5-25-20_Winn981024D_H&H_Report.pdf
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- Attached to
- WINN981024d 25-20
- Solicitation number
- 009-RFB-WRBWL-CY25-20
- Issued by
- Story County, Iowa
About this file
This is a Hauber Wetland Design Report prepared by Bolton & Menk, Inc. for the Iowa Department of Agriculture and Land Stewardship (IDALS), Division of Soil and Water Quality, documenting the design of a nutrient reduction constructed wetland project in Winneshiek County, Iowa. The project, identified as Site No. WINN981024D, is planned to provide nutrient reduction benefits to the Ten Mile Creek watershed by converting nitrates to nitrogen gas through natural wetland processes and capturing sediment with phosphorus. The wetland will be constructed on Alan Hauber's property west of Ridgeway, Iowa, encompassing approximately 8 acres with a watershed of 655 acres. The project involves building an embankment over the existing stream, re-laying existing drain tiles at a flatter slope, constructing a permanent pool with a normal pool elevation of 1,162.00 feet and surface area of 3.61 acres, installing a primary spillway consisting of a full-flow tied concrete block mat reinforced chute structure, and incorporating an auxiliary spillway to safely convey the 100-year storm event with one foot of freeboard. The design includes 15,200 cubic yards of earthwork, 6,608 square feet of tied concrete block mat (Flexamat Plus or equivalent), 1,100 linear feet of tile installation, 108 linear feet of 12-inch RCP drawdown pipe, 48 tons of riprap, 2 anti-seep collars, and 1 concrete apron with footing guard.
The design complies with NRCS Conservation Practice Standard 656 (Wetlands) and CPS 378 (Pond), with the project classified as Job Class IV due to its 655-acre watershed. Geotechnical investigation by Chosen Valley Testing identified primarily silt loam soils with shallow bedrock, necessitating a compacted liner in the wetland pool to prevent karst dissolution and leakage through bedrock, with the dam core trench designed to reach 7 feet deep or existing bedrock. Hydrologic analysis using HydroCAD modeling shows the 100-year storm event produces a peak elevation of 1,165.48 feet with a 1,053 cfs outflow through the primary spillway. The project will be permitted under Army Regional Permit 39, already obtained by IDALS, with a permanent easement to be recorded on the Hauber property. The estimated construction cost range is between $200,000 and $300,000, with sealed bids required to be submitted through the Iowa Management of Procurement and Contracts System (IMPACS) by December 17, 2025, at 3:00 PM, with a pre-bid conference scheduled for December 2, 2025, at 11:00 AM at the Spillville Public Library. Bidders must submit a bid bond equal to ten percent of their bid amount and be registered with the Iowa Department of Inspections, Appeals & Licensing, with the successful bidder required to furnish a Performance/Payment Bond equal to 100% of the contract price.
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H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Design Report.docx
August 15, 2025
Hauber Wetland Design Report Site No. WINN981024D Winneshiek County, Iowa
This wetland project is planned to provide nutrient reduction benefits to a part of the watershed of Ten Mile Creek in Winneshiek County, Iowa. Nitrates will be converted to nitrogen gas through natural processes as the water passes through the wetland. Sediment with phosphorus will also be captured but will need to be removed from time to time.
The project location is on the property of Alan Hauber west of Ridgeway, Iowa. An embankment will be built over the existing stream, and existing drain tiles will be re-laid at a flatter slope to daylight into the pool. Water from the existing stream and drain tiles will feed the wetland. Diversion berms are proposed within the permanent pool to encourage mixing and reduce short-cutting of water out of the wetland. Tile flows and storm flows will be released through the primary spillway which is a full-flow chute structure reinforced with tied concrete block mat.
This site was deemed viable because of the size of its watershed (655 acres) and its topography. The slopes are gentle enough to allow the impounding of a large wetland pool without an excessively large berm or a deep pool. Initial payment information was presented to the landowner, who wished to proceed with the project.
Bolton & Menk reviewed the soil survey data for the location and found the soils to be primarily silt loam, with shallow bedrock on the property. Geotechnical investigation was performed by Chosen Valley testing to determine the depth of bedrock in the area of the dam and to determine the suitability of soils for dam construction. The geotechnical report is attached. Because of the shallow bedrock in the vicinity of the dam, it was decided to use a chute outlet structure rather than sheet pile. Additionally, a compacted liner is specified for the wetland pool in order to prevent dissolution of any karst bedrock or draining of the wetland pool through the bedrock. The core trench of the dam is designed to be 7 feet deep or to the existing bedrock. If bedrock is encountered in the core trench, it will be scraped to remove any loose material and cohesive soil will be compacted into the dam core. These measures will minimize the potential for leakage through the bedrock or formation of sinkholes.
The wetland watersheds were analyzed using LiDAR data, with land uses delineated and existing ponds and culverts accounted for. A map of the contributing watersheds is included with this report. Curve number calculations and runoff analysis are provided in the attached hydrology outputs.
The site was surveyed with survey-grade GPS equipment, and additional topographic information was provided from a publicly available LiDAR database. LiDAR was verified with survey data. Elevations are referenced to NAVD88, and the Iowa State Plane North (Survey Foot) coordinate system was used for horizontal coordinates. Survey data was collected electronically and is available in .csv files.
Name: Hauber Wetland Design Report Date: August 15, 2025 Page: 2
Iowa NRCS Conservation Practice Standard (CPS) 656, dated December 2023, was used to develop this project. CPS 378 (Pond) was used to design the primary and auxiliary spillways and the embankment.
The project is NRCS Job Class IV under CPS 656 because the watershed is between 300 and 1000 acres.
The auxiliary spillway is placed above the 25-year storm elevation of 1164.70. The primary and auxiliary spillways together are designed to convey the 100-year storm flow with one foot of freeboard to the top of embankment. This exceeds the minimum requirements of CPS 378. The spillway performance is shown in the HydroCAD output.
A permanent pool elevation and embankment location were selected based on the ability to maximize pool area while minimizing the deep (greater than three feet) pool area and embankment height. The watershed information and rainfall data were used to develop hydrographs in HydroCAD. The storm distribution used was MSE 4, with rainfall depths from the National Engineering Handbook. These hydrographs and the proposed stage-storage information were used to size primary and auxiliary spillways for the wetland. Exceeding the minimum design standards of NRCS CPS 378, the auxiliary spillway is placed above the 10-year storm, and the spillways and embankment are designed to provide at least one foot of freeboard during the 100-year storm. HydroCAD outputs are provided in the appendix.
Several known and assumed tiles are planned to be re-laid into the wetland pool. Pipe sizing calculations are provided in the appendix.
The embankment is a low-hazard dam because: its failure will not result in loss of life, damage to homes, commercial or industrial buildings, main highways, or railroads, or interruption of the use or service of public utilities; the product of the storage times the effective height of the dam is less than 3,000 acre-feet2; and the effective height is less than 35 feet.
The permanent easement for this project will be on the Hauber property. IDALS-DSWQ is currently in the process of updating the abstracts and will have a signed easement recorded for the area as shown in the plans. No additional land rights are needed.
The project will be permitted under Army Regional Permit 39. The permit was obtained by the Iowa Department of Agriculture and Land Stewardship (IDALS). A floodplain permit application will also be obtained by IDALS if necessary.
Sincerely, Brandon C. Short, PE Water Resources Project Engineer Bolton & Menk, Inc.
Appendices: Soil Survey Map Watershed and Land Use Map Hydrology Report HydroCAD Output Geotechnical Report Stilling Basin Calculations
Page: 3
Web Soil Survey Map
Page: 4
Watersheds and Land Use
Page: 5
Hydrology Report
25-year Event: 5.60'' 100-year Event: 7.6''
* Hydrologic Soil Groups: B, C
* Runoff Curve Number: 83.0 (based on Land use shown in this report)
* Primary Spillway Weir Coefficent = Varies with depth (modeled as broad-crested)
* Normal Pool area is 3.61 ac; surface watershed area is approx. 655 ac or 1.02 square miles
Report Summary
Design hydrology and hydraulic study of this site was completed. The drainage area was determined and a stage-area-storage curve was developed based on the topographic survey, Lidar data available from the Iowa Department of Natural Resources, and grading design for the wetland. Land use and treatment were determined through a site visit and aerial photo review and depression areas were found. Hydrologic data was compiled, sediment calculations were made, the structure was flood routed using the SCS method in HydroCAD, and all the output was reviewed.
Rainfall events used for this site were MSE 4, 24-hour, 5-, 10-, 25-, and 100-year events. The primary spillway is a full-flow tied concrete block mat reinforced chute spillway. The auxiliary spillway is an earthen spillway excavated through the dam.
Design Parameters and Procedures:
Hydrology Analysis Summary
Additional Site Analysis Data
Tc = 1.4 hours determined by the sum of sheet, shallow concentrated and channel flow times.
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm
IDALS ID Number: WINN981024D Job: Hauber
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
Rainfall Data
Winneshiek
MSE 4
NEH Title 210 (Figure IA2-25)
SUDAS Design Manual 2025 Edition NOAA Atlas 14
2 3.00 3.04 3.02
5 3.38 3.78 3.77
10 4.50 4.48 4.48
25 5.60 5.56 5.58
50 6.50 6.48 6.52
100 7.60 7.48 7.55
The following rainfall data was used for the hydrology analysis of the site. Rainfall depths from the NEH Title 210 Figure IA2-25 were used, and two additional sources are shown for reference only.
County:
Storm Distribution:
Iowa Climactic Section (SUDAS):
Data Source
24-hr Rainfall Depths (in) Return Period (Years)
Surface-Drained DA = 655 ac = 1.02 sq mi
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 2
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
Tributary Watershed Data
Area Area Time of Concentration Curve Number
Watershed (ac) (sq. mi.) Tile/Surface Drained (min)
Direct Watershed 82 0.13 Surface & Tile 23.9 84
Direct NE 13 0.02 Surface & Tile 22.4 85
East Pond Watershed 46 0.07 Surface & Tile 22.2 84
NW Pond Watershed 56 0.09 Surface & Tile 35.4 83
SW Pond Watershed 71 0.11 Surface & Tile 33.2 81
Direct E Watershed 39 0.06 Surface & Tile 39.6 83
Southwest Watershed 196 0.31 Surface & Tile 57.4 83
Southeast Watershed 152 0.24 Surface & Tile 48.2 83
Surface Total 655 1.02 Average TC (min) 83
Tile Total 655 1.02 Average TC (hr) 1.38
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 3
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
See HydroCAD output for curve number calculations Soil Portion
Name1 HSG1 Typical Cover Type and Hyd. Condition of W/S CN2 percent
Example: Marlean Loam B Straight Row Crops, Good 1.2% 78
Example: Floyd Loam B/D Straight Row Crops, Good 26.3% 78
Example: Racine Loam C Straight Row Crops, Good 50.5% 85
Example: Clyde Silt Loam C/D Straight Row Crops, Good 21.7% 89
Weighted Curve Number 83.0
References 1 USDA - NRCS Soil Survey of Winneshiek Co., Iowa.
2 USDA - NRCS Technical Release 55, Chapter 2, June 1986. Based on typical cover
= 1.02 sq mi Runoff Curve Number Surface-Drained DA = 655 ac
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 4
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
Stage-Storage
Contour Elevation Area Area
Incremental Volume
Cumulative Volume
Volume Above Weir
(sq ft) (Acres) (Ac-ft) (Ac-ft) (Ac-ft)
1157.00 1400 0.03 0.00 0.00
1159.00 25500 0.59 0.62 0.62
1161.00 134400 3.09 3.67 4.29
1162.00 157300 3.61 3.35 7.64 0.00
1163.00 181000 4.16 3.88 11.52 3.88
1164.00 213500 4.90 4.53 16.05 8.41
1165.00 249200 5.72 5.31 21.36 13.72
1166.00 310700 7.13 6.43 27.79 20.15
Storage at Normal Pool 7.64 Acre-feet storage at normal pool
Elevation of weir = 1162.00 area at normal pool
Storage at Overflow 21.36 Acre-feet
1165.00 2.11 feet
Notes:
Elevation =
Storage areas include final earthwork borrow in pool area. Contour data is compiled from LiDAR, topographic survey, and proposed grading.
= 1.02 sq mi
Surface-Drained DA = 655 ac
Average Depth =
Average Depth =
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 5
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
Results Surface-Drained DA = 655 ac The following are based on surface flows and storm response. Discharge includes tile flow and overland flow.
= 1.02 sq mi
02004006008001000120014001600
0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00
Discharge (cfs)
E le va ti o n
Pool Area (ac)
Pool Area-Elevation-Discharge Graph
Normal Pool
Pool Area (ac)
Discharge
1162.00
1162.50
1163.00
1163.50
1164.00
1164.50
1165.00
1165.50
0 4 8 12 16 20 24
E le va ti o n
Duration (Hours)
Duration-Elevation Graph
5-Year
10-Year
25-year
100-year
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 6
BMI Project Number: 0T7.134539 Designed By: BCS Date: 8/15/2025
Results
Pool Area (ac) Chute
1157.00 0.03 0
1159.00 0.59 0
1161.00 3.09 0
1162.00 3.61 0
1163.00 4.16 137
1164.00 4.90 406
1165.00 5.72 796
1166.00 7.13 1384
5-year 10-year 25-year 100-year Duration Elevation Duration Elevation Duration Elevation Duration Elevation
0 1164.07 0 1164.34 0 1164.76 0 1165.48 2 1163.06 2 1163.36 2 1163.93 2 1164.64 4 1162.58 4 1162.72 4 1162.91 4 1163.19 6 1162.47 6 1162.55 6 1162.68 6 1162.86 8 1162.41 8 1162.48 8 1162.58 8 1162.73
10 1162.36 10 1162.41 10 1162.50 10 1162.62 12 1162.29 12 1162.34 12 1162.41 12 1162.53 14 1162.21 14 1162.26 14 1162.33 14 1162.43 16 1162.14 16 1162.16 16 1162.20 16 1162.29 18 1162.13 18 1162.15 18 1162.15 18 1162.19 20 1162.13 20 1162.14 20 1162.14 20 1162.16 22 1162.13 22 1162.14 22 1162.14 22 1162.15 24 1162.13 24 1162.14 24 1162.13 24 1162.14
The Elevation-Discharge table below shows outflows from the wetland for various elevations.
Elevation
= 1.02 sq mi Surface-Drained DA = 655 ac
The Duration-Elevation table below shows the duration that the pool is at each listed elevation during the design storms. This is based on surface inflows during the design storms listed. The design for the wetland is based on tile flows, but the entire watershed is analyzed, including surface flows, to show that the proposed wetland does not have adverse impacts on surrounding properties during rainfall events.
Duration-Elevation Table
H:\IDALS\0T7134539\3_Design\C_Reports\Hauber Hydrology Report.xlsm Page 7
Page: 6
HydroCAD Output
1S
Southeast Watershed
4S
NW Pond Watershed
5S
SW Pond Watershed
6S
Southwest Watershed
9S
Direct NE
11S
East Pond Watershed
12S
Direct E
13S
Direct Watershed
2P
Southwest Pond
7P
Northwest Pond
8P
Hauber Wetland 10P
East Pond
14P
Culvert South
Routing Diagram for Hauber Chute HydroCAD Prepared by Bolton & Menk, Inc, Printed 8/15/2025
HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
Hauber Chute HydroCAD Printed 8/15/2025Prepared by Bolton & Menk, Inc
Page 2HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event
Name
Storm Type Curve Mode Duration
(hours)
B/B Depth
(inches)
AMC
1 5 Yr MSE 24-hr 4 Default 24.00 1 3.80 2
2 10 Yr MSE 24-hr 4 Default 24.00 1 4.50 2
3 25 Yr MSE 24-hr 4 Default 24.00 1 5.60 2
4 100 Yr MSE 24-hr 4 Default 24.00 1 7.60 2
Page 3HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area
(acres)
CN Description
(subcatchment-numbers)
6.000 79 1 acre lots, 20% imp, HSG C (4S)
34.000 80 1/2 acre lots, 25% imp, HSG C (5S)
7.000 100 Pond (4S, 5S, 11S)
172.000 78 Row crops, straight row, Good, HSG B (1S, 4S, 5S, 6S, 11S, 12S, 13S)
425.000 85 Row crops, straight row, Good, HSG C (1S, 4S, 5S, 6S, 9S, 11S, 12S, 13S)
5.000 91 Urban industrial, 72% imp, HSG C (11S)
6.000 100 Wetland (13S)
655.000 83 TOTAL AREA
Page 4HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Soil Listing (all nodes)
Area
(acres)
Soil
Group
Subcatchment
Numbers
0.000 HSG A
172.000 HSG B 1S, 4S, 5S, 6S, 11S, 12S, 13S
470.000 HSG C 1S, 4S, 5S, 6S, 9S, 11S, 12S, 13S
0.000 HSG D
13.000 Other 4S, 5S, 11S, 13S
655.000 TOTAL AREA
Page 5HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Ground Covers (all nodes)
HSG-A
(acres)
HSG-B
(acres)
HSG-C
(acres)
HSG-D
(acres)
Other
(acres)
Total
(acres)
Ground
Cover
Subcatchment
Numbers
0.000 0.000 6.000 0.000 0.000 6.000 1 acre lots, 20% imp 4S
0.000 0.000 34.000 0.000 0.000 34.000 1/2 acre lots, 25% imp 5S
0.000 0.000 0.000 0.000 7.000 7.000 Pond 4S, 5S, 11S
0.000 172.000 425.000 0.000 0.000 597.000 Row crops, straight row, Good 1S, 4S, 5S, 6S, 9S, 11S
12S
13S
0.000 0.000 5.000 0.000 0.000 5.000 Urban industrial, 72% imp 11S
0.000 0.000 0.000 0.000 6.000 6.000 Wetland 13S
0.000 172.000 470.000 0.000 13.000 655.000 TOTAL AREA
Page 6HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pipe Listing (all nodes)
Line# Node
Number
In-Invert
(feet)
Out-Invert
(feet)
Length
(feet)
Slope
(ft/ft) n Width
(inches)
Diam/Height
(inches)
Inside-Fill
(inches)
Node
Name
1 2P 1,180.00 1,177.00 70.0 0.0429 0.013 0.0 10.0 0.0
2 7P 1,177.70 1,177.50 62.0 0.0032 0.013 0.0 6.0 0.0
3 8P 1,155.50 1,154.00 41.0 0.0366 0.013 0.0 12.0 0.0
4 10P 1,178.10 1,173.00 75.0 0.0680 0.013 0.0 8.0 0.0
5 14P 1,168.00 1,167.00 103.0 0.0097 0.016 96.0 96.0 0.0
MSE 24-hr 4 5 Yr Rainfall=3.80"Hauber Chute HydroCAD
Page 7HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=152.000 ac 0.00% Impervious Runoff Depth=2.11"Subcatchment 1S: Southeast Watershed Flow Length=3,750' Tc=48.2 min CN=83 Runoff=195.62 cfs 26.771 af
Runoff Area=56.000 ac 7.50% Impervious Runoff Depth=2.11"Subcatchment 4S: NW Pond Watershed Flow Length=2,320' Tc=35.4 min CN=83 Runoff=86.47 cfs 9.863 af
Runoff Area=71.000 ac 16.20% Impervious Runoff Depth=1.95"Subcatchment 5S: SW Pond Watershed Flow Length=2,100' Tc=33.2 min CN=81 Runoff=105.08 cfs 11.564 af
Runoff Area=196.000 ac 0.00% Impervious Runoff Depth=2.11"Subcatchment 6S: Southwest Watershed Flow Length=4,140' Tc=57.4 min CN=83 Runoff=225.57 cfs 34.521 af
Runoff Area=13.000 ac 0.00% Impervious Runoff Depth=2.28"Subcatchment 9S: Direct NE Flow Length=1,245' Tc=22.4 min CN=85 Runoff=27.90 cfs 2.470 af
Runoff Area=46.000 ac 10.00% Impervious Runoff Depth=2.20"Subcatchment 11S: East Pond Watershed Flow Length=1,600' Tc=22.2 min CN=84 Runoff=95.16 cfs 8.417 af
Runoff Area=39.000 ac 0.00% Impervious Runoff Depth=2.11"Subcatchment 12S: Direct E Flow Length=2,540' Tc=39.6 min CN=83 Runoff=56.41 cfs 6.869 af
Runoff Area=82.000 ac 7.32% Impervious Runoff Depth=2.20"Subcatchment 13S: Direct Watershed Flow Length=1,400' Tc=23.9 min CN=84 Runoff=163.68 cfs 15.004 af
Peak Elev=1,181.68' Storage=8.718 af Inflow=105.08 cfs 11.564 afPond 2P: Southwest Pond Outflow=4.04 cfs 8.115 af
Peak Elev=1,180.51' Storage=7.077 af Inflow=86.47 cfs 9.863 afPond 7P: Northwest Pond Outflow=5.89 cfs 5.484 af
Peak Elev=1,164.07' Storage=15.662 af Inflow=449.17 cfs 106.659 afPond 8P: Hauber Wetland Outflow=431.13 cfs 106.337 af
Peak Elev=1,181.60' Storage=6.150 af Inflow=95.16 cfs 8.417 afPond 10P: East Pond Outflow=2.99 cfs 7.424 af
Peak Elev=1,174.02' Storage=5.229 af Inflow=416.35 cfs 61.292 afPond 14P: Culvert South 96.0" x 96.0" Box Culvert n=0.016 L=103.0' S=0.0097 '/' Outflow=343.90 cfs 61.292 af
Total Runoff Area = 655.000 ac Runoff Volume = 115.480 af Average Runoff Depth = 2.12" 95.98% Pervious = 628.700 ac 4.02% Impervious = 26.300 ac
Page 8HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Southeast Watershed
Runoff = 195.62 cfs @ 12.67 hrs, Volume= 26.771 af, Depth= 2.11" Routed to Pond 14P : Culvert South
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
41.000 78 Row crops, straight row, Good, HSG B
111.000 85 Row crops, straight row, Good, HSG C
152.000 83 Weighted Average
152.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0200 0.15 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
7.8 750 0.0320 1.61 Shallow Concentrated Flow, Shallow Crop
Cultivated Straight Rows Kv= 9.0 fps
29.4 2,900 0.0120 1.64 Shallow Concentrated Flow, Grassed
Grassed Waterway Kv= 15.0 fps
48.2 3,750 Total
Subcatchment 1S: Southeast Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F lo w
(c fs
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=152.000 ac Runoff Volume=26.771 af
Runoff Depth=2.11" Flow Length=3,750'
Tc=48.2 min
CN=83
195.62 cfs
Page 9HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: NW Pond Watershed
Runoff = 86.47 cfs @ 12.50 hrs, Volume= 9.863 af, Depth= 2.11" Routed to Pond 7P : Northwest Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
32.000 85 Row crops, straight row, Good, HSG C
15.000 78 Row crops, straight row, Good, HSG B
6.000 79 1 acre lots, 20% imp, HSG C
* 3.000 100 Pond
56.000 83 Weighted Average
51.800 92.50% Pervious Area
4.200 7.50% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
19.1 100 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10"
16.3 2,220 0.0230 2.27 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps
35.4 2,320 Total
Subcatchment 4S: NW Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=56.000 ac Runoff Volume=9.863 af
Runoff Depth=2.11" Flow Length=2,320'
Tc=35.4 min
86.47 cfs
Page 10HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 5S: SW Pond Watershed
Runoff = 105.08 cfs @ 12.47 hrs, Volume= 11.564 af, Depth= 1.95" Routed to Pond 2P : Southwest Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
34.000 80 1/2 acre lots, 25% imp, HSG C
19.000 78 Row crops, straight row, Good, HSG B
* 3.000 100 Pond
15.000 85 Row crops, straight row, Good, HSG C
71.000 81 Weighted Average
59.500 83.80% Pervious Area
11.500 16.20% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
19.1 100 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10"
14.1 2,000 0.0250 2.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps
33.2 2,100 Total
Subcatchment 5S: SW Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=71.000 ac Runoff Volume=11.564 af
Runoff Depth=1.95" Flow Length=2,100'
Tc=33.2 min
CN=81
105.08 cfs
Page 11HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 6S: Southwest Watershed
Runoff = 225.57 cfs @ 12.79 hrs, Volume= 34.521 af, Depth= 2.11" Routed to Pond 14P : Culvert South
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
53.000 78 Row crops, straight row, Good, HSG B
143.000 85 Row crops, straight row, Good, HSG C
196.000 83 Weighted Average
196.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0300 0.18 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
18.0 1,340 0.0190 1.24 Shallow Concentrated Flow, Crops Cultivated Straight Rows Kv= 9.0 fps
30.0 2,700 0.0100 1.50 Shallow Concentrated Flow, Grassed Grassed Waterway Kv= 15.0 fps
57.4 4,140 Total
Subcatchment 6S: Southwest Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=196.000 ac Runoff Volume=34.521 af
Runoff Depth=2.11" Flow Length=4,140'
Tc=57.4 min
225.57 cfs
Page 12HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Direct NE
Runoff = 27.90 cfs @ 12.32 hrs, Volume= 2.470 af, Depth= 2.28" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
13.000 85 Row crops, straight row, Good, HSG C
13.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
5.1 600 0.0467 1.94 Shallow Concentrated Flow, Crop
Cultivated Straight Rows Kv= 9.0 fps
2.8 545 0.0470 3.25 Shallow Concentrated Flow, Grass
Grassed Waterway Kv= 15.0 fps
22.4 1,245 Total
Subcatchment 9S: Direct NE
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=13.000 ac Runoff Volume=2.470 af
Runoff Depth=2.28" Flow Length=1,245'
Tc=22.4 min
CN=85
27.90 cfs
Page 13HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 11S: East Pond Watershed
Runoff = 95.16 cfs @ 12.32 hrs, Volume= 8.417 af, Depth= 2.20" Routed to Pond 10P : East Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
* 1.000 100 Pond
5.000 91 Urban industrial, 72% imp, HSG C
12.000 78 Row crops, straight row, Good, HSG B
28.000 85 Row crops, straight row, Good, HSG C
46.000 84 Weighted Average
41.400 90.00% Pervious Area
4.600 10.00% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 100 0.0700 0.25 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
15.5 1,500 0.0320 1.61 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps
22.2 1,600 Total
Subcatchment 11S: East Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=46.000 ac Runoff Volume=8.417 af
Runoff Depth=2.20" Flow Length=1,600'
Tc=22.2 min
CN=84
95.16 cfs
Page 14HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 12S: Direct E
Runoff = 56.41 cfs @ 12.55 hrs, Volume= 6.869 af, Depth= 2.11" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
10.000 78 Row crops, straight row, Good, HSG B
29.000 85 Row crops, straight row, Good, HSG C
39.000 83 Weighted Average
39.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 100 0.0500 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
32.0 2,440 0.0200 1.27 Shallow Concentrated Flow, Crops Cultivated Straight Rows Kv= 9.0 fps
39.6 2,540 Total
Subcatchment 12S: Direct E
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=39.000 ac Runoff Volume=6.869 af
Runoff Depth=2.11" Flow Length=2,540'
Tc=39.6 min
56.41 cfs
Page 15HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 13S: Direct Watershed
Runoff = 163.68 cfs @ 12.35 hrs, Volume= 15.004 af, Depth= 2.20" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 5 Yr Rainfall=3.80"
Area (ac) CN Description
* 6.000 100 Wetland
22.000 78 Row crops, straight row, Good, HSG B
54.000 85 Row crops, straight row, Good, HSG C
82.000 84 Weighted Average
76.000 92.68% Pervious Area
6.000 7.32% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10"
13.9 1,300 0.0300 1.56 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps
23.9 1,400 Total
Subcatchment 13S: Direct Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 5 Yr Rainfall=3.80"
Runoff Area=82.000 ac Runoff Volume=15.004 af
Runoff Depth=2.20" Flow Length=1,400'
Tc=23.9 min
163.68 cfs
Page 16HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 2P: Southwest Pond
Inflow Area = 71.000 ac, 16.20% Impervious, Inflow Depth = 1.95" for 5 Yr event Inflow = 105.08 cfs @ 12.47 hrs, Volume= 11.564 af Outflow = 4.04 cfs @ 17.73 hrs, Volume= 8.115 af, Atten= 96%, Lag= 315.3 min Primary = 4.04 cfs @ 17.73 hrs, Volume= 8.115 af Routed to Pond 8P : Hauber Wetland
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 1,181.68' @ 17.73 hrs Surf.Area= 6.454 ac Storage= 8.718 af
Plug-Flow detention time= 960.5 min calculated for 8.115 af (70% of inflow) Center-of-Mass det. time= 874.4 min ( 1,716.8 - 842.5 )
Volume Invert Avail.Storage Storage Description #1 1,180.00' 85.805 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,180.00 3.980 0.000 0.000 1,181.00 5.410 4.695 4.695 1,182.00 6.950 6.180 10.875 1,183.00 8.600 7.775 18.650 1,184.00 10.360 9.480 28.130 1,185.00 12.270 11.315 39.445 1,186.00 14.340 13.305 52.750 1,187.00 16.520 15.430 68.180 1,188.00 18.730 17.625 85.805
Device Routing Invert Outlet Devices #1 Primary 1,180.00' 10.0" Round Culvert
L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 1,180.00' / 1,177.00' S= 0.0429 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf
#2 Primary 1,181.60' 20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
#3 Primary 1,182.80' 700.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=4.03 cfs @ 17.73 hrs HW=1,181.68' (Free Discharge) 1=Culvert (Inlet Controls 2.95 cfs @ 5.41 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 1.08 cfs @ 0.68 fps) 3=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Page 17HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 2P: Southwest Pond
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=71.000 ac Peak Elev=1,181.68'
Storage=8.718 af
105.08 cfs
4.04 cfs
Page 18HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 7P: Northwest Pond
Inflow Area = 56.000 ac, 7.50% Impervious, Inflow Depth = 2.11" for 5 Yr event Inflow = 86.47 cfs @ 12.50 hrs, Volume= 9.863 af Outflow = 5.89 cfs @ 15.36 hrs, Volume= 5.484 af, Atten= 93%, Lag= 171.6 min Primary = 5.89 cfs @ 15.36 hrs, Volume= 5.484 af Routed to Pond 8P : Hauber Wetland
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 1,180.51' @ 15.36 hrs Surf.Area= 3.692 ac Storage= 7.077 af
Plug-Flow detention time= 724.6 min calculated for 5.484 af (56% of inflow) Center-of-Mass det. time= 628.2 min ( 1,467.6 - 839.4 )
Volume Invert Avail.Storage Storage Description #1 1,177.70' 33.835 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,177.70 1.420 0.000 0.000 1,178.00 1.650 0.460 0.460 1,179.00 2.410 2.030 2.490 1,180.00 3.220 2.815 5.305 1,181.00 4.140 3.680 8.985 1,182.00 5.130 4.635 13.620 1,183.00 6.240 5.685 19.305 1,184.00 7.270 6.755 26.060 1,185.00 8.280 7.775 33.835
Device Routing Invert Outlet Devices #1 Primary 1,177.70' 6.0" Round Culvert L= 62.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 1,177.70' / 1,177.50' S= 0.0032 '/' Cc= 0.900 n= 0.013, Flow Area= 0.20 sf
#2 Primary 1,180.20' 10.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#3 Primary 1,182.20' 550.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=5.85 cfs @ 15.36 hrs HW=1,180.51' (Free Discharge) 1=Culvert (Barrel Controls 0.99 cfs @ 5.03 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 4.87 cfs @ 1.38 fps)
Page 19HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 7P: Northwest Pond
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=56.000 ac Peak Elev=1,180.51'
Storage=7.077 af
86.47 cfs
5.89 cfs
Page 20HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 8P: Hauber Wetland
Inflow Area = 655.000 ac, 4.02% Impervious, Inflow Depth > 1.95" for 5 Yr event Inflow = 449.17 cfs @ 12.59 hrs, Volume= 106.659 af Outflow = 431.13 cfs @ 12.92 hrs, Volume= 106.337 af, Atten= 4%, Lag= 19.8 min Primary = 431.13 cfs @ 12.92 hrs, Volume= 106.337 af
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Starting Elev= 1,162.00' Surf.Area= 3.600 ac Storage= 6.845 af Peak Elev= 1,164.07' @ 12.92 hrs Surf.Area= 4.960 ac Storage= 15.662 af (8.817 af above start)
Plug-Flow detention time= 141.7 min calculated for 99.392 af (93% of inflow) Center-of-Mass det. time= 19.9 min ( 1,030.1 - 1,010.2 )
Volume Invert Avail.Storage Storage Description #1 1,155.00' 26.995 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,155.00 0.000 0.000 0.000 1,156.00 0.020 0.010 0.010 1,158.00 0.130 0.150 0.160 1,159.00 0.660 0.395 0.555 1,160.00 1.060 0.860 1.415 1,161.00 3.100 2.080 3.495 1,162.00 3.600 3.350 6.845 1,163.00 4.200 3.900 10.745 1,164.00 4.900 4.550 15.295 1,165.00 5.700 5.300 20.595 1,166.00 7.100 6.400 26.995
Device Routing Invert Outlet Devices #1 Primary 1,164.80' 25.0' long + 3.0 '/' SideZ x 20.0' breadth Broad-Crested Rectangular Weir
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
#2 Primary 1,162.00' 48.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
#3 Primary 1,155.50' 12.0" Round Drawdown Pipe L= 41.0' RCP, square edge headwall, Ke= 0.500 Inlet / Outlet Invert= 1,155.50' / 1,154.00' S= 0.0366 '/' Cc= 0.900 n= 0.013, Flow Area= 0.79 sf
#4 Device 3 1,165.50' 3.0' long Sharp-Crested Rectangular Weir 2 End Contraction(s)
Primary OutFlow Max=430.79 cfs @ 12.92 hrs HW=1,164.07' (Free Discharge) 1=Broad-Crested Rectangular Weir ( Controls 0.00 cfs) 2=Broad-Crested Rectangular Weir (Weir Controls 430.79 cfs @ 3.69 fps) 3=Drawdown Pipe (Passes 0.00 cfs of 10.75 cfs potential flow)
4=Sharp-Crested Rectangular Weir ( Controls 0.00 cfs)
Page 21HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 8P: Hauber Wetland
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=655.000 ac Peak Elev=1,164.07'
Storage=15.662 af
449.17 cfs
431.13 cfs
Page 22HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 10P: East Pond
Inflow Area = 46.000 ac, 10.00% Impervious, Inflow Depth = 2.20" for 5 Yr event Inflow = 95.16 cfs @ 12.32 hrs, Volume= 8.417 af Outflow = 2.99 cfs @ 16.84 hrs, Volume= 7.424 af, Atten= 97%, Lag= 270.9 min Primary = 2.99 cfs @ 16.84 hrs, Volume= 7.424 af Routed to Pond 8P : Hauber Wetland
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 1,181.60' @ 16.84 hrs Surf.Area= 2.626 ac Storage= 6.150 af
Plug-Flow detention time= 938.2 min calculated for 7.417 af (88% of inflow) Center-of-Mass det. time= 888.3 min ( 1,712.9 - 824.6 )
Volume Invert Avail.Storage Storage Description #1 1,178.00' 18.780 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,178.00 0.950 0.000 0.000 1,179.00 1.300 1.125 1.125 1,180.00 1.770 1.535 2.660 1,181.00 2.280 2.025 4.685 1,182.00 2.860 2.570 7.255 1,183.00 3.490 3.175 10.430 1,184.00 4.160 3.825 14.255 1,185.00 4.890 4.525 18.780
Device Routing Invert Outlet Devices #1 Primary 1,178.10' 8.0" Round Culvert L= 75.0' RCP, sq.cut end projecting, Ke= 0.500
Inlet / Outlet Invert= 1,178.10' / 1,173.00' S= 0.0680 '/' Cc= 0.900 n= 0.013, Flow Area= 0.35 sf
#2 Primary 1,182.20' 12.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=2.99 cfs @ 16.84 hrs HW=1,181.60' (Free Discharge) 1=Culvert (Inlet Controls 2.99 cfs @ 8.56 fps) 2=Broad-Crested Rectangular Weir ( Controls 0.00 cfs)
Page 23HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 10P: East Pond
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=46.000 ac Peak Elev=1,181.60'
Storage=6.150 af
95.16 cfs
2.99 cfs
Page 24HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 14P: Culvert South
Inflow Area = 348.000 ac, 0.00% Impervious, Inflow Depth = 2.11" for 5 Yr event Inflow = 416.35 cfs @ 12.72 hrs, Volume= 61.292 af Outflow = 343.90 cfs @ 12.99 hrs, Volume= 61.292 af, Atten= 17%, Lag= 16.3 min Primary = 343.90 cfs @ 12.99 hrs, Volume= 61.292 af Routed to Pond 8P : Hauber Wetland
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 1,174.02' @ 12.99 hrs Surf.Area= 3.237 ac Storage= 5.229 af
Plug-Flow detention time= 5.8 min calculated for 61.231 af (100% of inflow) Center-of-Mass det. time= 5.8 min ( 861.9 - 856.1 )
Volume Invert Avail.Storage Storage Description #1 1,168.00' 34.340 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,168.00 0.020 0.000 0.000 1,170.00 0.280 0.300 0.300 1,172.00 0.690 0.970 1.270 1,174.00 3.190 3.880 5.150 1,176.00 7.000 10.190 15.340 1,178.00 12.000 19.000 34.340
Device Routing Invert Outlet Devices #1 Primary 1,168.00' 96.0" W x 96.0" H Box Culvert
L= 103.0' Box, 10-30° wingwalls, square crown, Ke= 0.500 Inlet / Outlet Invert= 1,168.00' / 1,167.00' S= 0.0097 '/' Cc= 0.900 n= 0.016, Flow Area= 64.00 sf
Primary OutFlow Max=343.72 cfs @ 12.99 hrs HW=1,174.02' (Free Discharge) 1=Culvert (Barrel Controls 343.72 cfs @ 9.51 fps)
Page 25HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 14P: Culvert South
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=348.000 ac Peak Elev=1,174.02'
Storage=5.229 af 96.0" x 96.0" Box Culvert n=0.016 L=103.0'
S=0.0097 '/'
416.35 cfs
343.90 cfs
MSE 24-hr 4 10 Yr Rainfall=4.50"Hauber Chute HydroCAD
Page 26HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Time span=0.00-50.00 hrs, dt=0.05 hrs, 1001 points Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Runoff Area=152.000 ac 0.00% Impervious Runoff Depth=2.73"Subcatchment 1S: Southeast Watershed Flow Length=3,750' Tc=48.2 min CN=83 Runoff=252.37 cfs 34.524 af
Runoff Area=56.000 ac 7.50% Impervious Runoff Depth=2.73"Subcatchment 4S: NW Pond Watershed Flow Length=2,320' Tc=35.4 min CN=83 Runoff=111.47 cfs 12.719 af
Runoff Area=71.000 ac 16.20% Impervious Runoff Depth=2.55"Subcatchment 5S: SW Pond Watershed Flow Length=2,100' Tc=33.2 min CN=81 Runoff=137.32 cfs 15.076 af
Runoff Area=196.000 ac 0.00% Impervious Runoff Depth=2.73"Subcatchment 6S: Southwest Watershed Flow Length=4,140' Tc=57.4 min CN=83 Runoff=291.13 cfs 44.518 af
Runoff Area=13.000 ac 0.00% Impervious Runoff Depth=2.91"Subcatchment 9S: Direct NE Flow Length=1,245' Tc=22.4 min CN=85 Runoff=35.45 cfs 3.152 af
Runoff Area=46.000 ac 10.00% Impervious Runoff Depth=2.82"Subcatchment 11S: East Pond Watershed Flow Length=1,600' Tc=22.2 min CN=84 Runoff=121.70 cfs 10.797 af
Runoff Area=39.000 ac 0.00% Impervious Runoff Depth=2.73"Subcatchment 12S: Direct E Flow Length=2,540' Tc=39.6 min CN=83 Runoff=72.72 cfs 8.858 af
Runoff Area=82.000 ac 7.32% Impervious Runoff Depth=2.82"Subcatchment 13S: Direct Watershed Flow Length=1,400' Tc=23.9 min CN=84 Runoff=209.33 cfs 19.247 af
Peak Elev=1,181.90' Storage=10.158 af Inflow=137.32 cfs 15.076 afPond 2P: Southwest Pond Outflow=11.71 cfs 11.485 af
Peak Elev=1,180.79' Storage=8.138 af Inflow=111.47 cfs 12.719 afPond 7P: Northwest Pond Outflow=15.55 cfs 8.306 af
Peak Elev=1,164.34' Storage=16.992 af Inflow=546.75 cfs 138.995 afPond 8P: Hauber Wetland Outflow=523.33 cfs 138.629 af
Peak Elev=1,182.27' Storage=8.044 af Inflow=121.70 cfs 10.797 afPond 10P: East Pond Outflow=3.84 cfs 8.907 af
Peak Elev=1,174.88' Storage=8.695 af Inflow=537.58 cfs 79.042 afPond 14P: Culvert South 96.0" x 96.0" Box Culvert n=0.016 L=103.0' S=0.0097 '/' Outflow=411.67 cfs 79.042 af
Total Runoff Area = 655.000 ac Runoff Volume = 148.890 af Average Runoff Depth = 2.73"
Page 27HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: Southeast Watershed
Runoff = 252.37 cfs @ 12.66 hrs, Volume= 34.524 af, Depth= 2.73" Routed to Pond 14P : Culvert South
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
41.000 78 Row crops, straight row, Good, HSG B
111.000 85 Row crops, straight row, Good, HSG C
152.000 83 Weighted Average
152.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
11.0 100 0.0200 0.15 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
7.8 750 0.0320 1.61 Shallow Concentrated Flow, Shallow Crop
Cultivated Straight Rows Kv= 9.0 fps
29.4 2,900 0.0120 1.64 Shallow Concentrated Flow, Grassed
Grassed Waterway Kv= 15.0 fps
48.2 3,750 Total
Subcatchment 1S: Southeast Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=152.000 ac Runoff Volume=34.524 af
Runoff Depth=2.73" Flow Length=3,750'
Tc=48.2 min
252.37 cfs
Page 28HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 4S: NW Pond Watershed
Runoff = 111.47 cfs @ 12.49 hrs, Volume= 12.719 af, Depth= 2.73" Routed to Pond 7P : Northwest Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
32.000 85 Row crops, straight row, Good, HSG C
15.000 78 Row crops, straight row, Good, HSG B
6.000 79 1 acre lots, 20% imp, HSG C
* 3.000 100 Pond
56.000 83 Weighted Average
51.800 92.50% Pervious Area
4.200 7.50% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
19.1 100 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10"
16.3 2,220 0.0230 2.27 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps
35.4 2,320 Total
Subcatchment 4S: NW Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=56.000 ac Runoff Volume=12.719 af
Runoff Depth=2.73" Flow Length=2,320'
Tc=35.4 min
111.47 cfs
Page 29HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 5S: SW Pond Watershed
Runoff = 137.32 cfs @ 12.46 hrs, Volume= 15.076 af, Depth= 2.55" Routed to Pond 2P : Southwest Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
34.000 80 1/2 acre lots, 25% imp, HSG C
19.000 78 Row crops, straight row, Good, HSG B
* 3.000 100 Pond
15.000 85 Row crops, straight row, Good, HSG C
71.000 81 Weighted Average
59.500 83.80% Pervious Area
11.500 16.20% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
19.1 100 0.0100 0.09 Sheet Flow, Grass: Dense n= 0.240 P2= 3.10"
14.1 2,000 0.0250 2.37 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps
33.2 2,100 Total
Subcatchment 5S: SW Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=71.000 ac Runoff Volume=15.076 af
Runoff Depth=2.55" Flow Length=2,100'
Tc=33.2 min
137.32 cfs
Page 30HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 6S: Southwest Watershed
Runoff = 291.13 cfs @ 12.78 hrs, Volume= 44.518 af, Depth= 2.73" Routed to Pond 14P : Culvert South
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
53.000 78 Row crops, straight row, Good, HSG B
143.000 85 Row crops, straight row, Good, HSG C
196.000 83 Weighted Average
196.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
9.4 100 0.0300 0.18 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
18.0 1,340 0.0190 1.24 Shallow Concentrated Flow, Crops Cultivated Straight Rows Kv= 9.0 fps
30.0 2,700 0.0100 1.50 Shallow Concentrated Flow, Grassed Grassed Waterway Kv= 15.0 fps
57.4 4,140 Total
Subcatchment 6S: Southwest Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=196.000 ac Runoff Volume=44.518 af
Runoff Depth=2.73" Flow Length=4,140'
Tc=57.4 min
291.13 cfs
Page 31HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 9S: Direct NE
Runoff = 35.45 cfs @ 12.32 hrs, Volume= 3.152 af, Depth= 2.91" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
13.000 85 Row crops, straight row, Good, HSG C
13.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
14.5 100 0.0100 0.11 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
5.1 600 0.0467 1.94 Shallow Concentrated Flow, Crop
Cultivated Straight Rows Kv= 9.0 fps
2.8 545 0.0470 3.25 Shallow Concentrated Flow, Grass
Grassed Waterway Kv= 15.0 fps
22.4 1,245 Total
Subcatchment 9S: Direct NE
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=13.000 ac Runoff Volume=3.152 af
Runoff Depth=2.91" Flow Length=1,245'
Tc=22.4 min
35.45 cfs
Page 32HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 11S: East Pond Watershed
Runoff = 121.70 cfs @ 12.32 hrs, Volume= 10.797 af, Depth= 2.82" Routed to Pond 10P : East Pond
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
* 1.000 100 Pond
5.000 91 Urban industrial, 72% imp, HSG C
12.000 78 Row crops, straight row, Good, HSG B
28.000 85 Row crops, straight row, Good, HSG C
46.000 84 Weighted Average
41.400 90.00% Pervious Area
4.600 10.00% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
6.7 100 0.0700 0.25 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
15.5 1,500 0.0320 1.61 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps
22.2 1,600 Total
Subcatchment 11S: East Pond Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=46.000 ac Runoff Volume=10.797 af
Runoff Depth=2.82" Flow Length=1,600'
Tc=22.2 min
121.70 cfs
Page 33HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 12S: Direct E
Runoff = 72.72 cfs @ 12.55 hrs, Volume= 8.858 af, Depth= 2.73" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
10.000 78 Row crops, straight row, Good, HSG B
29.000 85 Row crops, straight row, Good, HSG C
39.000 83 Weighted Average
39.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
7.6 100 0.0500 0.22 Sheet Flow, Cultivated: Residue>20% n= 0.170 P2= 3.10"
32.0 2,440 0.0200 1.27 Shallow Concentrated Flow, Crops Cultivated Straight Rows Kv= 9.0 fps
39.6 2,540 Total
Subcatchment 12S: Direct E
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=39.000 ac Runoff Volume=8.858 af
Runoff Depth=2.73" Flow Length=2,540'
Tc=39.6 min
72.72 cfs
Page 34HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Subcatchment 13S: Direct Watershed
Runoff = 209.33 cfs @ 12.34 hrs, Volume= 19.247 af, Depth= 2.82" Routed to Pond 8P : Hauber Wetland
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs MSE 24-hr 4 10 Yr Rainfall=4.50"
Area (ac) CN Description
* 6.000 100 Wetland
22.000 78 Row crops, straight row, Good, HSG B
54.000 85 Row crops, straight row, Good, HSG C
82.000 84 Weighted Average
76.000 92.68% Pervious Area
6.000 7.32% Impervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
10.0 100 0.0200 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.10"
13.9 1,300 0.0300 1.56 Shallow Concentrated Flow, Cultivated Straight Rows Kv= 9.0 fps
23.9 1,400 Total
Subcatchment 13S: Direct Watershed
Runoff
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
MSE 24-hr 4 10 Yr Rainfall=4.50"
Runoff Area=82.000 ac Runoff Volume=19.247 af
Runoff Depth=2.82" Flow Length=1,400'
Tc=23.9 min
209.33 cfs
Page 35HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 2P: Southwest Pond
Inflow Area = 71.000 ac, 16.20% Impervious, Inflow Depth = 2.55" for 10 Yr event Inflow = 137.32 cfs @ 12.46 hrs, Volume= 15.076 af Outflow = 11.71 cfs @ 14.31 hrs, Volume= 11.485 af, Atten= 91%, Lag= 110.7 min Primary = 11.71 cfs @ 14.31 hrs, Volume= 11.485 af Routed to Pond 8P : Hauber Wetland
Routing by Stor-Ind method, Time Span= 0.00-50.00 hrs, dt= 0.05 hrs Peak Elev= 1,181.90' @ 14.31 hrs Surf.Area= 6.789 ac Storage= 10.158 af
Plug-Flow detention time= 753.4 min calculated for 11.474 af (76% of inflow) Center-of-Mass det. time= 677.9 min ( 1,514.1 - 836.2 )
Volume Invert Avail.Storage Storage Description #1 1,180.00' 85.805 af Custom Stage Data (Prismatic) Listed below (Recalc)
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,180.00 3.980 0.000 0.000 1,181.00 5.410 4.695 4.695 1,182.00 6.950 6.180 10.875 1,183.00 8.600 7.775 18.650 1,184.00 10.360 9.480 28.130 1,185.00 12.270 11.315 39.445 1,186.00 14.340 13.305 52.750 1,187.00 16.520 15.430 68.180 1,188.00 18.730 17.625 85.805
Device Routing Invert Outlet Devices #1 Primary 1,180.00' 10.0" Round Culvert
L= 70.0' RCP, sq.cut end projecting, Ke= 0.500 Inlet / Outlet Invert= 1,180.00' / 1,177.00' S= 0.0429 '/' Cc= 0.900 n= 0.013, Flow Area= 0.55 sf
#2 Primary 1,181.60' 20.0' long + 4.0 '/' SideZ x 3.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
2.50 3.00 3.50 4.00 4.50 Coef. (English) 2.44 2.58 2.68 2.67 2.65 2.64 2.64 2.68 2.68
2.72 2.81 2.92 2.97 3.07 3.32
#3 Primary 1,182.80' 700.0' long + 4.0 '/' SideZ x 10.0' breadth Broad-Crested Rectangular Weir Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 Coef. (English) 2.49 2.56 2.70 2.69 2.68 2.69 2.67 2.64
Primary OutFlow Max=11.64 cfs @ 14.31 hrs HW=1,181.90' (Free Discharge) 1=Culvert (Inlet Controls 3.19 cfs @ 5.86 fps) 2=Broad-Crested Rectangular Weir (Weir Controls 8.44 cfs @ 1.35 fps)
Page 36HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Pond 2P: Southwest Pond
Inflow Primary
Hydrograph
Time (hours) 50484644424038363432302826242220181614121086420
F
Inflow Area=71.000 ac Peak Elev=1,181.90'
Storage=10.158 af
137.32 cfs
11.71 cfs
Page 37HydroCAD® 10.20-5c s/n 00709 © 2023 HydroCAD Software Solutions LLC
Summary for Pond 7P: Northwest Pond
Inflow Area = 56.000 ac, 7.50% Impervious, Inflow Depth = 2.73" for 10 Yr event Inflow = 111.47…
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