Engineer's Design Report.pdf
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- Attached to
- 26-05 Wri922420D (Wright)
- Solicitation number
- 26-05 Wri922420D (Wright)
- Issued by
- Carroll County, Iowa
About this file
This Engineer's Design Report details a constructed wetland project in Wright County, Iowa, approximately 2 miles northeast of Clarion, jointly owned by members of the Peterson family and administered by Ducks Unlimited in coordination with the Iowa Department of Agriculture & Land Stewardship (IDALS). The project encompasses construction of a traditional breakpoint nutrient reduction wetland designed to treat runoff from a 627.2-acre watershed through natural processes that convert nitrates to nitrogen gas and capture sediment with phosphorus. The scope of work includes approximately 12,950 cubic yards of earthwork, selective clearing and grading, installation of 932 square feet of steel sheet pile weir, 2,500 linear feet of subsurface drainage tile modifications, 59 linear feet of drawdown pipe, 532 tons of riprap, 106 cubic yards of concrete grout, two sedimentation basins, two submerged berms, and seeding of 26.3 acres. The wetland will be designed per NRCS Conservation Practice Standard Code 656 and Code 410 criteria with a normal water level elevation of 1094.1, storage capacity of 55.303 acre-feet, and capacity to pass a 100-year storm event without overtopping. Construction must commence within 14 days of the preconstruction meeting and achieve substantial completion by June 15, 2027, with buffer seeding completed by June 30, 2027, and structure seeding by September 15, 2027.
The estimated construction cost range is $450,000 to $550,000. Sealed bids are due July 16, 2026 at 3:00 p.m. through the Iowa Management of Procurement and Contracts System (IMPACS). A non-mandatory pre-bid conference is scheduled for July 1, 2026 at 9:00 a.m. at the USDA Service Center in Clarion, Iowa. Bidders must submit a bid bond equal to ten percent of the bid amount and maintain registration with the Iowa Department of Inspections, Appeals & Licensing; the successful bidder will furnish a Performance/Payment Bond equal to one hundred percent of the contract price. Written questions regarding plans and specifications must be submitted to Andrew Schippers (aschippers@ducks.org) and Tracy Blocker (tracy.blocker@iowaagriculture.gov) by 3:00 p.m. on July 8, 2026 for inclusion in a final addendum. The project includes design-build coordination for septic system updates at an adjacent homestead and requires coordination with Wright County for work within county road rights-of-way at Nelson Avenue and 200th Street. Plans and specifications were prepared by Andrew Schippers, P.E. of Ducks Unlimited and are available through the Iowa Agriculture website and the Iowa Department of Administrative Services bidding portal.
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Text version
GREAT LAKES/ATLANTIC REGION
7322 Newman Blvd., Bldg. 2
Dexter, MI 48130
(734) 623-2000 www.ducks.org
1 | P a g e
Table of Contents Introduction Project Location
Site Characteristics Pre-development Conditions
Post-development Conditions
Embankment Design
Subsurface Drainage Tile Modification
Sedimentation Analysis
Use of County Roads
Floodways, Floodplains, and Wetlands Runoff Analysis Watershed
Time of Concentration Precipitation Model
Runoff Model
Runoff Conveyance Hydraulic Model Summary & Conclusions
(Appendices listed on next page)
Dexter, MI 48130
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Appendix HydroCAD Report – Existing Conditions ................................................................................ A-1
HydroCAD Report – Proposed Conditions .............................................................................. A-2 StreamStats Report .................................................................................................................. A-3
Watershed Characteristics ....................................................................................................... A-4
Sheet Pile Design .................................................................................................................... A-5
CTS Geotechnical Report ........................................................................................................ A-6
NRCS Soil Report ................................................................................................................... A-7
NRCS Hydrologic Soil Report ................................................................................................ A-8
Tile #1 Calculations ................................................................................................................ A-9
Tile #2 Calculations .............................................................................................................. A-10 Tile #3 Calculations .............................................................................................................. A-11
Tile #4 Calculations .............................................................................................................. A-12
Stilling Basin Riser Calculations ........................................................................................... A-13
Sediment Accumulation Calculations .................................................................................... A-14
FEMA Flood Map ................................................................................................................. A-15
FWS Wetland Inventory Map ................................................................................................ A-16
DU Survey Points Visual Map .............................................................................................. A-17
Dexter, MI 48130
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Introduction
This constructed wetland project is located in Wright County, Iowa approximately 2 miles Northeast of Clarion, Iowa just West of Elm Lake. The constructed wetland site is jointly owned by several members of the Peterson family. The constructed wetland site is currently farmed in row crops and does not hold water for any extended period of time. Based our on-site survey and hydrologic resources, the site exhibits a watershed of approximately 627.2 acres that routes into the proposed wetland area before routing through a road culvert beneath Nelson Avenue. The Peterson’s currently rent the land out for farming, and plan to use the constructed wetland area primarily for water quality, recreation, and the intention of promoting wildlife on the site.
This wetland is planned to provide nutrient reduction benefits. 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 the sediment basin(s) on a regular basis.
The site was initially assessed by using remote digital desktop information to see if a wetland at this location was feasible. Payment information was presented to the landowner who expressed interest in participating with this project.
The wetland has been designed using the requirements outlined in NRCS Conservation Practice Standard (CPS), Constructed Wetland, Code 656 (December 2023). The project will include a constructed wetland using a sheet pile weir, berm, and includes two submerged berms. Several tile lines will be intercepted to outlet into graded channels to the wetland, or directly discharging into the wetland.
Iowa Engineering Job Approval Authority Form IA-ENG-6 (March 2019) was utilized to determine the project as Job IV Classification. Since the wetland primary design standard is CPS 656, Constructed Wetland, and the wetland falls under “Field Runoff Treatment”, with a drainage area over 300 acres and less than 1,000 acres, Job Classification IV applies. The Job Classification IV is still satisfied with the secondary design standard, CPS 410, Grade Stabilization Structure, since the effective height is less than 30 feet.
Iowa Department of Agricultural and Land Stewardship (IDALS) will submit permits for this project, which will include obtaining permits from The State Historic Preservation Office (SHPO), The Army Corps of Engineers, and the Iowa Department of Natural Resources (DNR), and the local Drainage District.
The permanent easement for this project will be on one landowner. We will be updating the abstract and will have a signed easement recorded for the area as shown on the attached site plan drawing.
Construction to daylight one tile (18") will extend east of the wetland onto one neighboring property.
Another 15" tile will be daylighted from the neighboring property to the South. These neighbors have been contacted, agreed to this work, and a construction easement will be signed once the final plans are approved. All other tile modifications occur on the subject property.
Proposed work includes:
1) Grading out within the wetland area, 2) Create berm to impound water within the wetland area, 3)
Provide sheet pile primary weir within berm, 4) Daylighting multiple drainage tile into the wetland, 5) Provide submerged berms for water retention, 6) Provide water control structure for water management, and 7) Seeding and restoration of disturbed areas.
Dexter, MI 48130
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Project Location
Site Characteristics
Pre-Development Conditions
Pre-development conditions for the work area include the uses described in the previous section, which is predominately an agricultural landscape. The surrounding areas outside the work area are mostly grain production agricultural, row crops, but also include pastures and some timber. Mild topography is predominant in the area with small waterways, drainage ditches, and culverts. The majority of ground cover is row crops during the growing season with a combination of row crop residue, tillage areas, and cover crop during non-growing season months. Soil types in the area vary with dominant hydrologic soil group D. Hydrologic soil group D is known to have a slow infiltration rate resulting in high runoff potential when wet. NRCS Soil Map for Hydrologic Soil Groups within the Area of Interest is located in the appendix of this report. The Area of Interest (AOI) shown on the NRCS Soil Report and NRCS Hydrologic Soil Report.
There is a homestead located approximately 200 feet Northwest of the proposed wetland project. DU interviewed the homestead owner and surveyed the existing basement top-of-slab elevation, which is 1196.4ʹ. In addition, the grade surrounding the immediate area of the home is approximately at
Dexter, MI 48130
5 | P a g e elevation 1202.0ʹ. DU considered these constraints with the design of the wetland, which is described more in the Embankment Design section, below. Furthermore, the homestead currently exhibits a septic line tied into the existing 14" diameter clay tile main (drainage district tile). This landowner has agreed to update their septic system, which will be in included as a bid item for this project and shall be a design-build component coordinated with the County Sanitarian.
Post-Development Conditions
Post-Development conditions will remain the same as pre-development for the basin tributary to the wetland area. This project includes grading within the wetland area itself and creating a berm at the downstream end of the wetland just East of the Nelson Avenue Road culvert. None of the proposed work will change the tributary area or runoff characteristics of the basin.
It should be noted that the primary design standard for this project is the NRCS CPS, Constructed Wetland, Code 656 (December 2023). The definition of this standard is, “An artificial wetland ecosystem with hydrophytic vegetation for biological treatment of water.” Since the sheet pile weir will be a full flow open structure, NRCS CPS 410, Grade Stabilization Structure (January 2023), is the standard utilized for designing the primary weir and berm.
Embankment Design
CPS 410, Table 1 – Design Criteria for Establishing Minimum Capacity of Full-flow Open Structures was utilized in the design of the embankment and spillway. The Classification initially considered is a Maximum Drainage Area of 900 acres with a Vertical Drop of 0-10 feet. This classification requires a minimum storm design frequency of 10 years for the principal spillway capacity, and a storm design frequency of 25-years for the Total Capacity (24-hour duration storm).
CPS 656 also requires the impoundment to have sufficient capacity to handle the peak flow and runoff volume from the 25-year frequency, 24-hour duration storm without overtopping the embankment, and provide erosion protection for the perimeter embankment. This criteria is met with the design, which is able to pass a 100-year storm through the sheet pile weir, while still providing 1-foot of freeboard.
The wetland design exhibits a water storage capacity of 55.303 acre-feet associated with the top of dam contour. The top of dam elevation is 1198.7ʹ and the downstream toe of the dam at the lowest elevation of the outside limit of the dam is 1191.4ʹ. Accordingly, the vertical distance between these two points is 7.3ʹ, which causes this wetland to be considered a jurisdictional dam by Iowa DNR dam safety criteria.
The design criteria for Iowa DNR dam safety for Low Hazard Dams is providing a principal spillway designed for a Q10 (10% probability occurrence per year) without engaging an auxiliary spillway, and then to be able to withstand a Q100 (1% probability occurrence per year) without overtopping the dam. Due to this wetland site being located adjacent to a homestead, the more conservative design criteria were utilized in the hydrologic modeling. Specifically, the principal spillway (sheet pile weir) was designed to route a 100-year storm event without an auxiliary spillway. This design criteria satisfies both the NRCS guidelines and the Iowa DNR dam safety criteria.
The sheet pile weir spillway exhibits a 60 feet wide crest with sidewalls that slope up 2:1. The 25-year storm bounce in the wetland is 1197.02ʹ and the 100-year storm bounce in the wetland is 1197.58ʹ.
Dexter, MI 48130
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The sheet pile sidewalls are designed at 1197.7ʹ, in accordance with CPS 410 design criteria (sidewalls set 0.5ʹ higher than the water surface attained by the principal spillway design discharge and at or above the maximum water surface attained by the total capacity design discharge). The top of embankment was set 1 foot higher than the sheet pile sidewalls (1198.7ʹ). Due to this being a jurisdictional dam, DU verified that the top of dam contour (1198.7ʹ) does not extend onto any neighboring properties.
Due to the adjacent homestead basement top-of-slab elevation at 1196.4ʹ, DU designed the Normal Water Level of the wetland at 1094.1ʹ, which is 2.3 feet below the top of basement slab elevation.
DU excavated test pits within the wetland area and adjacent to the homestead during our tile investigation, and Certified Testing Services, Inc. (CTS) conducted soil borings at the proposed sheet pile location and adjacent to the homestead. Based on the soil information collected, it is unlikely that water infiltration would occur from the wetland site, through the in-situ soils, and into the basement of the homestead at Normal Water Level conditions. As another precautionary design consideration for when storm bounce occurs within the wetland, a 4 feet deep clay core will be provided with the berm. This will minimize water migration underneath the berm and prevent water to migrate toward the homestead. With the NWL set at 1094.1ʹ, any storm bounce elevation exceeding 1196.4ʹ in elevation should fall within 24 hours or less and should not be able to affect the homestead.
Two submerged berms have been designed perpendicular to the flow direction in the wetland in order to maximize residence time and increase hydraulic efficiency. These submerged berms are designed with 6-foot-wide tops at elevation 1193.6ʹ (6" below the NWL), provided with 3:1 side slopes.
Subsurface Drainage Tile Modification
DU performed a tile investigation at the subject property in order to measure location and elevation of multiple known tile, as well as to determine if other tile exist on the property. The results of our investigation is shown in the engineering plans. DU located all known tile and other unknown tile.
Modifications to these tile were designed in order to outlet drainage tile inverts at least 1 foot above the NWL (1095.1ʹ). Existing pipe flow rate capacities were matches or exceeded with all tile modifications, which is shown in the appendices of this report.
Sedimentation Analysis
DU analyzed the sedimentation accumulation anticipated for this site, which is included in the appendix of this report. Based on our analysis, the wetland would be expected to fill in with sediment after approximately 49 years. Accordingly, two 15ʹx30ʹ sedimentation basins have been designed for this site at the upstream end of the wetland at the two main waterways (North and South). These sedimentation basins will allow for periodic maintenance and for removing of sediment captured prior to entering the wetland, which will extend the life of the wetland.
Usage of County Roads
There will be no planned usage of county roads except for when the contractor mobilizes to the site.
There will be a need to work within the right of way (ROW) at Nelson Avenue and 200th Street in order to accomplish the work. This will need to be coordinated by IDALS with Wright County.
Dexter, MI 48130
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Floodways, Floodplains, and Wetlands
FEMA Map Number 19197C0175C, located in the appendix of this report, shows the existing agricultural area within Zone A. Zone A refers to areas within the Special Flood Hazard Area (SFHA) 1% annual chance flood that do not have listed Base Flood Elevation (BFE). No portion of the project area is located within a Regulatory Floodway.
The U.S. Fish and Wildlife Service National Wetlands Inventory Map located in the appendix of this report shows “Riverine” wetlands routing down the waterways of this site. However, it should be noted that there are no defined ditches or swales routing through this area, and the land is currently being row cropped.
Runoff Analysis
Watershed
Tributary area to the wetland area is determined to be 627.2 acres. This basin was determined with the aid of StreamStats which is a web-based Geographic Information System (GIS) application made available by the United States Geological Survey (USGS). The basin area and other basin characteristics provided by the StreamStats application were reviewed prior to being referenced for this project. A watershed map and StreamStats informational report are included in the appendix of this report.
Time of Concentration
Time of Concentration was calculated using the NRCS Lag Method which is appropriate for this watershed due to is rural character and long hydraulic length. Flow length of the watershed is shown on the watershed map in the appendix of this report, which was derived from StreamStats. NRCS Lag Method considers the flow length, average watershed slope, and maximum potential retention which is a factor of the SCS curve number (CN). Flow length, average watershed slope, and CN used for runoff analysis for this watershed are listed in the HydroCAD Report in the appendix. The average slope of the entire watershed taken from LiDAR data (3.27%) was utilized in this analysis.
Precipitation Model
The rainfall events and intensities were obtained from the HydroCAD lookup table for Wright County, Iowa, MSE, 24-hour, Storm Curve 3 (MSE3). These rainfall events were compared to the MSE 3 rainfall intensities provided by Title 210, National Engineering Handbook, 2nd Ed., Amend. 1, July 2021, Figure IA2-25, Wright County, NOAA 14 Rainfall Type MSE3. The HydroCAD Report in the appendix reflects the precipitation model and rainfall intensities for MSE3.
Runoff Model
SCS TR-20 NRCS Peak Flow method was utilized as a runoff model. SCS methods combine land use and soil type into a single parameter known as the Curve Number (CN). Based on the various land uses and the hydrologic soil groups (predominately HSG D) within the watershed discussed earlier in this report, a weighted CN of 88 was determined to be appropriate assuming straight row crops in good condition.
Dexter, MI 48130
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Runoff Conveyance
Hydraulic Model
HydroCAD 10.20-2g was utilized to model the watershed. Input parameters include watershed size, SCS CN (determined by land use and soil types), time of concentration calculations, precipitation input, stage-storage, discharge, and outlet details. The watershed was modeled with the proposed berm and principal spillway. The HydroCAD Hydrograph Report is included in the appendix.
Summary & Conclusions
This project does not change the natural drainage area, drainage courses, runoff coefficients, or any other characteristics of the watershed. The wetland will be graded down, and any spoil material will be re-spread outside of the floodplain area. A berm will be constructed at the downstream end of the wetland, which will be designed to accommodate a 100-year design storm without affecting neighboring properties. Significant benefits to the wetland area and areas upstream of the wetland area include improving water quality, promotion of wildlife habitat, as well as a nutrient and sediment buffer.
Dexter, MI 48130
LEADER IN WETLANDS CONSERVATION
Appendix A-1
HydroCAD Report – Existing Conditions
1S
North-East Drainage Area
4S
South Drainage Area
2P
Nelson Ave Road Culvert
3P
200th Street Culvert
Routing Diagram for IA-340-8 - Existing Conditions Prepared by Ducks Unlimited
HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Subcat Reach Pond Link
IA-340-8 - Existing Conditions Prepared by Ducks Unlimited
Page 2HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Project Notes
Rainfall events imported from "Atlas-14-Rain.txt" for 350 IA Greene Rainfall events imported from "NRCS-Rain.txt" for 1436 IA Greene Rainfall events imported from "NRCS-Rain.txt" for 1436 IA Greene Rainfall events imported from "NRCS-Rain.txt" for 1449 IA Jasper Rainfall events imported from "NRCS-Rain.txt" for 1498 IA Wright Rainfall events imported from "NRCS-Rain.txt" for 1498 IA Wright
Page 3HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Rainfall Events Listing (selected events)
Event# Event Name
Storm Type Curve Mode Duration (hours)
B/B Depth (inches)
AMC
1 10-Year MSE 24-hr 3 Default 24.00 1 4.52 2 2 25-Year MSE 24-hr 3 Default 24.00 1 5.62 2 3 100-Year MSE 24-hr 3 Default 24.00 1 7.61 2
Page 4HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Area Listing (all nodes)
Area (acres)
CN Description (subcatchment-numbers)
627.200 88 Weighted Average (1S, 4S)
627.200 88 TOTAL AREA
Page 5HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Soil Listing (all nodes)
Area (acres)
Soil Group
Subcatchment Numbers
0.000 HSG A
0.000 HSG B
0.000 HSG C
0.000 HSG D
627.200 Other 1S, 4S
627.200 TOTAL AREA
Page 6HydroCAD® 10.20-2g s/n 04207 © 2022 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 0.000 0.000 627.200 627.200 Weighted Average 1S, 4S
0.000 0.000 0.000 0.000 627.200 627.200 TOTAL AREA
Page 7HydroCAD® 10.20-2g s/n 04207 © 2022 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)
1 2P 1,190.15 1,189.62 70.0 0.0076 0.025 91.0 52.0 0.0 2 3P 1,198.44 1,198.44 25.0 0.0000 0.012 48.0 24.0 0.0
Page 8HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Notes Listing (all nodes)
Line# Node Number
Notes
1 Project Rainfall events imported from "Atlas-14-Rain.txt" for 350 IA Greene 2 Rainfall events imported from "NRCS-Rain.txt" for 1436 IA Greene 3 Rainfall events imported from "NRCS-Rain.txt" for 1436 IA Greene 4 Rainfall events imported from "NRCS-Rain.txt" for 1449 IA Jasper 5 Rainfall events imported from "NRCS-Rain.txt" for 1498 IA Wright 6 Rainfall events imported from "NRCS-Rain.txt" for 1498 IA Wright
MSE 24-hr 3 10-Year Rainfall=4.52"IA-340-8 - Existing Conditions
Page 9HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Time span=0.00-480.00 hrs, dt=0.05 hrs, 9601 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=463.047 ac 0.00% Impervious Runoff Depth=3.22"Subcatchment 1S: North-East Flow Length=6,885' Slope=0.0327 '/' Tc=62.5 min CN=88 Runoff=835.83 cfs 124.060 af
Runoff Area=164.153 ac 0.00% Impervious Runoff Depth=3.22"Subcatchment 4S: South Drainage Area Flow Length=5,631' Slope=0.0327 '/' Tc=53.2 min CN=88 Runoff=329.34 cfs 43.980 af
Peak Elev=1,198.71' Storage=54.131 af Inflow=908.33 cfs 168.039 afPond 2P: Nelson Ave Road Primary=276.19 cfs 161.993 af Secondary=93.35 cfs 6.045 af Outflow=369.54 cfs 168.039 af
Peak Elev=1,203.18' Storage=838,433 cf Inflow=329.34 cfs 43.980 afPond 3P: 200th Street Culvert Primary=79.59 cfs 43.979 af Secondary=0.00 cfs 0.000 af Outflow=79.59 cfs 43.979 af
Total Runoff Area = 627.200 ac Runoff Volume = 168.040 af Average Runoff Depth = 3.22" 100.00% Pervious = 627.200 ac 0.00% Impervious = 0.000 ac
Page 10HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Summary for Subcatchment 1S: North-East Drainage Area
Runoff = 835.83 cfs @ 12.83 hrs, Volume= 124.060 af, Depth= 3.22" Routed to Pond 2P : Nelson Ave Road Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-480.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.52"
Area (ac) CN Description
* 463.047 88 Weighted Average
463.047 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
62.5 6,885 0.0327 1.84 Lag/CN Method, Subcatchment 1S: North-East Drainage Area
Runoff
Hydrograph
Time (hours) 480460440420400380360340320300280260240220200180160140120100806040200
F lo w cf s)
MSE 24-hr 3 10-Year Rainfall=4.52"
Runoff Area=463.047 ac Runoff Volume=124.060 af
Runoff Depth=3.22" Flow Length=6,885'
Slope=0.0327 '/' Tc=62.5 min
CN=88
835.83 cfs
Page 11HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 1S: North-East Drainage Area
Time (hours)
Precip.
(inches)
Excess (inches)
Runoff (cfs)
0.00 0.00 0.00 0.00
5.00 0.17 0.00 0.00
10.00 0.62 0.07 15.15
15.00 4.05 2.78 86.69
20.00 4.40 3.10 24.45
25.00 4.52 3.22 2.61
30.00 4.52 3.22 0.00
35.00 4.52 3.22 0.00
40.00 4.52 3.22 0.00
45.00 4.52 3.22 0.00
50.00 4.52 3.22 0.00
55.00 4.52 3.22 0.00
60.00 4.52 3.22 0.00
65.00 4.52 3.22 0.00
70.00 4.52 3.22 0.00
75.00 4.52 3.22 0.00
80.00 4.52 3.22 0.00
85.00 4.52 3.22 0.00
90.00 4.52 3.22 0.00
95.00 4.52 3.22 0.00
100.00 4.52 3.22 0.00
105.00 4.52 3.22 0.00
110.00 4.52 3.22 0.00
115.00 4.52 3.22 0.00
120.00 4.52 3.22 0.00
125.00 4.52 3.22 0.00
130.00 4.52 3.22 0.00
135.00 4.52 3.22 0.00
140.00 4.52 3.22 0.00
145.00 4.52 3.22 0.00
150.00 4.52 3.22 0.00
155.00 4.52 3.22 0.00
160.00 4.52 3.22 0.00
165.00 4.52 3.22 0.00
170.00 4.52 3.22 0.00
175.00 4.52 3.22 0.00
180.00 4.52 3.22 0.00
185.00 4.52 3.22 0.00
190.00 4.52 3.22 0.00
195.00 4.52 3.22 0.00
200.00 4.52 3.22 0.00
205.00 4.52 3.22 0.00
210.00 4.52 3.22 0.00
215.00 4.52 3.22 0.00
220.00 4.52 3.22 0.00
225.00 4.52 3.22 0.00
230.00 4.52 3.22 0.00
235.00 4.52 3.22 0.00
240.00 4.52 3.22 0.00
245.00 4.52 3.22 0.00
250.00 4.52 3.22 0.00
255.00 4.52 3.22 0.00
260.00 4.52 3.22 0.00
265.00 4.52 3.22 0.00
270.00 4.52 3.22 0.00
275.00 4.52 3.22 0.00
280.00 4.52 3.22 0.00
285.00 4.52 3.22 0.00
Time (hours)
Precip.
(inches)
Excess (inches)
Runoff (cfs)
290.00 4.52 3.22 0.00
295.00 4.52 3.22 0.00
300.00 4.52 3.22 0.00
305.00 4.52 3.22 0.00
310.00 4.52 3.22 0.00
315.00 4.52 3.22 0.00
320.00 4.52 3.22 0.00
325.00 4.52 3.22 0.00
330.00 4.52 3.22 0.00
335.00 4.52 3.22 0.00
340.00 4.52 3.22 0.00
345.00 4.52 3.22 0.00
350.00 4.52 3.22 0.00
355.00 4.52 3.22 0.00
360.00 4.52 3.22 0.00
365.00 4.52 3.22 0.00
370.00 4.52 3.22 0.00
375.00 4.52 3.22 0.00
380.00 4.52 3.22 0.00
385.00 4.52 3.22 0.00
390.00 4.52 3.22 0.00
395.00 4.52 3.22 0.00
400.00 4.52 3.22 0.00
405.00 4.52 3.22 0.00
410.00 4.52 3.22 0.00
415.00 4.52 3.22 0.00
420.00 4.52 3.22 0.00
425.00 4.52 3.22 0.00
430.00 4.52 3.22 0.00
435.00 4.52 3.22 0.00
440.00 4.52 3.22 0.00
445.00 4.52 3.22 0.00
450.00 4.52 3.22 0.00
455.00 4.52 3.22 0.00
460.00 4.52 3.22 0.00
465.00 4.52 3.22 0.00
470.00 4.52 3.22 0.00
475.00 4.52 3.22 0.00
480.00 4.52 3.22 0.00
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Summary for Subcatchment 4S: South Drainage Area
Runoff = 329.34 cfs @ 12.71 hrs, Volume= 43.980 af, Depth= 3.22" Routed to Pond 3P : 200th Street Culvert
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-480.00 hrs, dt= 0.05 hrs MSE 24-hr 3 10-Year Rainfall=4.52"
Area (ac) CN Description
* 164.153 88 Weighted Average
164.153 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs)
53.2 5,631 0.0327 1.76 Lag/CN Method, Subcatchment 4S: South Drainage Area
Runoff
Hydrograph
Time (hours) 480460440420400380360340320300280260240220200180160140120100806040200
F lo w cf s)
MSE 24-hr 3 10-Year Rainfall=4.52"
Runoff Area=164.153 ac Runoff Volume=43.980 af
Runoff Depth=3.22" Flow Length=5,631'
Slope=0.0327 '/' Tc=53.2 min
329.34 cfs
Page 13HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Subcatchment 4S: South Drainage Area
Time (hours)
Precip.
(inches)
Excess (inches)
Runoff (cfs)
0.00 0.00 0.00 0.00
5.00 0.17 0.00 0.00
10.00 0.62 0.07 6.08
15.00 4.05 2.78 26.89
20.00 4.40 3.10 8.47
25.00 4.52 3.22 0.58
30.00 4.52 3.22 0.00
35.00 4.52 3.22 0.00
40.00 4.52 3.22 0.00
45.00 4.52 3.22 0.00
50.00 4.52 3.22 0.00
55.00 4.52 3.22 0.00
60.00 4.52 3.22 0.00
65.00 4.52 3.22 0.00
70.00 4.52 3.22 0.00
75.00 4.52 3.22 0.00
80.00 4.52 3.22 0.00
85.00 4.52 3.22 0.00
90.00 4.52 3.22 0.00
95.00 4.52 3.22 0.00
100.00 4.52 3.22 0.00
105.00 4.52 3.22 0.00
110.00 4.52 3.22 0.00
115.00 4.52 3.22 0.00
120.00 4.52 3.22 0.00
125.00 4.52 3.22 0.00
130.00 4.52 3.22 0.00
135.00 4.52 3.22 0.00
140.00 4.52 3.22 0.00
145.00 4.52 3.22 0.00
150.00 4.52 3.22 0.00
155.00 4.52 3.22 0.00
160.00 4.52 3.22 0.00
165.00 4.52 3.22 0.00
170.00 4.52 3.22 0.00
175.00 4.52 3.22 0.00
180.00 4.52 3.22 0.00
185.00 4.52 3.22 0.00
190.00 4.52 3.22 0.00
195.00 4.52 3.22 0.00
200.00 4.52 3.22 0.00
205.00 4.52 3.22 0.00
210.00 4.52 3.22 0.00
215.00 4.52 3.22 0.00
220.00 4.52 3.22 0.00
225.00 4.52 3.22 0.00
230.00 4.52 3.22 0.00
235.00 4.52 3.22 0.00
240.00 4.52 3.22 0.00
245.00 4.52 3.22 0.00
250.00 4.52 3.22 0.00
255.00 4.52 3.22 0.00
260.00 4.52 3.22 0.00
265.00 4.52 3.22 0.00
270.00 4.52 3.22 0.00
275.00 4.52 3.22 0.00
280.00 4.52 3.22 0.00
285.00 4.52 3.22 0.00
Time (hours)
Precip.
(inches)
Excess (inches)
Runoff (cfs)
290.00 4.52 3.22 0.00
295.00 4.52 3.22 0.00
300.00 4.52 3.22 0.00
305.00 4.52 3.22 0.00
310.00 4.52 3.22 0.00
315.00 4.52 3.22 0.00
320.00 4.52 3.22 0.00
325.00 4.52 3.22 0.00
330.00 4.52 3.22 0.00
335.00 4.52 3.22 0.00
340.00 4.52 3.22 0.00
345.00 4.52 3.22 0.00
350.00 4.52 3.22 0.00
355.00 4.52 3.22 0.00
360.00 4.52 3.22 0.00
365.00 4.52 3.22 0.00
370.00 4.52 3.22 0.00
375.00 4.52 3.22 0.00
380.00 4.52 3.22 0.00
385.00 4.52 3.22 0.00
390.00 4.52 3.22 0.00
395.00 4.52 3.22 0.00
400.00 4.52 3.22 0.00
405.00 4.52 3.22 0.00
410.00 4.52 3.22 0.00
415.00 4.52 3.22 0.00
420.00 4.52 3.22 0.00
425.00 4.52 3.22 0.00
430.00 4.52 3.22 0.00
435.00 4.52 3.22 0.00
440.00 4.52 3.22 0.00
445.00 4.52 3.22 0.00
450.00 4.52 3.22 0.00
455.00 4.52 3.22 0.00
460.00 4.52 3.22 0.00
465.00 4.52 3.22 0.00
470.00 4.52 3.22 0.00
475.00 4.52 3.22 0.00
480.00 4.52 3.22 0.00
Page 14HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Summary for Pond 2P: Nelson Ave Road Culvert
[79] Warning: Submerged Pond 3P Primary device # 1 by 0.27'
Inflow Area = 627.200 ac, 0.00% Impervious, Inflow Depth = 3.22" for 10-Year event Inflow = 908.33 cfs @ 12.84 hrs, Volume= 168.039 af Outflow = 369.54 cfs @ 13.79 hrs, Volume= 168.039 af, Atten= 59%, Lag= 57.0 min Primary = 276.19 cfs @ 13.79 hrs, Volume= 161.993 af Secondary = 93.35 cfs @ 13.79 hrs, Volume= 6.045 af
Routing by Stor-Ind method, Time Span= 0.00-480.00 hrs, dt= 0.05 hrs Peak Elev= 1,198.71' @ 13.79 hrs Surf.Area= 21.142 ac Storage= 54.131 af
Plug-Flow detention time= 79.9 min calculated for 168.021 af (100% of inflow) Center-of-Mass det. time= 79.9 min ( 940.9 - 861.0 )
Volume Invert Avail.Storage Storage Description #1 1,190.00' 85.350 af Existing Basin Storage (Prismatic) Listed below
Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet)
1,190.00 0.000 0.000 0.000 1,191.00 0.001 0.001 0.001 1,192.00 0.087 0.044 0.044 1,193.00 0.739 0.413 0.457 1,194.00 3.027 1.883 2.340 1,195.00 5.591 4.309 6.649 1,196.00 8.908 7.249 13.899 1,197.00 12.904 10.906 24.805 1,198.00 17.378 15.141 39.946 1,199.00 22.695 20.036 59.982 1,200.00 28.040 25.367 85.350
Device Routing Invert Outlet Devices #1 Primary 1,190.15' 91.0" W x 52.0" H Ellipse Nelson Ave Road Culvert
L= 70.0' CMP, mitered to conform to fill, Ke= 0.700 Inlet / Outlet Invert= 1,190.15' / 1,189.62' S= 0.0076 '/' Cc=
0.900 n= 0.025 Corrugated metal, Flow Area= 25.81 sf
#2 Secondary 1,198.34' Nelson Ave Top of Road, C= 3.27 Offset (feet) -257.75 -118.35 118.35 291.14 Elev. (feet) 1,200.00 1,198.34 1,198.64 1,200.00
Primary OutFlow Max=276.18 cfs @ 13.79 hrs HW=1,198.71' (Free Discharge) 1=Nelson Ave Road Culvert (Inlet Controls 276.18 cfs @ 10.70 fps)
Secondary OutFlow Max=92.53 cfs @ 13.79 hrs HW=1,198.71' (Free Discharge) 2=Nelson Ave Top of Road (Weir Controls 92.53 cfs @ 0.94 fps)
Page 15HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Pond 2P: Nelson Ave Road Culvert
Inflow Outflow Primary Secondary
Hydrograph
Time (hours) 480460440420400380360340320300280260240220200180160140120100806040200
F lo w cf s)
1,000
Inflow Area=627.200 ac Peak Elev=1,198.71'
Storage=54.131 af
908.33 cfs
369.54 cfs
276.19 cfs
93.35 cfs
Pond 2P: Nelson Ave Road Culvert
Total Primary Secondary
Stage-Discharge
Discharge (cfs) 2,0001,5001,0005000
E le va ti o n fe et
1,200
1,199
1,198
1,197
1,196
1,195
1,194
1,193
1,192
1,191
1,190
Nelson Ave Road Culvert
Nelson Ave Top of Road
Page 16HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Pond 2P: Nelson Ave Road Culvert
Surface Storage
Stage-Area-Storage
Storage (acre-feet) 8580757065605550454035302520151050
Surface/Horizontal/Wetted Area (acres) 2826242220181614121086420
E le va ti o n fe et
1,200
1,199
1,198
1,197
1,196
1,195
1,194
1,193
1,192
1,191
1,190 Existing Basin Storage
Page 17HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 2P: Nelson Ave Road Culvert
Time (hours)
Inflow (cfs)
Storage (acre-feet)
Elevation (feet)
Outflow (cfs)
Primary (cfs)
Secondary (cfs)
0.00 0.00 0.000 1,190.00 0.00 0.00 0.00
10.00 21.17 0.028 1,191.63 20.80 20.80 0.00
20.00 32.94 0.519 1,193.03 72.22 72.22 0.00
30.00 0.00 0.000 1,190.15 0.00 0.00 0.00
40.00 0.00 0.000 1,190.15 0.00 0.00 0.00
50.00 0.00 0.000 1,190.15 0.00 0.00 0.00
60.00 0.00 0.000 1,190.15 0.00 0.00 0.00
70.00 0.00 0.000 1,190.15 0.00 0.00 0.00
80.00 0.00 0.000 1,190.15 0.00 0.00 0.00
90.00 0.00 0.000 1,190.15 0.00 0.00 0.00
100.00 0.00 0.000 1,190.15 0.00 0.00 0.00
110.00 0.00 0.000 1,190.15 0.00 0.00 0.00
120.00 0.00 0.000 1,190.15 0.00 0.00 0.00
130.00 0.00 0.000 1,190.15 0.00 0.00 0.00
140.00 0.00 0.000 1,190.15 0.00 0.00 0.00
150.00 0.00 0.000 1,190.15 0.00 0.00 0.00
160.00 0.00 0.000 1,190.15 0.00 0.00 0.00
170.00 0.00 0.000 1,190.15 0.00 0.00 0.00
180.00 0.00 0.000 1,190.15 0.00 0.00 0.00
190.00 0.00 0.000 1,190.15 0.00 0.00 0.00
200.00 0.00 0.000 1,190.15 0.00 0.00 0.00
210.00 0.00 0.000 1,190.15 0.00 0.00 0.00
220.00 0.00 0.000 1,190.15 0.00 0.00 0.00
230.00 0.00 0.000 1,190.15 0.00 0.00 0.00
240.00 0.00 0.000 1,190.15 0.00 0.00 0.00
250.00 0.00 0.000 1,190.15 0.00 0.00 0.00
260.00 0.00 0.000 1,190.15 0.00 0.00 0.00
270.00 0.00 0.000 1,190.15 0.00 0.00 0.00
280.00 0.00 0.000 1,190.15 0.00 0.00 0.00
290.00 0.00 0.000 1,190.15 0.00 0.00 0.00
300.00 0.00 0.000 1,190.15 0.00 0.00 0.00
310.00 0.00 0.000 1,190.15 0.00 0.00 0.00
320.00 0.00 0.000 1,190.15 0.00 0.00 0.00
330.00 0.00 0.000 1,190.15 0.00 0.00 0.00
340.00 0.00 0.000 1,190.15 0.00 0.00 0.00
350.00 0.00 0.000 1,190.15 0.00 0.00 0.00
360.00 0.00 0.000 1,190.15 0.00 0.00 0.00
370.00 0.00 0.000 1,190.15 0.00 0.00 0.00
380.00 0.00 0.000 1,190.15 0.00 0.00 0.00
390.00 0.00 0.000 1,190.15 0.00 0.00 0.00
400.00 0.00 0.000 1,190.15 0.00 0.00 0.00
410.00 0.00 0.000 1,190.15 0.00 0.00 0.00
420.00 0.00 0.000 1,190.15 0.00 0.00 0.00
430.00 0.00 0.000 1,190.15 0.00 0.00 0.00
440.00 0.00 0.000 1,190.15 0.00 0.00 0.00
450.00 0.00 0.000 1,190.15 0.00 0.00 0.00
460.00 0.00 0.000 1,190.15 0.00 0.00 0.00
470.00 0.00 0.000 1,190.15 0.00 0.00 0.00
480.00 0.00 0.000 1,190.15 0.00 0.00 0.00
Page 18HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 2P: Nelson Ave Road Culvert
Elevation (feet)
Discharge (cfs)
Primary (cfs)
Secondary (cfs)
1,190.00 0.00 0.00 0.00 1,190.10 0.00 0.00 0.00 1,190.20 0.01 0.01 0.00 1,190.30 0.16 0.16 0.00 1,190.40 0.48 0.48 0.00 1,190.50 1.00 1.00 0.00 1,190.60 1.73 1.73 0.00 1,190.70 2.66 2.66 0.00 1,190.80 3.79 3.79 0.00 1,190.90 5.14 5.14 0.00 1,191.00 6.68 6.68 0.00 1,191.10 8.43 8.43 0.00 1,191.20 10.36 10.36 0.00 1,191.30 12.48 12.48 0.00 1,191.40 14.78 14.78 0.00 1,191.50 17.25 17.25 0.00 1,191.60 19.89 19.89 0.00 1,191.70 22.69 22.69 0.00 1,191.80 25.64 25.64 0.00 1,191.90 28.75 28.75 0.00 1,192.00 31.99 31.99 0.00 1,192.10 35.37 35.37 0.00 1,192.20 38.87 38.87 0.00 1,192.30 42.50 42.50 0.00 1,192.40 46.24 46.24 0.00 1,192.50 50.10 50.10 0.00 1,192.60 54.06 54.06 0.00 1,192.70 58.11 58.11 0.00 1,192.80 62.26 62.26 0.00 1,192.90 66.49 66.49 0.00 1,193.00 70.80 70.80 0.00 1,193.10 75.18 75.18 0.00 1,193.20 79.62 79.62 0.00 1,193.30 84.13 84.13 0.00 1,193.40 88.69 88.69 0.00 1,193.50 93.30 93.30 0.00 1,193.60 97.94 97.94 0.00 1,193.70 102.62 102.62 0.00 1,193.80 107.32 107.32 0.00 1,193.90 112.03 112.03 0.00 1,194.00 116.74 116.74 0.00 1,194.10 121.45 121.45 0.00 1,194.20 126.15 126.15 0.00 1,194.30 130.82 130.82 0.00 1,194.40 135.46 135.46 0.00 1,194.50 140.04 140.04 0.00 1,194.60 144.56 144.56 0.00 1,194.70 149.00 149.00 0.00 1,194.80 153.35 153.35 0.00 1,194.90 157.58 157.58 0.00 1,195.00 161.68 161.68 0.00 1,195.10 165.62 165.62 0.00 1,195.20 169.37 169.37 0.00 1,195.30 172.89 172.89 0.00 1,195.40 176.14 176.14 0.00 1,195.50 179.05 179.05 0.00 1,195.60 181.55 181.55 0.00 1,195.70 183.49 183.49 0.00
Elevation (feet)
Discharge (cfs)
Primary (cfs)
Secondary (cfs)
1,195.80 184.60 184.60 0.00 1,195.90 184.01 184.01 0.00 1,196.00 185.35 185.35 0.00 1,196.10 189.83 189.83 0.00 1,196.20 194.20 194.20 0.00 1,196.30 198.47 198.47 0.00 1,196.40 202.66 202.66 0.00 1,196.50 206.76 206.76 0.00 1,196.60 210.78 210.78 0.00 1,196.70 214.72 214.72 0.00 1,196.80 218.60 218.60 0.00 1,196.90 222.41 222.41 0.00 1,197.00 226.15 226.15 0.00 1,197.10 229.83 229.83 0.00 1,197.20 233.45 233.45 0.00 1,197.30 237.02 237.02 0.00 1,197.40 240.54 240.54 0.00 1,197.50 244.00 244.00 0.00 1,197.60 247.42 247.42 0.00 1,197.70 250.79 250.79 0.00 1,197.80 254.11 254.11 0.00 1,197.90 257.39 257.39 0.00 1,198.00 260.19 260.19 0.00 1,198.10 262.51 262.51 0.00 1,198.20 264.81 264.81 0.00 1,198.30 267.09 267.09 0.00 1,198.40 270.36 269.35 1.01 1,198.50 283.28 271.59 11.69 1,198.60 313.17 273.81 39.36 1,198.70 364.04 276.02 88.03 1,198.80 433.21 278.20 155.01 1,198.90 518.49 280.37 238.12 1,199.00 619.28 282.52 336.76 1,199.10 735.37 284.66 450.71 1,199.20 866.75 286.77 579.98 1,199.30 1,013.54 288.88 724.67 1,199.40 1,175.90 290.96 884.93 1,199.50 1,354.02 293.03 1,060.98 1,199.60 1,548.13 295.09 1,253.04 1,199.70 1,758.49 297.13 1,461.35 1,199.80 1,985.33 299.16 1,686.17 1,199.90 2,228.93 301.17 1,927.76 1,200.00 2,489.56 303.17 2,186.39
Page 19HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 2P: Nelson Ave Road Culvert
Elevation (feet)
Surface (acres)
Storage (acre-feet)
1,190.00 0.000 0.000 1,190.10 0.000 0.000 1,190.20 0.000 0.000 1,190.30 0.000 0.000 1,190.40 0.000 0.000 1,190.50 0.001 0.000 1,190.60 0.001 0.000 1,190.70 0.001 0.000 1,190.80 0.001 0.000 1,190.90 0.001 0.000 1,191.00 0.001 0.001 1,191.10 0.010 0.005 1,191.20 0.018 0.009 1,191.30 0.027 0.014 1,191.40 0.035 0.018 1,191.50 0.044 0.022 1,191.60 0.053 0.027 1,191.70 0.061 0.031 1,191.80 0.070 0.036 1,191.90 0.078 0.040 1,192.00 0.087 0.044 1,192.10 0.152 0.086 1,192.20 0.217 0.127 1,192.30 0.283 0.168 1,192.40 0.348 0.210 1,192.50 0.413 0.251 1,192.60 0.478 0.292 1,192.70 0.543 0.334 1,192.80 0.609 0.375 1,192.90 0.674 0.416 1,193.00 0.739 0.457 1,193.10 0.968 0.646 1,193.20 1.197 0.834 1,193.30 1.425 1.022 1,193.40 1.654 1.211 1,193.50 1.883 1.399 1,193.60 2.112 1.587 1,193.70 2.341 1.776 1,193.80 2.569 1.964 1,193.90 2.798 2.152 1,194.00 3.027 2.340 1,194.10 3.283 2.771 1,194.20 3.540 3.202 1,194.30 3.796 3.633 1,194.40 4.053 4.064 1,194.50 4.309 4.495 1,194.60 4.565 4.926 1,194.70 4.822 5.357 1,194.80 5.078 5.788 1,194.90 5.335 6.219 1,195.00 5.591 6.649 1,195.10 5.923 7.374 1,195.20 6.254 8.099 1,195.30 6.586 8.824 1,195.40 6.918 9.549 1,195.50 7.249 10.274 1,195.60 7.581 10.999 1,195.70 7.913 11.724
Elevation (feet)
Surface (acres)
Storage (acre-feet)
1,195.80 8.245 12.449 1,195.90 8.576 13.174 1,196.00 8.908 13.899 1,196.10 9.308 14.990 1,196.20 9.707 16.080 1,196.30 10.107 17.171 1,196.40 10.506 18.261 1,196.50 10.906 19.352 1,196.60 11.306 20.443 1,196.70 11.705 21.533 1,196.80 12.105 22.624 1,196.90 12.504 23.714 1,197.00 12.904 24.805 1,197.10 13.351 26.319 1,197.20 13.799 27.833 1,197.30 14.246 29.347 1,197.40 14.694 30.861 1,197.50 15.141 32.375 1,197.60 15.588 33.890 1,197.70 16.036 35.404 1,197.80 16.483 36.918 1,197.90 16.931 38.432 1,198.00 17.378 39.946 1,198.10 17.910 41.950 1,198.20 18.441 43.953 1,198.30 18.973 45.957 1,198.40 19.505 47.961 1,198.50 20.036 49.964 1,198.60 20.568 51.968 1,198.70 21.100 53.972 1,198.80 21.632 55.975 1,198.90 22.163 57.979 1,199.00 22.695 59.982 1,199.10 23.229 62.519 1,199.20 23.764 65.056 1,199.30 24.298 67.593 1,199.40 24.833 70.130 1,199.50 25.367 72.666 1,199.60 25.902 75.203 1,199.70 26.437 77.740 1,199.80 26.971 80.276 1,199.90 27.506 82.813 1,200.00 28.040 85.350
Page 20HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Summary for Pond 3P: 200th Street Culvert
Inflow Area = 164.153 ac, 0.00% Impervious, Inflow Depth = 3.22" for 10-Year event Inflow = 329.34 cfs @ 12.71 hrs, Volume= 43.980 af Outflow = 79.59 cfs @ 13.82 hrs, Volume= 43.979 af, Atten= 76%, Lag= 66.7 min Primary = 79.59 cfs @ 13.82 hrs, Volume= 43.979 af Routed to Pond 2P : Nelson Ave Road Culvert Secondary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routing by Stor-Ind method, Time Span= 0.00-480.00 hrs, dt= 0.05 hrs Peak Elev= 1,203.18' @ 13.82 hrs Surf.Area= 592,639 sf Storage= 838,433 cf
Plug-Flow detention time= 97.9 min calculated for 43.974 af (100% of inflow) Center-of-Mass det. time= 97.9 min ( 927.0 - 829.1 )
Volume Invert Avail.Storage Storage Description #1 1,198.00' 5,262,028 cf Storage South of 200th Street Culvert (Prismatic) Listed below (Recalc
Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet)
1,198.00 0 0 0 1,199.00 436 218 218 1,200.00 871 654 872 1,201.00 132,684 66,778 67,649 1,202.00 318,032 225,358 293,007 1,203.00 562,882 440,457 733,464 1,204.00 726,668 644,775 1,378,239 1,205.00 850,640 788,654 2,166,893 1,206.00 971,780 911,210 3,078,103 1,207.00 1,093,879 1,032,830 4,110,933 1,208.00 1,208,311 1,151,095 5,262,028
Device Routing Invert Outlet Devices #1 Primary 1,198.44' 48.0" W x 24.0" H Box 2'x4' Road Culvert
L= 25.0' Box, 30-75° wingwalls, square crown, Ke= 0.400 Inlet / Outlet Invert= 1,198.44' / 1,198.44' S= 0.0000 '/' Cc=
0.900 n= 0.012 Concrete pipe, finished, Flow Area= 8.00 sf
#2 Secondary 1,204.07' 200th St Top of Road, C= 3.27 Offset (feet) -234.90 169.69 318.45 441.99 Height (feet) 1.13 0.20 0.34 1.13
Primary OutFlow Max=79.59 cfs @ 13.82 hrs HW=1,203.18' (Free Discharge) 1=2'x4' Road Culvert (Inlet Controls 79.59 cfs @ 9.95 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=1,198.00' (Free Discharge) 2=200th St Top of Road ( Controls 0.00 cfs)
Page 21HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Pond 3P: 200th Street Culvert
Inflow Outflow Primary Secondary
Hydrograph
Time (hours) 480460440420400380360340320300280260240220200180160140120100806040200
F lo w cf s)
Inflow Area=164.153 ac Peak Elev=1,203.18' Storage=838,433 cf
329.34 cfs
79.59 cfs
79.59 cfs
0.00 cfs
Pond 3P: 200th Street Culvert
Total Primary Secondary
Stage-Discharge
Discharge (cfs) 3,0002,5002,0001,5001,0005000
E le va ti o n fe et
1,208
1,207
1,206
1,205
1,204
1,203
1,202
1,201
1,200
1,199
1,198
2'x4' Road Culvert
200th St Top of Road
Page 22HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Pond 3P: 200th Street Culvert
Surface Storage
Stage-Area-Storage
Storage (cubic-feet) 5,000,0004,000,0003,000,0002,000,0001,000,0000
Surface/Horizontal/Wetted Area (sq-ft) 1,200,0001,000,000800,000600,000400,000200,0000
E le va ti o n fe et
1,208
1,207
1,206
1,205
1,204
1,203
1,202
1,201
1,200
1,199
1,198 Storage South of 200th Street Culvert
Page 23HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Hydrograph for Pond 3P: 200th Street Culvert
Time (hours)
Inflow (cfs)
Storage (cubic-feet)
Elevation (feet)
Outflow (cfs)
Primary (cfs)
Secondary (cfs)
0.00 0.00 0 1,198.00 0.00 0.00 0.00
10.00 6.08 311 1,199.19 6.02 6.02 0.00
20.00 8.47 413 1,199.38 8.49 8.49 0.00
30.00 0.00 42 1,198.44 0.00 0.00 0.00
40.00 0.00 42 1,198.44 0.00 0.00 0.00
50.00 0.00 42 1,198.44 0.00 0.00 0.00
60.00 0.00 42 1,198.44 0.00 0.00 0.00
70.00 0.00 42 1,198.44 0.00 0.00 0.00
80.00 0.00 42 1,198.44 0.00 0.00 0.00
90.00 0.00 42 1,198.44 0.00 0.00 0.00
100.00 0.00 42 1,198.44 0.00 0.00 0.00
110.00 0.00 42 1,198.44 0.00 0.00 0.00
120.00 0.00 42 1,198.44 0.00 0.00 0.00
130.00 0.00 42 1,198.44 0.00 0.00 0.00
140.00 0.00 42 1,198.44 0.00 0.00 0.00
150.00 0.00 42 1,198.44 0.00 0.00 0.00
160.00 0.00 42 1,198.44 0.00 0.00 0.00
170.00 0.00 42 1,198.44 0.00 0.00 0.00
180.00 0.00 42 1,198.44 0.00 0.00 0.00
190.00 0.00 42 1,198.44 0.00 0.00 0.00
200.00 0.00 42 1,198.44 0.00 0.00 0.00
210.00 0.00 42 1,198.44 0.00 0.00 0.00
220.00 0.00 42 1,198.44 0.00 0.00 0.00
230.00 0.00 42 1,198.44 0.00 0.00 0.00
240.00 0.00 42 1,198.44 0.00 0.00 0.00
250.00 0.00 42 1,198.44 0.00 0.00 0.00
260.00 0.00 42 1,198.44 0.00 0.00 0.00
270.00 0.00 42 1,198.44 0.00 0.00 0.00
280.00 0.00 42 1,198.44 0.00 0.00 0.00
290.00 0.00 42 1,198.44 0.00 0.00 0.00
300.00 0.00 42 1,198.44 0.00 0.00 0.00
310.00 0.00 42 1,198.44 0.00 0.00 0.00
320.00 0.00 42 1,198.44 0.00 0.00 0.00
330.00 0.00 42 1,198.44 0.00 0.00 0.00
340.00 0.00 42 1,198.44 0.00 0.00 0.00
350.00 0.00 42 1,198.44 0.00 0.00 0.00
360.00 0.00 42 1,198.44 0.00 0.00 0.00
370.00 0.00 42 1,198.44 0.00 0.00 0.00
380.00 0.00 42 1,198.44 0.00 0.00 0.00
390.00 0.00 42 1,198.44 0.00 0.00 0.00
400.00 0.00 42 1,198.44 0.00 0.00 0.00
410.00 0.00 42 1,198.44 0.00 0.00 0.00
420.00 0.00 42 1,198.44 0.00 0.00 0.00
430.00 0.00 42 1,198.44 0.00 0.00 0.00
440.00 0.00 42 1,198.44 0.00 0.00 0.00
450.00 0.00 42 1,198.44 0.00 0.00 0.00
460.00 0.00 42 1,198.44 0.00 0.00 0.00
470.00 0.00 42 1,198.44 0.00 0.00 0.00
480.00 0.00 42 1,198.44 0.00 0.00 0.00
Page 24HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Stage-Discharge for Pond 3P: 200th Street Culvert
Elevation (feet)
Discharge (cfs)
Primary (cfs)
Secondary (cfs)
1,198.00 0.00 0.00 0.00 1,198.10 0.00 0.00 0.00 1,198.20 0.00 0.00 0.00 1,198.30 0.00 0.00 0.00 1,198.40 0.00 0.00 0.00 1,198.50 0.06 0.06 0.00 1,198.60 0.42 0.42 0.00 1,198.70 1.02 1.02 0.00 1,198.80 1.79 1.79 0.00 1,198.90 2.70 2.70 0.00 1,199.00 3.73 3.73 0.00 1,199.10 4.86 4.86 0.00 1,199.20 6.10 6.10 0.00 1,199.30 7.42 7.42 0.00 1,199.40 8.83 8.83 0.00 1,199.50 10.31 10.31 0.00 1,199.60 11.87 11.87 0.00 1,199.70 13.50 13.50 0.00 1,199.80 15.20 15.20 0.00 1,199.90 16.96 16.96 0.00 1,200.00 18.79 18.79 0.00 1,200.10 20.68 20.68 0.00 1,200.20 22.63 22.63 0.00 1,200.30 24.63 24.63 0.00 1,200.40 26.69 26.69 0.00 1,200.50 28.81 28.81 0.00 1,200.60 30.97 30.97 0.00 1,200.70 33.19 33.19 0.00 1,200.80 35.46 35.46 0.00 1,200.90 37.78 37.78 0.00 1,201.00 40.15 40.15 0.00 1,201.10 42.56 42.56 0.00 1,201.20 44.51 44.51 0.00 1,201.30 47.35 47.35 0.00 1,201.40 50.03 50.03 0.00 1,201.50 52.57 52.57 0.00 1,201.60 54.99 54.99 0.00 1,201.70 57.31 57.31 0.00 1,201.80 59.55 59.55 0.00 1,201.90 61.70 61.70 0.00 1,202.00 63.77 63.77 0.00 1,202.10 65.79 65.79 0.00 1,202.20 67.74 67.74 0.00 1,202.30 69.43 69.43 0.00 1,202.40 70.66 70.66 0.00 1,202.50 71.87 71.87 0.00 1,202.60 73.05 73.05 0.00 1,202.70 74.22 74.22 0.00 1,202.80 75.37 75.37 0.00 1,202.90 76.50 76.50 0.00 1,203.00 77.61 77.61 0.00 1,203.10 78.71 78.71 0.00 1,203.20 79.79 79.79 0.00 1,203.30 80.86 80.86 0.00 1,203.40 81.91 81.91 0.00 1,203.50 82.95 82.95 0.00 1,203.60 83.97 83.97 0.00 1,203.70 84.99 84.99 0.00
Elevation (feet)
Discharge (cfs)
Primary (cfs)
Secondary (cfs)
1,203.80 85.99 85.99 0.00 1,203.90 86.98 86.98 0.00 1,204.00 87.95 87.95 0.00 1,204.10 89.23 88.92 0.31 1,204.20 101.81 89.88 11.94 1,204.30 137.64 90.82 46.82 1,204.40 195.65 91.76 103.89 1,204.50 276.51 92.69 183.83 1,204.60 381.60 93.60 288.00 1,204.70 512.40 94.51 417.89 1,204.80 670.38 95.41 574.97 1,204.90 856.97 96.30 760.67 1,205.00 1,073.55 97.18 976.36 1,205.10 1,249.00 98.06 1,150.94 1,205.20 1,390.14 98.93 1,291.21 1,205.30 1,514.47 99.79 1,414.68 1,205.40 1,627.47 100.64 1,526.84 1,205.50 1,732.02 101.48 1,630.54 1,205.60 1,829.89 102.32 1,727.57 1,205.70 1,922.28 103.15 1,819.13 1,205.80 2,010.06 103.97 1,906.08 1,205.90 2,093.88 104.79 1,989.09 1,206.00 2,174.26 105.60 2,068.66 1,206.10 2,251.61 106.41 2,145.20 1,206.20 2,326.24 107.21 2,219.03 1,206.30 2,398.43 108.00 2,290.43 1,206.40 2,468.42 108.79 2,359.64 1,206.50 2,536.40 109.57 2,426.83 1,206.60 2,602.53 110.34 2,492.19 1,206.70 2,666.97 111.11 2,555.85 1,206.80 2,729.83 111.88 2,617.95 1,206.90 2,791.23 112.64 2,678.59 1,207.00 2,851.27 113.39 2,737.87 1,207.10 2,910.03 114.14 2,795.89 1,207.20 2,967.60 114.89 2,852.72 1,207.30 3,024.05 115.63 2,908.42 1,207.40 3,079.44 116.36 2,963.07 1,207.50 3,133.82 117.09 3,016.73 1,207.60 3,187.26 117.82 3,069.44 1,207.70 3,239.80 118.54 3,121.26 1,207.80 3,291.48 119.26 3,172.22 1,207.90 3,342.35 119.97 3,222.37 1,208.00 3,392.44 120.68 3,271.76
Page 25HydroCAD® 10.20-2g s/n 04207 © 2022 HydroCAD Software Solutions LLC
Stage-Area-Storage for Pond 3P: 200th Street Culvert
Elevation (feet)
Surface (sq-ft)
Storage (cubic-feet)
1,198.00 0 0 1,198.10 44 2 1,198.20 87 9 1,198.30 131 20 1,198.40 174 35 1,198.50 218 55 1,198.60 262 78 1,198.70 305 107 1,198.80 349 140 1,198.90 392 177 1,199.00 436 218 1,199.10 479 264 1,199.20 523 314 1,199.30 566 368 1,199.40 610 427 1,199.50 654 490 1,199.60 697 558 1,199.70 741 630 1,199.80 784 706 1,199.90 828 787 1,200.00 871 872 1,200.10 14,052 1,618 1,200.20 27,234 3,682 1,200.30 40,415 7,064 1,200.40 53,596 11,765 1,200.50 66,778 17,784 1,200.60 79,959 25,120 1,200.70 93,140 33,775 1,200.80 106,321 43,748 1,200.90 119,503 55,040 1,201.00 132,684 67,649 1,201.10 151,219 81,844 1,201.20 169,754 97,893 1,201.30 188,288 115,795 1,201.40 206,823 135,550 1,201.50 225,358 157,160 1,201.60 243,893 180,622 1,201.70 262,428 205,938 1,201.80 280,962 233,108 1,201.90 299,497 262,131 1,202.00 318,032 293,007 1,202.10 342,517 326,034 1,202.20 367,002 361,510 1,202.30 391,487 399,435 1,202.40 415,972 439,808 1,202.50 440,457 482,629 1,202.60 464,942 527,899 1,202.70 489,427 575,618 1,202.80 513,912 625,785 1,202.90 538,397 678,400 1,203.00 562,882 733,464 1,203.10 579,261 790,571 1,203.20 595,639 849,316 1,203.30 612,018 909,699 1,203.40 628,396 971,720 1,203.50 644,775 1,035,378 1,203.60 661,154 1,100,675 1,203.70 677,532 1,167,609
Elevation (feet)
Surface (sq-ft)
Storage (cubic-feet)
1,203.80 693,911 1,236,181 1,203.90 710,289 1,306,391 1,204.00 726,668 1,378,239 1,204.10 739,065 1,451,526 1,204.20 751,462 1,526,052 1,204.30 763,860 1,601,818 1,204.40 776,257 1,678,824 1,204.50 788,654 1,757,070 1,204.60 801,051 1,836,555 1,204.70 813,448 1,917,280 1,204.80 825,846 1,999,244 1,204.90 838,243 2,082,449 1,205.00 850,640 2,166,893 1,205.10 862,754 2,252,563 1,205.20 874,868 2,339,444 1,205.30 886,982 2,427,536 1,205.40 899,096 2,516,840 1,205.50 911,210 2,607,356 1,205.60 923,324 2,699,082 1,205.70 935,438 2,792,020 1,205.80 947,552 2,886,170 1,205.90 959,666 2,981,531 1,206.00 971,780 3,078,103 1,206.10 983,990 3,175,891 1,206.20 996,200 3,274,901 1,206.30 1,008,410 3,375,131 1,206.40 1,020,620 3,476,583 1,206.50 1,032,830 3,579,255 1,206.60 1,045,039 3,683,149 1,206.70 1,057,249 3,788,263 1,206.80 1,069,459 3,894,599 1,206.90 1,081,669 4,002,155 1,207.00 1,093,879 4,110,933 1,207.10 1,105,322 4,220,893 1,207.20 1,116,765 4,331,997 1,207.30 1,128,209 4,444,246 1,207.40 1,139,652 4,557,639 1,207.50 1,151,095 4,672,176 1,207.60 1,162,538 4,787,858 1,207.70 1,173,981 4,904,684 1,207.80 1,185,425 5,022,654 1,207.90 1,196,868 5,141,769 1,208.00 1,208,311 5,262,028
MSE 24-hr 3 25-Year…
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