applied hydrology rslab-ntu lab for remote sensing hydrology and spatial modeling 1 hydrological...

1

Applied Hydrology

RSLAB-NTU

Lab for Remote Sensing Hydrology and Spatial Modeling

Hydrological Design of Detention/Retention Basins

Professor Ke-Sheng ChengDept. of Bioenvironmental Systems Engineering

National Taiwan University

2Lab for Remote Sensing Hydrology and Spatial ModelingRSLAB-NTU

The NPDES Program

Water pollution degrades surface waters making them unsafe for drinking, fishing, swimming, and other activities.

As authorized by the Clean Water Act, the National Pollutant Discharge Elimination System (NPDES) permit program controls water pollution by regulating point sources that discharge pollutants into waters of the United States.


Since its introduction in 1972, the NPDES permit program is responsible for significant improvements to water quality.

As the runoff flows over the land or impervious surfaces (paved streets, parking lots, and building rooftops), it accumulates debris, chemicals, sediment or other pollutants that could adversely affect water quality if the runoff is discharged untreated.


The primary method to control stormwater discharges is the use of best management practices (BMPs).

Most stormwater discharges are considered point sources, and operators of these sources may be required to receive an NPDES permit before they can discharge.

This permitting mechanism is designed to prevent stormwater runoff from washing harmful pollutants into local surface waters such as streams, rivers, lakes or coastal waters.


The National Pollutant Discharge Elimination System (NPDES) Stormwater Program regulates stormwater discharges from three potential sources: municipal separate storm sewer systems (MS4s),

construction activities, and industrial activities.


MS4s

An MS4 is a conveyance or system of conveyances that is: Owned by a state, city, town, village, or other p

ublic entity that discharges to waters of the U.S.; Designed or used to collect or convey stormwate

r (including storm drains, pipes, ditches, etc.); Not a combined sewer; and Not part of a Publicly Owned Treatment Works

(sewage treatment plant).


Construction activities

Stormwater runoff from construction activities can have a significant impact on water quality.

As stormwater flows over a construction site, it can pick up pollutants like sediment, debris, and chemicals and transport these to a nearby storm sewer system or directly to a river, lake, or coastal water.


Polluted stormwater runoff can harm or kill fish and other wildlife. Sedimentation can destroy aquatic habitat, and high volumes of runoff can cause stream bank erosion. Debris can clog waterways and potentially reach the ocean where it can kill marine wildlife and impact habitat.


Operators of construction sites that are one acre or larger (including smaller sites that are part of a larger common plan of development) may be required to obtain authorization to discharge stormwater under an NPDES construction stormwater permit.


Industrial activities

Activities that take place at industrial facilities, such as material handling and storage, are often exposed to the weather. As runoff from rain or snowmelt comes into contact with these activities, it can pick up pollutants and transport them to a nearby storm sewer system or directly to a river, lake, or coastal water.

To minimize the impact of stormwater discharges from industrial facilities, the NPDES program includes an industrial stormwater permitting component that covers 10 categories of industrial activity that require authorization under an NPDES industrial stormwater permit for stormwater discharges.


Facilities subject to federal stormwater effluent discharge standards in 40 CFR Parts 405-471

Heavy manufacturing (for example, paper mills, chemical plants, pretroleum refineries, and steel mills and foundries)

Coal and mineral mining and oil and gas exploration and processing Hazardous waste treatment, storage, or disposal facilities Landfills, land application sites, and open dumps with industrial wastes Metal scrapyards, salvage yards, automobile junkyards, and battery reclai

mers Steam electric power generating plants Transportation facilities that have vehicle maintenance, equipment cleanin

g, or airport deicing operations Treatment works treating domestic sewage with a design flow of 1 million g

allons a day or more Light manufacturing (food processing, printing and publishing, electronic a

nd other electrical equipment manufacturing, and public warehousing and storage).


Classification of ponds for stormwater management

Retention pondsDetention ponds

Dry detention pondWet detention pondExtended detention pond


Retention ponds are supposed to be dry until a significant storm event occurs.

Stormwater gradually leaves the retention pond by infiltration into the soils and by evaporation.

Retention ponds are used in locations where the high ground water table elevation during the wet season—seasonal high water table (SHWT)—is below the bottom of the pond, and the soils allow infiltration of the required volume within the allotted time.


Detention ponds gradually release stormwater through an outlet structure to adjacent surface waters rather than through infiltration into the soils.

Detention ponds can be designed as wet or dry. Wet detention ponds are constructed so that the pond bottom is below the SHWT elevation. Dry detention ponds set the pond bottom above the SHWT.


Typical Dry Basin


An extended detention basin has an outlet structure that detains and attenuates runoff inflows and promotes the settlement of pollutants.

An extended detention basin is normally designed as a multistage facility that provides runoff storage and attenuation for both stormwater quality and quantity management.


In order to provide storage, a pond must “recover” a required volume of stormwater within an allotted period of time to make room for runoff from the next storm.

Recovery of a detention pond is typically achieved by the design of a discharge orifice, which is sized to release a required volume within an allotted time.

Recovery of a retention pond, however, depends on the soil and aquifer characteristics at the pond location.


Soil characteristics of concern include available pore space within the soils and rate of water flow through the unsaturated soil. The characteristics of the soils directly below the pond bottom are of particular importance because soil characteristics usually change with depth.

Aquifer characteristics of concern are SHWT elevation, rate of water flow through the saturated soils, and depth to an impermeable layer.


As a retention pond recovers, the stored water flows vertically through the unsaturated soils until the voids in the soils below the pond fill up, at which time saturated horizontal flow becomes the primary mode of recovery.

The water leaving the pond temporarily mounds up in the soils under the pond. In cases where the SHWT is far below the pond bottom, the groundwater mound does not reach the pond bottom and the entire volume stored recovers by vertical infiltration.


However, some retention ponds are located where the SHWT is closer to the pond bottom; the groundwater mound intersects the pond bottom so that vertical infiltration is negligible, and recovery is by saturated horizontal flow.

The time required for recovery of a retention pond can vary significantly based on these factors. Understanding the factors that influence the function of a stormwater pond is critical to the successful design of these stormwater management systems.


Constructed stormwater detention basin that has a permanent pool (or micropool). Runoff from each rain event is detained and treated in thepool primarily through settling and biological uptake mechanisms.


When properly designed, significant reductions are possible in the total suspended sediment load and of constituents associated with these sediments. Typically these basins are less effective in removing soluble solids.


Design and Performance Criteria(SJRWMD, Florida)

Basin Side SlopesNormally dry basins designed to impound more than two

feet of water or permanently wet basins must contain side slopes that are no steeper than 4H:1V out to a depth of two feet below the control elevation. As an alternative, the basins can be fenced or otherwise restricted from public access if the slopes must be deeper due to space or other constraints.

Control StructuresControl structures that are designed to contain more than

two feet of water within the structure under the design storm and have openings of greater than one foot minimum dimension must be restricted from public access.


Basin Side Slope StabilizationAll stormwater basin side slopes shall be stabilized by either

vegetation or other material to minimize erosion of the basin.

Tailwater"Tailwater" refers to the water elevation at the final discharg

e part of the stormwater management system. The regulation of stormwater management systems rule requ

ires that stormwater management systems must provide a gravity or pumped discharge that effectively operates under one of the following tailwater conditions:Maximum stage in the receiving water resulting from the mean

annual 24-hour storm.Mean annual high tide for tidal areas. Mean annual seasonal high water elevation.


Peak Discharge AttenuationSelection of design storm

Historically, the District only regulated the peak discharge from large storm events (i.e., 25-year, 24-hour storm) for larger systems requiring an environmental resource permit under chapter 40C-4, F.A.C.

The peak discharge rate from highly impervious projects must be controlled for the mean annual, 24-hour storm event (approximately 2.5-year return period).


Applicants who must obtain both an environmental resource permit and an environmental resource stormwater permit under the provisions of chapter 40C-4 and 40C-42, F.A.C., respectively, for a project must design the system to meet the peak discharge requirements of both.

This can be accomplished by designing a multi-staged outlet structure to attenuate both the 25-year and mean annual storm events.


Peak Discharge Criteria for Stormwater Management SystemsThe post-development peak discharge rate must not exceed pre

development rates for the mean annual 24-hour storm for systems serving both of the following:

• New construction area greater than 50% impervious (excluding water bodies)

• Projects for the construction of new developments as described in section 3.3.

As an alternative to the above peak discharge criteria, applicants may propose to utilize applicable storm event, duration, or criteria specified by a local government, state agency, or stormwater utility with jurisdiction over the project.


Dry Detention Design and Performance Criteria

Dry detention systems are normally dry storage areas which are designed to store a defined quantity of runoff and slowly release the collected runoff through an outlet structure to adjacent surface waters.

After drawdown of the stored runoff is completed, the storage basin does not hold any water, thus the system is normally "dry."


Dry detention basins are similar to retention systems in that the basins are normally dry. However, the main difference between the two systems is that retention systems are designed to percolate the stored runoff into the ground while dry detention systems are designed to discharge the runoff through an outlet structure to adjacent surface waters.


Sedimentation is the primary pollutant removal process which occurs in dry detention systems. Unfortunately, only pollutants which are primarily in particulate form are removed by sedimentation. Therefore, the pollutant removal efficiency of dry detention systems is not as great as systems such as retention and wet detention which remove both dissolved and particulate pollutants.


Because of the limited pollutant removal efficiency of dry detention, this BMP must only be utilized where no other general permit BMP is feasible. For example, use of dry detention must be restricted to the following situations:Where high ground water table or soil conditions limit t

he feasibility of other BMPs such as retention, andSmall drainage basins (less than 5 acres). For larger pro

jects (greater than 5 acres) other BMPs like wet detention should be utilized instead of dry detention.


A typical dry detention system


Treatment Volume

The first flush of runoff should be detained in a dry detention basin and slowly released through the control structure.

Off-line detention must be provided for at least the first one inch of runoff or 2.5 inches of runoff from the impervious area, whichever is greater, of the total amount of runoff required to be treated.


Recovery Time

The outfall structure should be designed to drawdown one-half the required treatment volume specified above between 24 and 30 hours following a storm event.


Outlet Structure

The outlet structure must include a drawdown device (such as an orifice, "V" or square notch weir) set to slowly release the treatment volume.

In addition, the structure must include a device to prevent the discharge of accumulated sediment, minimize exit velocities, and prevent clogging.


Ground Water Table, Basin Floor, and Control Elevation

To minimize ground water contributions and ensure the basin floor is normally dry, the control elevation and basin floor should be set at least one foot above the seasonal high ground water table elevation.

The basin floor should be level or uniformly sloped toward the control structure.

The system should only contain standing water within 3 days of a storm event. Continuous standing water in the basin may also reduce the aesthetic value of the system and may promote mosquito production.


Basin Stabilization

The dry detention basin should be stabilized with permanent vegetative cover.


Basin Configuration

The average length to width ratio of the dry detention basin must be at least 2:1. Under these design conditions, short circuiting is minimized and pollutant removal efficiency is maximized.


Inlet Structures

Inlet structures should be designed to dissipate the energy of water entering the basin.


Maintenance

Dry detention systems must include provisions for removal of sediment and debris from the basin and mowing and removal of grass clippings.


Design Criteria and Guidelines for Retention Systems

Retention system is defined as a storage area designed to store a defined quantity of runoff, allowing it to percolate through permeable soils into the shallow ground water aquifer.

Soil permeability and water table conditions must be such that the retention system can percolate the desired runoff volume within a specified time following a storm event.


After drawdown has been completed, the basin does not hold any water, thus the system is normally "dry." Unlike detention basins, the treatment volume for retention systems is not discharged to surface waters.

Retention systems provide excellent removal of stormwater pollutants. Substantial amounts of suspended solids, oxygen demanding materials, heavy metals, bacteria, some varieties of pesticides and nutrients such as phosphorus are removed as runoff percolates through the vegetation and soil profile.


A typical retention basin


Treatment Volume

The first flush of runoff should be routed to the retention basin and percolated into the ground.Off-line retention of the first one-half inch of

runoff or 1.25 inches of runoff from the impervious area, whichever is greater.

On-line retention of an additional one half inch of runoff from the drainage area over that volume specified for off-line treatment.


Recovery Time

The retention system must provide the capacity for the appropriate treatment volume of stormwater within 72 hours following a storm event assuming average antecedent moisture conditions.


Basin Stabilization

The retention basin should be stabilized with pervious material or permanent vegetative cover.

To provide proper treatment of the runoff in very permeable soils, permanent vegetative cover must be utilized.


Wet Detention Design and Performance Criteria

To meet the objectives of the Stormwater Rule, the traditional flood attenuation pond was modified to maximize water quality treatment processes. These modified detention ponds are identified by the name "wet detention systems." These systems are permanently wet ponds which are designed to slowly release collected stormwater runoff through an outlet structure.


A typical wet detention pond


Wet detention systems provide significant removal of both dissolved and suspended pollutants by taking advantage of physical, chemical, and biological processes within the pond.

Wet detention systems also provide other benefits such as flood detention, passive recreation activities related adjacent to ponds, storage of runoff for irrigation, and pleasing aesthetics.


Treatment Volume

For wet detention systems, the design treatment volume is the greater of the following:one inch of runoff over the drainage area2.5 inches times the impervious area (excluding

water bodies)


Recovery Time

The outfall structure should be designed to drawdown one-half the required treatment volume within 24 and 30 hours following a storm event, but no more than one-half of this volume will be discharged within the first 24 hours.


Outlet Structure

The outlet structure generally includes a drawdown device (such as an orifice, "V“ or square notch weir) set to establish a normal water control elevation and slowly release the treatment volume.

The control elevation should be set at or above the design tailwater elevation so the pond can effectively recover the treatment storage.


Typical wet detention outfall structure


Typical wet detention outfall structure with V-notch weir


Permanent Pool

A significant component and design criterion for the wet detention system is the storage capacity of the permanent pool (i.e., section of the pond which holds water at all times).

The permanent pool should be sized to provide at least a 14-day residence time during the wet season (June - October).


Important pollutant removal processes which occur within the permanent pool include: uptake of nutrients by algae, adsorption of nutrients and heavy metals onto bottom sediments, biological oxidation of organic materials, and sedimentation (CDM 1985).

Uptake by algae is probably the most important process for the removal of nutrients. Sedimentation and adsorption onto bottom sediments is likely the primary means of removing heavy metals (CDM 1985).


The storage capacity of the permanent pool must be large enough to detain the untreated runoff long enough for the treatment processes described above to take place.

Since one of the major biological mechanisms for pollutant removal in a wet detention basin is phytoplankton growth, the average hydraulic residence time of the pond must be long enough to ensure adequate algal growth (CDM 1985). A residence time of 2 weeks is considered to be the minimum duration that ensures adequate opportunity for algal growth (CDM 1985).


Calculating permanent pool volumes


Littoral Zone

The littoral zone is that portion of a wet detention pond which is designed to contain rooted aquatic plants. The littoral area is usually provided by extending and gently sloping the sides of the pond down to a depth of 2-3 feet below the normal water level or control elevation. Also, the littoral zone can be provided in other areas of the pond that have suitable depths (i.e., a shallow shelf in the middle of the lake).


The littoral zone is established with native aquatic plants by planting and/or the placement of wetland soils containing seeds of native aquatic plants.

A specific vegetation establishment plan must be prepared for the littoral zone. The plan must consider the hydroperiod of the pond and the type of plants to be established.


The following is a list of the design criteria for wet detention littoral zones:The littoral zone shall be gently sloped (6H:1V or

flatter). At least 30 percent of the wet detention pond surface area shall consist of a littoral zone. The percentage of littoral zone is based on the ratio of vegetated littoral zone to surface area of the pond at the control elevation.

The treatment volume should not cause the pond level to rise more than 18 inches above the control elevation unless the applicant affirmatively demonstrates that the littoral zone vegetation can survive at greater depths.


Within 24 months of completion of the system, 80 percent coverage of the littoral zone by suitable aquatic plants is required.

Planting of the littoral zone is recommended to meet the 80% coverage requirement. As an alternative to planting, portions of the littoral zone may be established by placement of wetland top soils (at least a four inch depth) containing a seed source of desirable native plants. When utilizing this alternative, the littoral zone must be stabilized by mulching or other means and at least the portion of the littoral zone within 25 feet of the inlet and outlet structures must be planted.


Pond Depth

The rule requires a maximum pond depth of 12 feet and a mean depth (pond volume divided by the pond area at the control elevation) between 2 and 8 feet.

Many of the nutrients and metals removed from the water column accumulate in the top few inches of the pond bottom sediments (Yousef et al. 1990). If a pond is deep enough, it will have a tendency to stratify, creating the potential for anaerobic conditions developing at the bottom of the pond (CDM 1985).


An aerobic environment should be maintained throughout the water column in wet detention ponds in order to minimize the release of nutrients and metals from the bottom sediments (Yousef et al. 1990).

The maximum depth criteria minimizes the potential for significant thermal stratification which will help maintain aerobic conditions in the water column that should maximize sediment uptake and minimize sediment release of pollutants.


Pond Configuration

The average length to width ratio of the pond must be at least 2:1. Yousef et al. (1990) reports that it is important to maximize the flow path of water from the inlets to the outlet of the pond to promote good mixing (i.e., no dead spots).

Under these design conditions, short circuiting is minimized and pollutant removal efficiency and mixing is maximized.


Ground Water Table

To minimize ground water contributions which may lower treatment efficiencies, the control elevation should be set at or above the normal on-site ground water table elevation (Yousef et al. 1990).

This elevation may be determined by calculating the average of the seasonal high and seasonal low ground water table elevations.


Pond Side Slopes

The pond must be designed so that the average pond side slope measured between the control elevation and two feet below the control elevation is no steeper than 3:1 (horizontal:vertical).

Because the pond sediments are an important component in the wet detention treatment processes, this criterion will ensure sufficient pond bottom/side slope area for the appropriate processes to occur.

applied hydrology rslab-ntu lab for remote sensing hydrology and spatial modeling 1 hydrological...

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