.92 cfs @ 12.30 hrs, Volume=1.774 af Outflow =3.14 cfs @ 13.01 hrs, Volume=1.342 af, Atten= 79%, Lag= 43.0 min Primary =3.14 cfs @ 13.01 hrs, Volume=1.342 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 860.43' @ 13.01 hrs Surf.Area= 31,621 sf Storage= 25,947 cf Plug-Flow detention time= 407.5 min calculated for 1.342 af (76% of inflow) Center-of-Mass det. time= 176.2 min ( 1,249.3 - 1,073.1 ) Volume Invert Avail.Storage Storage Description #1 859.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 859.50 23,200 0 0 860.00 28,604 12,951 12,951 862.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 860.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=3.14 cfs @ 13.01 hrs HW=860.43' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 3.14 cfs @ 1.36 fps) 25-07-11 WCA Wetland MSE 24-hr 3 1-yr Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 13HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXPD: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=19.810 ac Peak Elev=860.43' Storage=25,947 cf 14.92 cfs 3.14 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 14HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=1.20"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=6.70 cfs 0.537 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=2.02"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=10.88 cfs 0.810 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=1.29"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=4.58 cfs 0.367 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 20EX: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=14.82 cfs 1.056 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=1.09"Subcatchment 20S: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=14.82 cfs 1.056 af Peak Elev=924.00' Storage=62,230 cf Inflow=10.88 cfs 0.810 afPond 2PD: Reuse Pond 2 Outflow=1.01 cfs 0.808 af Peak Elev=960.58' Storage=30,780 cf Inflow=21.28 cfs 1.593 afPond 20EXP: Existing Wetland Outflow=6.87 cfs 1.161 af Peak Elev=860.56' Storage=29,909 cf Inflow=19.59 cfs 2.231 afPond 20EXPD: Existing Wetland Outflow=6.12 cfs 1.799 af Total Runoff Area = 36.780 ac Runoff Volume = 3.826 af Average Runoff Depth = 1.25" 90.07% Pervious = 33.127 ac 9.93% Impervious = 3.653 ac 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 15HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =6.70 cfs @ 12.33 hrs, Volume=0.537 af, Depth= 1.20" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=5.390 ac Runoff Volume=0.537 af Runoff Depth=1.20" Flow Length=520' Tc=22.1 min CN=WQ 6.70 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 16HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =10.88 cfs @ 12.25 hrs, Volume=0.810 af, Depth= 2.02" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=4.810 ac Runoff Volume=0.810 af Runoff Depth=2.02" Flow Length=475' Tc=16.9 min CN=WQ 10.88 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 17HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =4.58 cfs @ 12.33 hrs, Volume=0.367 af, Depth= 1.29" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=3.420 ac Runoff Volume=0.367 af Runoff Depth=1.29" Flow Length=520' Tc=22.1 min CN=WQ 4.58 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 18HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff =14.82 cfs @ 12.28 hrs, Volume=1.056 af, Depth= 1.09" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=11.580 ac Runoff Volume=1.056 af Runoff Depth=1.09" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 14.82 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 19HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff =14.82 cfs @ 12.28 hrs, Volume=1.056 af, Depth= 1.09" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 2-yr Rainfall=2.87" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 2-yr Rainfall=2.87" Runoff Area=11.580 ac Runoff Volume=1.056 af Runoff Depth=1.09" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 14.82 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 20HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 2.02" for 2-yr event Inflow =10.88 cfs @ 12.25 hrs, Volume=0.810 af Outflow =1.01 cfs @ 13.35 hrs, Volume=0.808 af, Atten= 91%, Lag= 65.9 min Primary =1.01 cfs @ 13.35 hrs, Volume=0.808 af Routed to Pond 20EXPD : Existing Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 924.00' @ 13.35 hrs Surf.Area= 17,149 sf Storage= 62,230 cf (23,298 cf above start) Plug-Flow detention time= (not calculated: initial storage exceeds outflow) Center-of-Mass det. time= 640.6 min ( 1,419.7 - 779.2 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=1.01 cfs @ 13.35 hrs HW=924.00' TW=860.49' (Dynamic Tailwater) 1=Culvert (Passes 1.01 cfs of 4.70 cfs potential flow) 2=Orifice/Grate (Orifice Controls 0.49 cfs @ 5.56 fps) 3=Sharp-Crested Rectangular Weir (Weir Controls 0.53 cfs @ 1.04 fps) 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 21HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=924.00' Storage=62,230 cf 10.88 cfs 1.01 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 22HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXP: Existing Wetland Inflow Area =16.970 ac, 2.31% Impervious, Inflow Depth = 1.13" for 2-yr event Inflow =21.28 cfs @ 12.30 hrs, Volume=1.593 af Outflow =6.87 cfs @ 12.72 hrs, Volume=1.161 af, Atten= 68%, Lag= 25.2 min Primary =6.87 cfs @ 12.72 hrs, Volume=1.161 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 960.58' @ 12.72 hrs Surf.Area= 32,672 sf Storage= 30,780 cf Plug-Flow detention time= 166.3 min calculated for 1.161 af (73% of inflow) Center-of-Mass det. time= 87.5 min ( 918.8 - 831.3 ) Volume Invert Avail.Storage Storage Description #1 959.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 959.50 23,200 0 0 960.00 28,604 12,951 12,951 962.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 960.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.87 cfs @ 12.72 hrs HW=960.58' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 6.87 cfs @ 1.80 fps) 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 23HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXP: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)23 22 21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=16.970 ac Peak Elev=960.58' Storage=30,780 cf 21.28 cfs 6.87 cfs 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 24HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXPD: Existing Wetland Inflow Area =19.810 ac, 16.46% Impervious, Inflow Depth = 1.35" for 2-yr event Inflow =19.59 cfs @ 12.29 hrs, Volume=2.231 af Outflow =6.12 cfs @ 12.74 hrs, Volume=1.799 af, Atten= 69%, Lag= 27.0 min Primary =6.12 cfs @ 12.74 hrs, Volume=1.799 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 860.56' @ 12.74 hrs Surf.Area= 32,485 sf Storage= 29,909 cf Plug-Flow detention time= 331.8 min calculated for 1.799 af (81% of inflow) Center-of-Mass det. time= 134.3 min ( 1,177.9 - 1,043.6 ) Volume Invert Avail.Storage Storage Description #1 859.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 859.50 23,200 0 0 860.00 28,604 12,951 12,951 862.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 860.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=6.12 cfs @ 12.74 hrs HW=860.56' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 6.12 cfs @ 1.72 fps) 25-07-11 WCA Wetland MSE 24-hr 3 2-yr Rainfall=2.87"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 25HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXPD: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)21 20 19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=19.810 ac Peak Elev=860.56' Storage=29,909 cf 19.59 cfs 6.12 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 26HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=5.390 ac 7.26% Impervious Runoff Depth=2.32"Subcatchment 2EX: Onsite Drainage to Flow Length=520' Tc=22.1 min CN=WQ Runoff=13.19 cfs 1.041 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=3.30"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=17.72 cfs 1.323 af Runoff Area=3.420 ac 13.20% Impervious Runoff Depth=2.44"Subcatchment 2S: Onsite Drainage Direct to Flow Length=520' Tc=22.1 min CN=WQ Runoff=8.76 cfs 0.695 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=2.18"Subcatchment 20EX: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=30.25 cfs 2.108 af Runoff Area=11.580 ac 0.00% Impervious Runoff Depth=2.18"Subcatchment 20S: Offsite Drainage Direct to Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 Runoff=30.25 cfs 2.108 af Peak Elev=924.40' Storage=69,164 cf Inflow=17.72 cfs 1.323 afPond 2PD: Reuse Pond 2 Outflow=5.92 cfs 1.320 af Peak Elev=961.05' Storage=46,720 cf Inflow=42.87 cfs 3.150 afPond 20EXP: Existing Wetland Outflow=25.75 cfs 2.718 af Peak Elev=861.05' Storage=46,695 cf Inflow=39.86 cfs 4.123 afPond 20EXPD: Existing Wetland Outflow=25.71 cfs 3.691 af Total Runoff Area = 36.780 ac Runoff Volume = 7.275 af Average Runoff Depth = 2.37" 90.07% Pervious = 33.127 ac 9.93% Impervious = 3.653 ac 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 27HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2EX: Onsite Drainage to Northeast Runoff =13.19 cfs @ 12.33 hrs, Volume=1.041 af, Depth= 2.32" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 4.360 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D 5.390 Weighted Average 4.999 79 92.74% Pervious Area 0.391 98 7.26% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2EX: Onsite Drainage to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=5.390 ac Runoff Volume=1.041 af Runoff Depth=2.32" Flow Length=520' Tc=22.1 min CN=WQ 13.19 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 28HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =17.72 cfs @ 12.25 hrs, Volume=1.323 af, Depth= 3.30" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=4.810 ac Runoff Volume=1.323 af Runoff Depth=3.30" Flow Length=475' Tc=16.9 min CN=WQ 17.72 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 29HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff =8.76 cfs @ 12.32 hrs, Volume=0.695 af, Depth= 2.44" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 1.970 79 Woods/grass comb., Good, HSG D 1.030 87 1/4 acre lots, 38% imp, HSG D *0.060 98 Paved parking, HSG D Proposed 0.360 80 >75% Grass cover, Good, HSG D 3.420 Weighted Average 2.969 79 86.80% Pervious Area 0.451 98 13.20% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 20.0 300 0.0260 0.25 Sheet Flow, Range n= 0.130 P2= 2.86" 2.1 220 0.1200 1.73 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 22.1 520 Total Subcatchment 2S: Onsite Drainage Direct to Northeast Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=3.420 ac Runoff Volume=0.695 af Runoff Depth=2.44" Flow Length=520' Tc=22.1 min CN=WQ 8.76 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 30HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff =30.25 cfs @ 12.26 hrs, Volume=2.108 af, Depth= 2.18" Routed to Pond 20EXP : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20EX: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=11.580 ac Runoff Volume=2.108 af Runoff Depth=2.18" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 30.25 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 31HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff =30.25 cfs @ 12.26 hrs, Volume=2.108 af, Depth= 2.18" Routed to Pond 20EXPD : Existing Wetland Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 10-yr Rainfall=4.27" Area (ac) CN Description 11.580 79 Woods/grass comb., Good, HSG D 11.580 79 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 12.5 300 0.0850 0.40 Sheet Flow, Range n= 0.130 P2= 2.86" 5.1 450 0.0850 1.46 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 17.6 750 Total Subcatchment 20S: Offsite Drainage Direct to Existing Wetland Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 MSE 24-hr 3 10-yr Rainfall=4.27" Runoff Area=11.580 ac Runoff Volume=2.108 af Runoff Depth=2.18" Flow Length=750' Slope=0.0850 '/' Tc=17.6 min CN=79 30.25 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 32HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 2PD: Reuse Pond 2 Inflow Area =4.810 ac, 58.42% Impervious, Inflow Depth = 3.30" for 10-yr event Inflow =17.72 cfs @ 12.25 hrs, Volume=1.323 af Outflow =5.92 cfs @ 12.58 hrs, Volume=1.320 af, Atten= 67%, Lag= 19.9 min Primary =5.92 cfs @ 12.58 hrs, Volume=1.320 af Routed to Pond 20EXPD : Existing Wetland Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Starting Elev= 922.50' Surf.Area= 13,883 sf Storage= 38,932 cf Peak Elev= 924.40' @ 12.58 hrs Surf.Area= 18,047 sf Storage= 69,164 cf (30,233 cf above start) Plug-Flow detention time= 1,310.6 min calculated for 0.426 af (32% of inflow) Center-of-Mass det. time= 451.7 min ( 1,225.5 - 773.8 ) Volume Invert Avail.Storage Storage Description #1 913.00'101,055 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 913.00 702 0 0 914.00 1,078 890 890 916.00 2,128 3,206 4,096 917.00 2,807 2,468 6,564 918.00 3,587 3,197 9,761 919.50 4,941 6,396 16,157 920.00 5,436 2,594 18,751 921.50 7,330 9,575 28,325 922.50 13,883 10,607 38,932 924.00 17,145 23,271 62,203 926.00 21,707 38,852 101,055 Device Routing Invert Outlet Devices #1 Primary 922.50'15.0" Round Culvert L= 29.0' RCP, end-section conforming to fill, Ke= 0.500 Inlet / Outlet Invert= 922.50' / 922.36' S= 0.0048 '/' Cc= 0.900 n= 0.013 Concrete pipe, straight & clean, Flow Area= 1.23 sf #2 Device 1 922.50'4.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads #3 Device 1 923.90'5.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s) Primary OutFlow Max=5.92 cfs @ 12.58 hrs HW=924.40' TW=861.04' (Dynamic Tailwater) 1=Culvert (Barrel Controls 5.92 cfs @ 4.82 fps) 2=Orifice/Grate (Passes < 0.55 cfs potential flow) 3=Sharp-Crested Rectangular Weir (Passes < 5.59 cfs potential flow) 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 33HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 2PD: Reuse Pond 2 Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)19 18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 Inflow Area=4.810 ac Peak Elev=924.40' Storage=69,164 cf 17.72 cfs 5.92 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 34HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXP: Existing Wetland Inflow Area =16.970 ac, 2.31% Impervious, Inflow Depth = 2.23" for 10-yr event Inflow =42.87 cfs @ 12.28 hrs, Volume=3.150 af Outflow =25.75 cfs @ 12.49 hrs, Volume=2.718 af, Atten= 40%, Lag= 12.5 min Primary =25.75 cfs @ 12.49 hrs, Volume=2.718 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 961.05' @ 12.49 hrs Surf.Area= 35,921 sf Storage= 46,720 cf Plug-Flow detention time= 104.8 min calculated for 2.718 af (86% of inflow) Center-of-Mass det. time= 51.5 min ( 868.8 - 817.2 ) Volume Invert Avail.Storage Storage Description #1 959.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 959.50 23,200 0 0 960.00 28,604 12,951 12,951 962.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 960.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=25.74 cfs @ 12.49 hrs HW=961.05' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 25.74 cfs @ 3.04 fps) 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 35HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXP: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)48 46 44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=16.970 ac Peak Elev=961.05' Storage=46,720 cf 42.87 cfs 25.75 cfs 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 36HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Pond 20EXPD: Existing Wetland Inflow Area =19.810 ac, 16.46% Impervious, Inflow Depth = 2.50" for 10-yr event Inflow =39.86 cfs @ 12.30 hrs, Volume=4.123 af Outflow =25.71 cfs @ 12.53 hrs, Volume=3.691 af, Atten= 35%, Lag= 13.8 min Primary =25.71 cfs @ 12.53 hrs, Volume=3.691 af Routing by Dyn-Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs Peak Elev= 861.05' @ 12.53 hrs Surf.Area= 35,917 sf Storage= 46,695 cf Plug-Flow detention time= 187.4 min calculated for 3.691 af (90% of inflow) Center-of-Mass det. time= 68.7 min ( 1,016.0 - 947.3 ) Volume Invert Avail.Storage Storage Description #1 859.50'84,141 cf Custom Stage Data (Prismatic) Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet)(sq-ft)(cubic-feet)(cubic-feet) 859.50 23,200 0 0 860.00 28,604 12,951 12,951 862.00 42,586 71,190 84,141 Device Routing Invert Outlet Devices #1 Primary 860.20'10.0' long x 0.5' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 Coef. (English) 2.80 2.92 3.08 3.30 3.32 Primary OutFlow Max=25.71 cfs @ 12.53 hrs HW=861.05' (Free Discharge) 1=Broad-Crested Rectangular Weir (Weir Controls 25.71 cfs @ 3.04 fps) 25-07-11 WCA Wetland MSE 24-hr 3 10-yr Rainfall=4.27"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 37HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Pond 20EXPD: Existing Wetland Inflow Primary Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)44 42 40 38 36 34 32 30 28 26 24 22 20 18 16 14 12 10 8 6 4 2 0 Inflow Area=19.810 ac Peak Elev=861.05' Storage=46,695 cf 39.86 cfs 25.71 cfs Pioneer Ridge May 19, 2025 13 EXHIBIT 5 Project Information Calculator Version:Version 4: July 2020 Project Name:Pioneers Ridge User Name / Company Name:Westwood Date:06/27/25 Project Description:Existing for Pioneers Ridge to South Construction Permit?:No Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 4.48 4.48 Impervious Area (acres)0 Total Area (acres)4.48 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:ft3 Volume removed by BMPs towards performance goal:ft³ Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.5116 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:1.1272 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:0.922 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:% Post development annual TSS load:372.3 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Pioneers Ridge User Name / Company Name:Westwood Date:05/19/2025 Project Description:Proposed for Pioneers Ridge To South Construction Permit?:No Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.91 2.91 Impervious Area (acres)1.57 Total Area (acres)4.48 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2.91 2.91 Impervious Area (acres)1.57 Total Area (acres)4.48 Summary Information Performance Goal Requirement Performance goal volume retention requirement:3134 ft3 Volume removed by BMPs towards performance goal:1761 ft³ Percent volume removed towards performance goal 56 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 4.9761 acre-ft Annual runoff volume removed by BMPs:0.8942 acre-ft Percent annual runoff volume removed:18 % Post development annual particulate P load:2.2333 lbs Annual particulate P removed by BMPs:1.958 lbs Post development annual dissolved P load:1.827 lbs Annual dissolved P removed by BMPs:0.462 lbs Total P removed by BMPs 2.42 lbs Percent annual total phosphorus removed:60 % Post development annual TSS load:737.7 lbs Annual TSS removed by BMPs:689.3 lbs Percent annual TSS removed:93 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Filtration Basin 3.1 930 2096 930 1166 44 Filtration Basin 4 2224 18 18 0 100 Backyards 631 679 631 48 93 Backyards 4 182 200 182 18 91 Pond 1 0 1497 0 1497 0 Pond 3 0 1374 0 1374 0 Wet Pond 4 0 0 0 0 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Filtration Basin 3.1 0.897 2.2481 0.4908 2.6543 16 Filtration Basin 4 0 0.4001 0.162 0.2381 40 Backyards 1.2065 0 0.1873 1.0192 16 Backyards 4 0.342 0 0.054 0.288 16 Pond 1 2.2481 0 0 2.2481 0 Pond 3 0.1704 3.9115 0 4.0819 0 Wet Pond 4 0.1121 0 0 0.1121 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Filtration Basin 3.1 0.4026 0.4036 0.6701 0.1361 83 Filtration Basin 4 0 0.1494 0.1316 0.0178 88 Backyards 0.5415 0 0.084 0.4575 16 Backyards 4 0.1535 0 0.0242 0.1293 16 Pond 1 1.009 0 0.6054 0.4036 60 Pond 3 0.0765 0.6114 0.4127 0.2752 60 Wet Pond 4 0.0503 0 0.0302 0.0201 60 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Filtration Basin 3.1 0.3294 0.8255 0.303 0.8519 26 Filtration Basin 4 0 0.147 0.0706 0.0764 48 Backyards 0.443 0 0.0688 0.3742 16 Backyards 4 0.1256 0 0.0198 0.1058 16 Pond 1 0.8255 0 0 0.8255 0 Pond 3 0.0626 1.3025 0 1.3651 0 Wet Pond 4 0.0412 0 0 0.0412 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Filtration Basin 3.1 0.732 1.2291 0.9731 0.988 54 Filtration Basin 4 0 0.2964 0.2022 0.0942 68 Backyards 0.9845 0 0.1528 0.8317 16 Backyards 4 0.2791 0 0.044 0.2351 16 Pond 1 1.8345 0 0.6054 1.2291 30 Pond 3 0.1391 1.9139 0.4127 1.6403 30 Wet Pond 4 0.0915 0 0.0302 0.0613 30 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Filtration Basin 3.1 132.97 133.3 221.33 44.94 83 Filtration Basin 4 0 20.31 17.89 2.42 88 Backyards 178.85 0 130.5 48.35 73 Backyards 4 50.7 0 37.04 13.66 73 Pond 1 333.26 0 199.96 133.3 60 Pond 3 25.26 95.71 72.58 48.39 60 Wet Pond 4 16.62 0 9.97 6.65 60 BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Pioneers Ridge User Name / Company Name:Westwood Date:07/08/2025 Project Description:Existing for Pioneers Ridge to Northeast Construction Permit?:No Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 4.81 4.81 Impervious Area (acres)0 Total Area (acres)4.81 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 0 Impervious Area (acres) Total Area (acres)0 Summary Information Performance Goal Requirement Performance goal volume retention requirement:ft3 Volume removed by BMPs towards performance goal:ft³ Percent volume removed towards performance goal % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 2.6966 acre-ft Annual runoff volume removed by BMPs:acre-ft Percent annual runoff volume removed:% Post development annual particulate P load:1.2102 lbs Annual particulate P removed by BMPs:lbs Post development annual dissolved P load:0.99 lbs Annual dissolved P removed by BMPs:0 lbs Total P removed by BMPs 0 lbs Percent annual total phosphorus removed:% Post development annual TSS load:399.7 lbs Annual TSS removed by BMPs:lbs Percent annual TSS removed:% BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) BMP Schematic Project Information Calculator Version:Version 4: July 2020 Project Name:Pioneers Ridge User Name / Company Name:Westwood Date:07/07/2025 Project Description:Proposed for Pioneers Ridge-Reuse Pond 2-Northeast Construction Permit?:No Site Information Retention Requirement (inches):0.55 Site's Zip Code:55317 Annual Rainfall (inches):29.9 Phosphorus EMC (mg/l):0.3 TSS EMC (mg/l):54.5 Total Site Area Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2 2 Impervious Area (acres)2.81 Total Area (acres)4.81 Site Areas Routed to BMPs Land Cover A Soils (acres) B Soils (acres) C Soils (acres) D Soils (acres) Total (acres) Forest/Open Space -Undisturbed, protected forest/open space or reforested land 0 Managed Turf -disturbed, graded for yards or other turf to be mowed/managed 2 2 Impervious Area (acres)2.81 Total Area (acres)4.81 Summary Information Performance Goal Requirement Performance goal volume retention requirement:5610 ft3 Volume removed by BMPs towards performance goal:5610 ft³ Percent volume removed towards performance goal 100 % Annual Volume and Pollutant Load Reductions Post development annual runoff volume 7.1076 acre-ft Annual runoff volume removed by BMPs:4.9574 acre-ft Percent annual runoff volume removed:70 % Post development annual particulate P load:3.1899 lbs Annual particulate P removed by BMPs:2.804 lbs Post development annual dissolved P load:2.61 lbs Annual dissolved P removed by BMPs:1.82 lbs Total P removed by BMPs 4.624 lbs Percent annual total phosphorus removed:80 % Post development annual TSS load:1053.6 lbs Annual TSS removed by BMPs:941.4 lbs Percent annual TSS removed:89 % BMP Summary Performance Goal Summary BMP Name BMP Volume Capacity (ft3) Volume Recieved (ft3) Volume Retained (ft3) Volume Outflow (ft3) Percent Retained (%) Backyards 756 819 756 63 92 Re-Use Pond 2 5978 4854 4854 0 100 NURP Ponf 2 0 4854 0 4854 0 Annual Volume Summary BMP Name Volume From Direct Watershed (acre-ft) Volume From Upstream BMPs (acre-ft) Volume Retained (acre-ft) Volume outflow (acre-ft) Percent Retained (%) Backyards 1.4341 0 0.2243 1.2098 16 Re-Use Pond 2 0 6.8833 4.7331 2.1502 69 NURP Ponf 2 5.6735 1.2098 0 6.8833 0 Particulate Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Backyards 0.6436 0 0.1007 0.5429 16 Re-Use Pond 2 0 1.2357 0.8497 0.386 69 NURP Ponf 2 2.5463 0.5429 1.8535 1.2357 60 Dissolved Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Backyards 0.5266 0 0.0824 0.4442 16 Re-Use Pond 2 0 2.5275 1.738 0.7895 69 NURP Ponf 2 2.0833 0.4442 0 2.5275 0 Total Phosphorus Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Backyards 1.1702 0 0.1831 0.9871 16 Re-Use Pond 2 0 3.7632 2.5877 1.1755 69 NURP Ponf 2 4.6296 0.9871 1.8535 3.7632 30 TSS Summary BMP Name Load From Direct Watershed (lbs) Load From Upstream BMPs (lbs) Load Retained (lbs) Outflow Load (lbs) Percent Retained (%) Backyards 212.59 0 155.2 57.39 73 Re-Use Pond 2 0 359.37 247.11 112.26 69 NURP Ponf 2 841.04 57.39 539.06 359.37 60 BMP Schematic Gully Stabilization Estimator Version 2.1 SOIL =SD SOIL density 1 110 1 0.85 sand (1), silt (2)3 >>>>lbs/ft3 70 2 70 CF 1.15 2 1.15 clay(3), peat(4)tons/ft3 0.035 3 70 P Correction Factor 3 1.15 4 0 4X VOLV volume voided (ft3)2,200 >>>>SLB = SD*VOLV/YR SEDR = Soil Loss Before (Tons/yr)SLB*SDR*FS =7.70 Sed. Reduction 7.70 YR SLR Soil Loss Reduction (Tons/yr) number of years 10 Tons/yr PR = SEDR *(1.0 Lb/Ton)*CF 8.86 P reduction (Lbs/yr) Gully conditions channelized (1)D distance to non-channelized (2)1 surface water 275 SDR 1.00 landlocked (3)(feet) 1 1.00 Filter Strip present 2 X before installation 3 X Y/N N 1 Filter = calculated value Strip Factor (FS) = result = input ENTER THIS DATA ON eLINK INDICATORS TAB PHOSPHORUS (est. reduction) lbs/yr:8.86 SEDIMENT (TSS) T/yr:7.70 SOIL (estimated savings) T/yr:7.70 Stream & Ditch Bank Stabilization Estimator Version 2.1 SOIL =SD SOIL density 1 110 1 0.85 sand (1), silt (2)3 lbs/ft3 70 2 70 CF 1.15 2 1.15 clay(3), peat(4)tons/ft3 0.035 3 70 P Correction Factor 3 1.15 4X 4X VOLV volume voided (ft3)2,200 SLB = SD*VOLV/YR SEDR = Soil Loss Before (Tons/yr)SLB*SDR =SLB * 1 =7.70 (= SLR)7.70 YR SLR Soil Loss Reduction Sediment Reduction number of years 10 Tons/yr (Tons/yr) to erode bank to current position PR = SEDR *(1.0 Lb/Ton)*CF 8.86 D = 0 SDR =P reduction (Lbs/yr) 1 = input = calculated value SEDIMENT (TSS) T/yr:7.70 = result 7.70 8.86 PHOSPHORUS (est. reduction) lbs/yr: ENTER THIS DATA ON eLINK INDICATORS TAB SOIL (estimated savings) T/yr: 57.28 57.28 57.2867.6955.2555.2555.2555.2555.2555.2555.2555.2555.2555.2549505152 53545556575859∆∆∆∆∆∆∆∆∆∆ ∆ ∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆ ∆TNHELEV=924.149087929.86SSSB-7 EL=929.869097931.51SSSB-2 EL=931.519105931.76SSSB-3 EL=931.759112912.95SSSB-6 EL=912.959122931.76SSSB-4 EL=931.769127928.08SSSB-8 EL=928.089140947.25SSSB-5 EL=947.259176930.46SSSB-1 EL=930.46EX-MHRE = 929.30EX-MHRE = 916.64EX-MHRE = 910.08EX-MHRE = 906.09EX-MHRE = 924.43EX-MHRE = 924.39EX-MHRE = 904.73EX-MHRE = 923.28SEX-MHRE = 937.53EX-MHRE = 937.43XXX XPOH POH POH POH POH POH POH POH POH POHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHPOHSTOSTOSTOSANSANSANSANSANRE=937.53IE=918.83 (E/W)RE=937.43IE=918.13 (N/E/W)STOSTOSTOSTOSTOSTO STOSTOSTOSTOSTOSTOSTOWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWAT WATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATWATSTOSTOSTOPOHPOHPOHPOHPOHPOHHH FIBER OPTICFOFOFOTEX-MHRE = 937.21EX-MHRE = 937.22EX-MHRE = 936.73EX-MHRE = 937.39RE = 938.86RE = 937.48PUGGASGASWAT S A N S A N SAN SAN SANSANSANSANSANSANSANSSSSWATWATWATWATWATWATWA T WA TWA TWA TWATWATWATWATWATWATWATWATWATWATWATWAT WATRE-USE AREA = 3.45 AC.N:\0050930.00\DWG\CIVIL\EXHIBITS\0050930C-P-DRAN.DWG 11PROJECT NUMBER: 005093004/25/24...© 2017 Westwood Professional Services, Inc.SITE AREAPROJECT NAMENOT FOR CONSTRUCTIONSHEET NUMBER:VERTICAL SCALE:DATE:PREPARED FOR:OFHORIZONTAL SCALE:DRAWN:CHECKED:DESIGNED:INITIAL ISSUE:REVISIONS:Phone :hLWeZaWer 'rLYe 6XLWe Fax 0LnneWonNa 01 Toll Free DATE:LICENSE NO.I HEREBY CERTIFY THAT THIS PLAN WAS PREPARED BY MEOR UNDER MY DIRECT SUPERVISION AND THAT I AM ADULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWSOF THE STATE OF MINNESOTACommon Ground AllianceCall 48 Hours before digging:811 or call811.com7.770391'2' OR 1'0'8'16'23'1" = 8'######################################## Pioneer Ridge May 19, 2025 14 EXHIBIT 6 25-07-11 NURP MSE 24-hr 3 NURP Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 2HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=1.43"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=2.50 cfs 0.228 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=1.70"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=9.14 cfs 0.680 af Total Runoff Area = 6.720 ac Runoff Volume = 0.908 af Average Runoff Depth = 1.62" 47.02% Pervious = 3.160 ac 52.98% Impervious = 3.560 ac 25-07-11 NURP MSE 24-hr 3 NURP Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 3HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =2.50 cfs @ 12.36 hrs, Volume=0.228 af, Depth= 1.43" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=1.910 ac Runoff Volume=0.228 af Runoff Depth=1.43" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 2.50 cfs 25-07-11 NURP MSE 24-hr 3 NURP Rainfall=2.50"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 4HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =9.14 cfs @ 12.26 hrs, Volume=0.680 af, Depth= 1.70" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 NURP Rainfall=2.50" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 NURP Rainfall=2.50" Runoff Area=4.810 ac Runoff Volume=0.680 af Runoff Depth=1.70" Flow Length=475' Tc=16.9 min CN=WQ 9.14 cfs 25-07-11 NURP MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 5HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-Q Reach routing by Dyn-Stor-Ind method - Pond routing by Dyn-Stor-Ind method Runoff Area=1.910 ac 39.27% Impervious Runoff Depth=2.69"Subcatchment 1P: To Pond 1 Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ Runoff=4.75 cfs 0.428 af Runoff Area=4.810 ac 58.42% Impervious Runoff Depth=3.02"Subcatchment 2P: To Reuse Pond 2 Flow Length=475' Tc=16.9 min CN=WQ Runoff=16.24 cfs 1.211 af Total Runoff Area = 6.720 ac Runoff Volume = 1.639 af Average Runoff Depth = 2.93" 47.02% Pervious = 3.160 ac 52.98% Impervious = 3.560 ac 25-07-11 NURP MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 6HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 1P: To Pond 1 Runoff =4.75 cfs @ 12.36 hrs, Volume=0.428 af, Depth= 2.69" Routed to Pond 1PD : Pond 1 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description *0.750 98 Paved parking, HSG D Proposed 1.160 80 >75% Grass cover, Good, HSG D 1.910 Weighted Average 1.160 80 60.73% Pervious Area 0.750 98 39.27% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 25.0 300 0.0200 0.20 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 0.4 50 0.0200 2.12 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 25.4 350 Total Subcatchment 1P: To Pond 1 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=1.910 ac Runoff Volume=0.428 af Runoff Depth=2.69" Flow Length=350' Slope=0.0200 '/' Tc=25.4 min CN=WQ 4.75 cfs 25-07-11 NURP MSE 24-hr 3 water quality Rainfall=3.97"Final Design 25-07-10 Printed 7/11/2025Prepared by Westwood Professional Services Page 7HydroCAD® 10.20-6a s/n 02351 © 2024 HydroCAD Software Solutions LLC Summary for Subcatchment 2P: To Reuse Pond 2 Runoff =16.24 cfs @ 12.25 hrs, Volume=1.211 af, Depth= 3.02" Routed to Pond 2PD : Reuse Pond 2 Runoff by SCS TR-20 method, UH=SCS, Weighted-Q, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs MSE 24-hr 3 water quality Rainfall=3.97" Area (ac) CN Description *2.810 98 Paved parking, HSG D Proposed 2.000 80 >75% Grass cover, Good, HSG D 4.810 Weighted Average 2.000 80 41.58% Pervious Area 2.810 98 58.42% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet)(ft/ft) (ft/sec)(cfs) 15.5 165 0.0200 0.18 Sheet Flow, Grass: Short n= 0.150 P2= 2.86" 1.4 310 0.0040 3.76 6.64 Pipe Channel, RCP_Round 18" 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 16.9 475 Total Subcatchment 2P: To Reuse Pond 2 Runoff Hydrograph Time (hours) 2502402302202102001901801701601501401301201101009080706050403020100Flow(cfs)18 17 16 15 14 13 12 11 10 9 8 7 6 5 4 3 2 1 0 MSE 24-hr 3 water quality Rainfall=3.97" Runoff Area=4.810 ac Runoff Volume=1.211 af Runoff Depth=3.02" Flow Length=475' Tc=16.9 min CN=WQ 16.24 cfs POND VOLUME CALCULATIONS PROJECT:Pioneer Ridge NUMBER:0050930.0 DATE: 8/6/2025 BY: CLJ Pond 1 NWL =925.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 918 300 0.01 1,300 1,300 0.03 920 1,000 0.02 3,100 4,400 0.10 922 2,100 0.05 5,600 10,000 0.23 924 3,500 0.08 1,838 11,838 0.27 924.5 3,850 0.09 5,350 17,188 0.39 925.5 6,850 0.16 Pond 2 NWL =922.5 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 913 702 0.02 890 890 0.02 914 1,078 0.02 3,206 4,096 0.09 916 2,128 0.05 5,715 9,811 0.23 918 3,587 0.08 9,023 18,834 0.43 920 5,436 0.12 9,575 28,409 0.65 921.5 7,330 0.17 10,607 39,015 0.90 922.5 13,883 0.32 Page 1 of 2 Filtration Basin 3.1 OUTLET EL 919 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 917.5 2,400 0.06 4,538 4,538 0.10 919 3,650 0.08 Filtration Basin 4 OUTLET EL 921 CONTOUR SURFACE INCREMENTAL CUMULATIVE ELEVATION AREA VOLUME VOLUME (FT2)(ACRES)(FT3)(FT3)(AC*FT) 920 5,700 0.13 7,250 7,250 0.17 921 8,800 0.20 Page 2 of 2