United States Office of Ground Water EPA/816-R-99-014c

Environmental and Drinking Water (4601) September 1999

Protection Agency

The Class V Underground Injection

Control Study

Volume 3

Storm Water Drainage Wells
September 30, 1999

Table of Contents

Page

1. Summary ............................................................... 1

2. Introduction ............................................................. 4

3. Prevalence of Wells ....................................................... 5

3.1 Review of Literature .................................................6

3.2 General Data Collection .............................................. 6

3.3 Inventory Model ................................................... 9

3.4 Factors Affecting Use and Prevalence of Wells ............................ 11

3.4.1 Housing and Population Density ................................. 11

3.4.2 Development ............................................... 12

3.4.3 Historical and Political Practices ................................. 12

3.4.4 Geological Characteristics and Rainfall ............................ 12

3.5 Future Use of Storm Water Wells ...................................... 13

4. Injectate Characteristics and Injection Practices ................................. 14

4.1 Injectate Characteristics ............................................. 14

4.1.1 Inorganic Constituents ........................................ 21

4.1.2 Organic Constituents ......................................... 25

4.1.3 Biological/Microorganism Constituents ............................ 27

4.2 Well Characteristics ................................................ 27

4.2.1 Dug Wells ................................................. 28

4.2.2 Bored Wells ................................................ 33

4.2.3 Lake Level Control Wells ..................................... 35

4.2.4 Improved Sinkholes .......................................... 36

4.3 Operational Issues and Concerns ...................................... 37

4.3.1 The Impacts of Siting and Land Use on Injectate ..................... 37

5. Potential and Documented Damage to USDWs ................................. 40

5.1 Injectate Constituent Properties ....................................... 40

5.2 Observed Impacts ................................................. 41

5.2.1 Storm Water Drainage Well Contamination Incidents ................. 41

5.2.2 Storm Water Drainage Wells: Other Contamination

Incidents and Studies ......................................... 44

5.2.3 Lake Level Control Wells Contamination Incidents ................... 45

6. Best Management Practices ................................................ 46

6.1 Siting BMPs ...................................................... 46

6.1.1 Minimum Setback Distance from Surface Waters .................... 47
Table of Contents (cont’d)

Page

September 30, 1999

6.1.2 Minimum Setback Distance from Drinking Water Wells ............... 48

6.1.3 Minimum Separation from Water Table ........................... 48

6.1.4 Prohibition from Some Areas of Critical Concern .................... 48

6.1.5 Minimum Engineering Design/Soil Performance Specifications ........... 48

6.2 Design BMPs ..................................................... 49

6.2.1 Sediment Removal ........................................... 49

6.2.2 Oil and Grease Separators ..................................... 51

6.2.3 Additional Pretreatment System BMPs ............................ 55

6.2.4 Studies on the Effectiveness of Pretreatment System BMPs ............. 57

6.3 Operational BMPs ................................................. 59

6.3.1 Source Separation ........................................... 59

6.3.2 Pollution Prevention Planning ................................... 61

6.3.3 Spill Response .............................................. 63

6.3.4 Operational BMPs for Common Site Activities ...................... 63

6.3.5 Monitoring BMPs ........................................... 64

6.3.6 Maintenance BMPs .......................................... 65

6.4 Education and Outreach BMPs to Prevent Misuse ......................... 65

6.5 BMPs for Properly Closing, Plugging and Abandoning Storm 

Water Drainage Wells .............................................. 67

7. Current Regulatory Requirements ............................................ 68

7.1 Federal Programs .................................................. 68

7.1.1 SDWA ................................................... 68

7.1.2 CWA .................................................... 70

7.1.3 CZMA and CZARA ......................................... 71

7.1.4 FHWA Guidance ............................................ 72

7.2 State and Local Programs ........................................... 72

7.3 Survey of Local Storm Water Utilities ................................... 73

Attachment A: State and Local Program Descriptions ................................... 74

References ................................................................... 88
September 30, 1999 1

STORM WATER DRAINAGE WELLS

The U.S. Environmental Protection Agency (USEPA) conducted a study of Class V

underground injection wells to develop background information the Agency can use to evaluate the risk

that these wells pose to underground sources of drinking water (USDWs) and to determine whether

additional federal regulation is warranted. The final report for this study, which is called the Class V

Underground Injection Control (UIC) Study, consists of 23 volumes and five supporting appendices. 

Volume 1 provides an overview of the study methods, the USEPA UIC Program, and general findings. 

Volumes 2 through 23 present information summaries for each of the 23 categories of wells that were

studied (Volume 21 covers 2 well categories). This volume, which is Volume 3, covers Class V storm

water drainage wells.

1. SUMMARY

Storm water drainage wells are used extensively throughout the country to remove storm water

or urban runoff (e.g., precipitation and snowmelt) from impervious surfaces such as roadways, roofs,

and paved surfaces to prevent flooding, infiltration into basements, etc. The primary types of storm

water drainage wells are bored wells, dug wells, and improved sinkholes. In addition, “lake level

control wells” are used to drain lakes to prevent overflow following heavy precipitation. Subsurface

disposal of storm water is prevalent in places where there is not enough space for, or site characteristics

do not allow, retention basins; where there is not a suitable surface water to receive the runoff; or

where near-surface geologic conditions provide an attractive drainage zone.

The runoff that enters storm water drainage wells may be contaminated with sediments,

nutrients, metals, salts, fertilizers, pesticides, and/or microorganisms. Storm water sampling data

indicate that concentrations of antimony, arsenic, beryllium, cadmium, chromium, cyanide, lead,

mercury, nickel, nitrate, selenium, and certain organics (e.g., benzene, benzo(a)pyrene, bis(2-

ethylhexyl) phthalate, chlordane, dichloromethane, pentachlorophenol, tetrachloroethylene, and

trichloroethylene) in storm water runoff have exceeded primary maximum contaminant levels (MCLs). 

Available sampling data also show that concentrations of aluminum, chloride, copper, iron, manganese,

total dissolved solids (TDS), zinc, and methyl tert-butyl ether have exceeded secondary MCLs or

health advisory levels (HALs). Water quality data from Florida indicate that lake level control well

injectate has exceeded primary MCLs or HALs for turbidity, arsenic, pentachlorophenol, and fecal

coliforms, as well as secondary MCLs for iron, manganese, pH, and color. Some of these same

studies, however, report that no adverse effects on ground water were detected. In addition, some

industry representatives assert that the quality of storm water drainage should be better today than

reported in some of these studies, which predate the use of best management practices (BMPs)

required under the National Pollutant Discharge Elimination System (NPDES) program.

In general, the point of injection for most storm water drainage wells is into sandy, porous soils,

a permeable coarse-grained unit, karst, or a fractured unit because these types of formations can
September 30, 1999 2

readily accept large volumes of fluids. Such hydrogeologic characteristics usually allow contaminants to

migrate readily into ground water without significant attenuation.

Contamination related to storm water drainage wells has been reported to various degrees in

Ohio, Kansas, Wisconsin, California, Washington, Arizona, Oklahoma, Tennessee, New York,

Indiana, Florida, Kentucky, and Maryland. Several studies, however, do not clearly distinguish

contamination from storm water drainage wells versus more general, nonpoint source pollution. The

following three examples demonstrate cases in which storm water drainage wells have contributed to or

caused ground water contamination.

• In 1989, a commercial petroleum facility in Fairborn, Ohio accidentally released 21,000 gallons

of fuel oil that overflowed a diked area and entered two storm water drainage wells.

• In 1980, organic solvent contamination was discovered in drinking water supply wells for

Lakewood, Washington following the disposal of organic waste solvents and sludge in leach

pits and storm water drainage wells at McChord Air Force Base.

• In 1998, the Oak Grove, Kentucky water plant (a ground water system) was shut down due to

a sharp increase in raw turbidity following a severe storm event.

Lake level control wells have been associated with two documented contamination incidents. 

The first occurred in 1993 when private drinking water wells in Lake Orienta, Altamonte Springs,

Florida, were contaminated. In 1998, private wells in Lake Johio, Orange County, Florida, were

contaminated by fluids released into lake level control wells.

As illustrated by some of these incidents, storm water drainage wells are generally vulnerable to

spills or illicit discharges of hazardous substances, as they are often located in close proximity to

roadways, parking lots, and commercial/industrial loading facilities where such substances are handled

and potentially released. The use of a number of BMPs can reduce the likelihood of contamination,

including siting, design, and operation BMPs as well as education and outreach to prevent misuse, and

finally, proper closure and abandonment. However, the frequency and pattern of BMP use varies

across the country. For example, public commenters on the July 28, 1998 proposed revisions to the

Class V UIC regulations cited cases in which citizens have been observed draining used motor oil into

storm water drainage wells, where no measures are in place to prohibit illicit discharges. Some lakes

that are drained by lake level control wells are also vulnerable to spills or illicit discharges. 

Based on the state and USEPA Regional survey conducted for this study, there are

approximately 71,015 documented storm water drainage wells and approximately 247,522 storm

water drainage wells estimated to exist in the U.S. About 81 percent of the documented wells are in

seven western states: Arizona (14,857), California (3,643), Washington (22,688), Oregon (4,148),

Idaho (5,359), Montana (>4,000), and Utah (2,890). Five other states contain approximately 15

percent of the total documented wells: Ohio (3,036), Florida (2,153), Michigan (1,301), Maryland

(1,678), and Hawaii (2,622). There is considerable uncertainty regarding the exact number of storm
September 30, 1999 3

water drainage wells for several reasons, as described in section 3.2.2. There are approximately 200 -

250 lake level control wells in Florida.

In general, the installation of new storm water drainage wells is expected to increase

nationwide. Many states are allowing the installation of new wells, and with the increased regulation of

surface discharge under the NPDES Program, there may be increased use of underground injection to

dispose of storm water runoff.

Some states with the majority of storm water drainage wells have developed and are

implementing regulatory programs to address these wells. Examples include the following:

• In Idaho, wells #18 feet deep are authorized by rule, while deeper wells are individually

permitted.

• In Arizona, California, Hawaii, Florida, and Maryland, storm water drainage wells are

individually permitted.

Other states with large numbers of storm water drainage wells, however, are essentially implementing

only the minimum federal UIC requirements. In particular, Washington, Oregon, Montana, Utah, Ohio,

and Michigan authorize storm water drainage wells by rule.

The regulatory structure in other states with fewer or no storm water drainage wells in the

current inventory is also mixed. For example, Indiana, Illinois, Wyoming, North Dakota, South

Dakota, Colorado, Kansas, Tennessee, and Rhode Island also authorize storm water drainage wells by

rule. Alabama, Texas, New Hampshire, and Nebraska have a permit and registration system for storm

water drainage wells. Georgia and North Carolina ban new and existing wells. In Wisconsin, storm

water drainage wells deeper than 10 feet have been prohibited since the 1930's. Shallow storm water

drainage wells (less than 10 feet deep) in Wisconsin were authorized by rule until 1994; since 1994,

construction of any storm water drainage well has been prohibited. Storm water drainage wells that

meet the definition of a “well” in Minnesota are prohibited. This prohibition only applies to wells that

reach ground water and not to french drains, gravel pockets, or drainfields, which normally would not

meet the definition of a well in Minnesota.

These regulatory programs in the states are augmented to a degree by programs and guidance

at the federal level. The Sole Source Aquifer Program has been used by some regions as a way to limit

or prevent the use of storm water drainage wells by reviewing federal financially assisted construction

projects in sole source aquifer areas. The Federal Highway Administration’s (FHWA’s) highway

runoff water quality standards indirectly reference storm water. Although these are non-enforceable

recommendations only, FHWA has issued guidance that discusses BMPs, such as wet and dry

detention basins, infiltration trenches and basins, and dry wells, for controlling storm water runoff and

infiltration into ground water. The Coastal Zone Management Act and Coastal Nonpoint Pollution

Control Program also indirectly reference storm water in nonpoint pollution regulations; however, storm
September 30, 1999 4

water discharges controlled under the NPDES Program are exempt from the coastal nonpoint pollution

control program.

2. INTRODUCTION

The removal of storm water or urban runoff is often accomplished using either detention or

retention ponds, which then drain to an underground formation or to an outflow (i.e., stream), a

municipal storm or combined sewer system, or a direct subsurface disposal system (including dry wells

and improved sinkholes). The subsurface disposal of storm water into dry wells, improved sinkholes,

and other devices that qualify as injection wells is prevalent in some regions where (1) space, economic

feasibility considerations, or other site characteristics preclude the use of retention basins, storm sewer,

or combined sewer systems or (2) where there is no suitable receiving water. In many places, draining

excess storm water into wells provides valuable flood control or aquifer recharge benefits.

A well is defined by USEPA in 40 CFR §144.3 as a bored, drilled or driven shaft, or a dug

hole, whose depth is greater than the largest surface dimension. The federal UIC regulations also

specifically define Class V injection wells to include “drainage wells used to drain surface fluid, primarily

storm runoff, into a subsurface formation” (40 CFR 146.5(e)(4)). It should be noted that for some

wells, particularly in the Class V category, fluid is introduced into the subsurface through passive

infiltration, where it “drains” into the ground at atmospheric pressure utilizing only the head difference

(i.e., pressure resulting from the difference in elevation between two points in a body of fluid) between

the ground surface and the receiving formation, rather than through forced injection, where fluid is

pumped into the ground under pressure.

Although a variety of storm water drainage well configurations exist, dug wells, bored wells,

and improved sinkholes are the most common. Lake level control wells, which were categorized as

“special drainage wells” in USEPA’s 1987 Class V UIC Report to Congress (USEPA, 1987), are also

included in this volume because their primary purpose is to provide flood control by draining storm

water that would otherwise overflow from lakes.

“Infiltration galleries” are also considered injection wells. These galleries consist of one or more

vertical pipes leading to a horizontal, perforated pipe laid within a trench, often backfilled with gravel or

some other permeable material. Such a design is commonly used to return treated ground water at

aquifer remediation sites, but is also used to facilitate storm water drainage at some sites. Each of the

vertical pipes in such a system, individually or in a series, should be considered an injection well subject

to UIC authorities (Elder and Lowrance, 1992).

Other kinds of systems with a drainfield type of design are also likely to be considered injection

wells, as long as they release fluids underground as opposed to a surface water body or the land

surface. These may include french drains, tiles drains, infiltration sumps, and the like.

Injection wells, however, do not include surface impoundments, trenches, or ditches that are

wider than they are deep. Therefore, although such features are commonly used to direct or retain
September 30, 1999 5

storm water runoff, they do not qualify as injection wells themselves. Storm water trenches,

nevertheless, are discussed in this volume because they are often integral parts of storm water drainage

systems.

Storm water drainage well designs vary depending on the soil type, geology, and depth to the

water table. For example, storm water drainage wells range in depth from only a few feet to several

hundred feet. In some areas, wells tend to be shallower when the bedrock is near the surface. In other

areas, well depth is more closely related to permeability of the subsurface than to depth of the bedrock. 

Section 4.2 discusses common design characteristics of storm water drainage wells.

3. PREVALENCE OF WELLS

Many experts believe that the use of storm water drainage wells is widespread across the

nation, despite the fact that less than half of the states report these wells in current inventories. Some

state officials say they have failed to identify improved sinkholes accepting storm water runoff as Class

V wells and others have had difficulty locating wells that have been operating for decades. 

Furthermore, the definition of storm water drainage wells may vary by state. For example, Florida

classifies lake level control wells as storm water drainage wells. As a result of all of these factors, the

present inventory likely does not provide an accurate estimate of the number of storm water drainage

wells and may underestimate their use across the country.

The use of storm water drainage wells is more prevalent in areas that have poor surface

drainage and intermittent, high intensity storms. Poor drainage can result from flat topography, a closed

drainage basin, soil characteristics, or the reduction of natural infiltration due to agricultural or urban

activities (Arizona Department of Water Resources, 1993). In addition, storm water wells are found in

areas lacking adequate storm sewer systems and where rapid urban expansion has out-paced

infrastructure development. Estimates and field observations in Arizona indicate that storm water

drainage wells are more likely to occur in industrial or commercial areas where there are more paved

surfaces; however, storm water wells may also be located in residential areas (Arizona Department of

Environmental Quality, 1988).

USEPA used three different methods to help determine the numbers and patterns of use of

storm water drainage wells across the nation. First, a comprehensive review of existing literature was

performed to examine historical data on the prevalence of storm water wells. Next, USEPA initiated a

general data collection effort to obtain state-specific data on Class V issues, including the use of storm

water wells. Finally, site visits to designated census tracts across the country were performed to survey

storm water drainage wells and to model their numbers at a national level. Because existing state

inventories may underestimate the actual number of storm water wells, this inventory modeling effort

was designed to provide a more accurate national picture of the prevalence of storm water wells. 

Discussion of these efforts and their findings follows.
September 30, 1999 6

3.1 Review of Literature

In 1998, USEPA undertook an extensive search and review of existing studies and literature on

storm water drainage wells. Studies were gathered from a variety of sources, including federal, state,

and local governments, universities, research institutes, and private companies. USEPA reviewed these

studies in an effort to gain an understanding of the current prevalence of storm water wells.

Existing literature shows that storm water drainage wells exist in a variety of areas with differing

characteristics. Certain areas, including some large cities, use many wells. For example, the City of

Modesto, California makes extensive use of drain or “rock wells” to serve 70 percent of the city area

(Cadmus, 1999). Data shows that highly urbanized sections of Spokane County, Washington achieve

nearly 100 percent of their ground water recharge through dry well injection (Cadmus, 1999).

At the same time, studies found that little documentation of the number of storm water wells

nationwide exists and that existing counts likely underestimate the number of active wells. Although

there are numerous site-specific studies that describe areas using storm wells, existing literature sheds

little light on the national picture.

3.2 General Data Collection

For this study, data on the number of storm water drainage wells were collected through a

survey of state and USEPA Regional UIC Programs. The survey methods are summarized in Section 4

of Volume 1 of the Class V Study.

In response to this survey, many state officials estimated that significantly more wells exist in

their state than are shown in their official inventory. State officials believe that many storm water wells

are not documented for a number of reasons, including:

• Wells may be located on private property where they cannot be readily found by state officials

without assistance from the land owner.

• States may not have located wells built before the state environmental agencies had primacy for

the Class V program. 

• Multiple state and local agencies may track storm water wells and coordination between these

agencies is often lacking.

• States may believe that wells have been properly plugged, but have never inspected these wells

to ensure that they are not still operating.

• Many people do not consider improved sinkholes to be Class V wells and thus, in some cases,

these wells may not be counted.

Table 1 lists the numbers of storm water drainage wells in each state and USEPA Region, as

determined from the survey. The Table includes the documented number and the estimated number of

storm water drainage wells and the source and basis for any estimate, when noted by survey

respondents. For states not listed in Table 1, no survey was returned or the UIC Program responsible
September 30, 1999 7

for that state indicated in the survey that no storm water drainage wells were present. The respondents

reported 71,015 documented wells nationwide. However, states and USEPA Regions estimate that

the actual number of operating storm water wells may be closer to 247,522.

Table 1. Inventory of Storm Water Drainage Wells in the U.S.

State Documented 

Number of Wells

Estimated Number of Wells

Number Source of Estimate and Methodology1

USEPA Region 1

CT 0 NR Number is believed to be low, but no reliable estimate is available.

MA 0 NR No estimate provided, but state suspects some wells exist.

M E 0 NR No estimate provided, but state suspects some wells exist.

NH Unknown Unknown The true documented number of wells is unknown because they are

found only when inspections are performed.

RI 122 NR State unable to give an estimate because it has not initiated a

complete inventory.

VT NR NR N/A

USEPA Region 2

NJ NR NR N/A

NY 84 30,000 Best professional judgement by USEPA Region 2 based on

inspections and availability of permeable soils in the state.

PR 1 NR N/A

VI 0 1,500 USEPA Region 2 estimate based on review of inspection reports

and business directory.

USEPA Region 3

MD 1,678 NR N/A

PA NR NR N/A

VA NR NR N/A

WV 94 >94 Best professional judgement.

USEPA Region 4

AL 13 13 N/A

FL 2,153 >3,112 Best professional judgement and available files. Sinkholes not

included. Lake level control wells included in estimate.

GA 61 NR State has limited information, but believes there may be additional

wells at older facilities.
Table 1. Inventory of Storm Water Drainage Wells in the U.S. (cont’d)

State Documented 

Number of Wells

Estimated Number of Wells

Number Source of Estimate and Methodology1

September 30, 1999 8

KY NR NR N/A

SC 37 >37 No estimate provided, but state believes more than the documented

number exist.

TN Unknown Unknown N/A

USEPA Region 5

IL 735 NR No estimate provided, but state believes documented number is

inaccurate.

IN 344 NR No estimate provided, but USEPA Region 5 believes documented

number is inaccurate.

MI 1,301 >1,301 No estimate provided, but USEPA Region 5 suspects more than

the documented number exist.

MN 0 NR No estimate provided, but state suspects some wells exist.

OH 3,036 >30,000 Based on surveys of selected communities, discussion with local

health departments, knowledge of regional geology, and best

professional judgement.

WI 500 500 N/A

USEPA Region 6

TX 10 10 Based on database.

USEPA Region 7

KS 10 <100 Best professional judgement.

MO 340 340 N/A

NE 4 4 N/A

USEPA Region 8

CO 1 NR N/A

M T >4,000 5,000 Best professional judgement.

ND 5 5 N/A

SD 0 0 (at most 1

or 2)

Best professional judgement.

UT 2,890 $2,890 N/A

WY 21 21 N/A
Table 1. Inventory of Storm Water Drainage Wells in the U.S. (cont’d)

State Documented 

Number of Wells

Estimated Number of Wells

Number Source of Estimate and Methodology1

September 30, 1999 9

USEPA Region 9

AZ 14,857 14,857 N/A

CA 3,643 >26,480 Best professional judgement and estimates from three counties.

HI 2,622 2,622 N/A

NV NR 50 - 100 Best professional judgement.

GU 172 172 N/A

AS Unknown NR N/A

USEPA Region 10

AK 86 125 Best professional judgement.

ID 5,359 7,675 USEPA Region 10 estimate based on conversation with state

personnel.

OR 4,148 20,000 Best professional judgement and draft reports from cities of

Portland, Bend, and Canby.

WA 22,688 100,000 Best professional judgement.

All USEPA Regions

All States 71,015 ± 247,522 The total estimated number counts the documented number when

the estimate is NR.

1 Unless otherwise noted, the best professional judgement is that of the state or USEPA Regional staff

completing the survey questionnaire.

N/A Not available.

NR Although USEPA Regional, state and/or territorial officials reported the presence of the well type, the

number of wells was not reported, or the questionnaire was not returned.

Unknown Questionnaire completed, but number of wells is unknown.

3.3 Inventory Model

Because existing data are believed to be inaccurate, USEPA constructed a model to estimate

the number of storm water drainage wells nationwide. The inventory model was designed to predict the

number of wells nationally based on geologic, demographic, and other characteristics of specific census

tracts. However, there is little theory and virtually no empirical research regarding the factors affecting

the number and location of these wells. USEPA made assumptions based on geologic and

demographic variables in order to pick census tracts to include in the sample. See Section 5 of Volume

1 of the Class V Study and Appendix C of the Class V Study for a complete description of the

development and results of this statistical inventory model used by USEPA.
September 30, 1999 10

Under the modeling effort, USEPA’s national estimate of storm water drainage wells is the

combination of two estimates: (1) a model estimate for wells in non-urbanized areas, and (2) state

estimates of the number of wells in urbanized areas. This approach is necessary because of the census

selection strategy. Urbanized areas were excluded from the survey based on the assumption that very

few storm water drainage wells would be found in urbanized areas. While a few cities make extensive

use of these wells, USEPA could not adequately represent all urbanized areas in the census survey to

account for these wells because of the relatively small sample size. Therefore, USEPA relied on state

and other estimates gathered as part of the general data collection effort to account for the wells in

urbanized areas, and used the census survey to build a model of the number of wells in non-urbanized

areas. The estimate of the total number of wells in the country is the sum of these two estimates. The

methods and results for these two estimates are summarized below and discussed in more detail in

Appendix C of the Class V Study.

Wells in Non-Urbanized Areas

The existence of storm water drainage wells in the census survey is a relatively rare event. Of

the 99 tracts in the census tract sample, 22 contained storm water drainage wells. Therefore, a twopart model is used to estimate the number of wells in each tract. The first part of the model estimates

the probability that a given tract contains storm water drainage wells. The second part of the model

estimates the average number of wells in tracts containing wells. The expected number of wells is then

equal to the probability estimated in the first part of the model times the average estimated in the second

part. The best estimate of the number of wells in non-urbanized areas is approximately 64,000.

Wells in Urbanized Areas

USEPA used the results from the general data collection described above to estimate the

number of storm water drainage wells in urbanized areas. The location of municipalities in each state

responding to the survey was mapped to determine which of the reported storm water drainage wells

fell into urbanized areas (as defined by the Census Bureau and this study). Approximately 35,000 wells

are documented in urbanized areas in these states. States estimate an additional 26,500 wells in

urbanized areas. This is likely an underestimate for several reasons. First, the states believe their

estimates are lower than the actual number of wells that exist, as discussed in Section 3.2. Second,

where a range was provided, USEPA took the lower end of the range. Finally, it could not always be

determined if the estimated number of wells was in urbanized or non-urbanized areas. Where this was

the case, these estimates were not counted as part of the urbanized total.

Conclusions

The estimate for the total number of wells in the country is equal to the estimates for urbanized

areas plus the model’s estimate for non-urbanized areas, which totals approximately 125,500. A

breakdown of this total is provided in Table 2.
September 30, 1999 11

Table 2. Inventory Model Results for Storm Water Drainage Wells

Location Number of Storm Water Drainage Wells

Non-urbanized areas (data collected through census tract

visits; modeled)

64,000

Urbanized areas (data collected through general data collection;

no modeling)

• Documented by states 35,000

• Estimated by states 26,500

National total 125,500

3.4 Factors Affecting Use and Prevalence of Wells

At the outset of this study, USEPA gathered information from a variety of sources on factors

affecting the use of storm water drainage wells. These sources generally led USEPA to assume that

storm water wells are widespread across the nation. The key factors used to determine where storm

water wells existed were geology and demographics. USEPA assumed that areas with karst features

or other fractured bedrock were most conducive to the use of storm water wells. Furthermore,

USEPA assumed areas with very high or low housing or population densities would not have many

wells.

The census tract visits shed new light on factors affecting the use and prevalence of wells. This

effort showed that storm water drainage wells are not distributed evenly across the nation, but instead

are clustered in certain areas with a range of different characteristics. There are several different factors

that impact the use of storm water wells. Although the data do not present a clear pattern, several

important observations can be made. A discussion of these observations follows.

3.4.1 Housing and Population Density

In the census tract sample, USEPA ruled out tracts with very high or low housing or population

densities. For example, areas such as Manhattan were not expected to use storm water wells and were

excluded from the modeling effort. This factor, however, did not always turn out to be a reliable

indicator of the use of storm water wells. USEPA learned that storm water wells can be found in both

urban and non-urban areas. Storm water wells are often found in relatively densely populated small

communities and suburban areas lacking adequate storm sewer systems. For these communities,

injection wells are a relatively inexpensive method of preventing flooding when the infrastructure is not

sufficient to handle storm runoff. Storm water wells in these areas are commonly found on the sides of

roads, in parking lots, and in housing developments.

USEPA also found that large cities across the country use storm water wells. Even though

these areas are most often sewered, injection wells can be a chosen method of disposal for storm water
September 30, 1999 12

runoff. State and local officials claim that storm water wells are relatively inexpensive and may serve a

dual purpose of recharging the ground water. Where this has historically been the practice, some larger

cities continue to use storm water wells as the city expands. In fact, large numbers of storm water

drainage wells are located in urban areas that rely heavily on their use. For example, nearly 12,000

storm water wells are estimated to exist in the Phoenix, Arizona, area. Although most of the city is

sewered, storm water wells are used as a method of recharging ground water in the area because it gets

little precipitation. Other cities, such as Miami, Florida, find that storm water wells are an effective

means of dealing with significant storm events.

3.4.2 Development

Storm water wells are also found in some areas of rapid urban expansion, especially where

expansion has outpaced infrastructure development. In these areas, storm water wells help prevent

flooding from impervious surfaces such as parking lots and roads. The development of an area limits

natural infiltration and increases the potential for flooding; wells are often used as an interim or longterm solution to this problem.

In other cases, development may have occurred in a rural community that traditionally used

storm water wells. As a nearby city rapidly developed into surrounding communities, existing storm

water wells may not have been properly abandoned or plugged as the area was sewered. In addition,

some users, such as strip mall owners, may have chosen not to connect to the sewer lines because of

the cost. The scenario is most plausible in very large cities that have experienced significant urban and

suburban development around their perimeters. 

3.4.3 Historical and Political Practices

USEPA’s data collection and site visit efforts show that the historical and political practices of

an area significantly impact the use of storm wells. For example, in areas where public awareness of

water conservation issues is strong, storm water wells are a politically popular approach to dealing with

runoff. Additionally, some cities or communities that do not have the infrastructure or funding to install

sewer systems require that storm water be handled onsite. Because other methods of storm water

drainage, such as retention ponds, take up significant space, these communities often use wells instead. 

For example, state officials in Oregon have indicated that cities such as Portland do not use retention

ponds because it is too expensive to buy the land needed from private owners to build the ponds

(Cadmus, 1999). USEPA found that adjacent communities with similar geologic characteristics and

precipitation rates may have widely varying use of storm wells based on historical practices and political

perceptions.

3.4.4 Geological Characteristics and Rainfall

Geological conditions and the amount of rainfall the area receives are other indicators of where

storm water wells exist. For example, clay formations make the use of injection wells ineffective, while

karst regions are ideal for their use. The use of storm water drainage wells is prevalent in areas that
September 30, 1999 13

have poor drainage and intermittent, high intensity storms. Poor surface drainage can result from flat

topography or the elimination of natural infiltration as a result of urban activities. In areas where

topographic conditions result in closed drainage basins (e.g., Florida), storm water drainage wells have

also been used to drain storm runoff. There are three basic subsurface geologic factors that positively

influence the location of storm water wells: karst features, other fractured bedrock, and extensive

sandy materials, such as an unconfined alluvial aquifer. The occurrence of such conditions near the land

surface can enable the injection and disposal of storm water.

The use of storm water wells in Hawaii, for example, is attributable mainly to geological factors,

including slope and grade, and the depth of topsoil. The Island of Hawaii, which is the youngest island

geologically, has little topsoil. Digging into rock in order to install culverts and ditches has proven

impractical and expensive, so the Island uses many storm water wells instead. On the other hand,

Oahu is an older island with more topsoil, making digging easier and less expensive. Oahu operates a

well developed storm sewer system and, unlike its sister island, does not rely on storm water wells.

3.5 Future Use of Storm Water Wells

USEPA expects to see a gradual increase in the future number of storm water wells nationwide. 

This increase can be attributed to several factors. First, many states continue to allow installation of

new storm water wells. For example, the Florida Department of Environmental Protection receives

about ten new storm water permit applications a month from Dade County alone for injection into

aquifers that are not USDWs. Permit applications for storm water drainage wells also continue to be

submitted for Monroe County (i.e., Florida Keys) (see Section 7 and Attachment A of this volume for a

more complete picture of state programs for storm water drainage wells).

Second, few states have undertaken efforts to close existing storm water drainage wells. While

states such as Wisconsin have not allowed the construction of new wells since 1994, wells less than ten

feet deep which were built prior to 1994 continue to operate. Therefore, USEPA predicts that the

current number of active wells is unlikely to drop significantly. In addition, even when wells are

abandoned by the owner or operator, few states perform inspections of these wells to determine if they

are properly plugged. Some state and local officials report that wells are often abandoned but not

properly plugged and, thus, are still able to accept storm runoff (Cadmus, 1999).

Third, rapidly developing urban areas, such as Phoenix, Arizona and Miami, Florida, plan to

continue to build storm water wells as a cost-effective way to dispose of runoff and to recharge ground

water (Cadmus, 1999).

Lastly, an increase in the regulation of storm water discharges to surface waters under the

NPDES Storm Water Program may make disposal through underground injection a more attractive

alternative for storm water runoff.
September 30, 1999 14

4. INJECTATE CHARACTERISTICS AND INJECTION

PRACTICES

4.1 Injectate Characteristics

The types and concentrations of contaminants found in storm water are dependent on sitespecific conditions and vary greatly based both on the activities and management practices employed at

each site and on local rainfall patterns. Storm water can become contaminated when it flows over, or

otherwise comes in contact with, substances stored on a site or from surfaces where pollutant residues

are found. Storm water runoff can also become contaminated through spills, accidents, or the

intentional misuse of drainage wells to dispose of illicit materials (e.g., pouring used motor oil into a

storm drain). Automobile residues such as oil, gasoline, antifreeze, and other drippings on pavement

also can be transported by storm water. Vehicle-related and atmospheric deposition are the two major

sources of constituents that accumulate on highway surfaces, median areas, and adjoining right-of-way

(USDOT, 1996). The exposure of vehicles to precipitation may increase levels of heavy metals in

storm water (Kobriger, 1984). In addition, substances that readily dissolve in water, such as de-icing

salt, also often become incorporated into storm water runoff. Storm water also can sweep away a

wide variety of other contaminants, including metals that are often bound to sediments. One study

demonstrated that storm water runoff from roads and parking lots contained elevated levels of cadmium

and copper, which if located near a drinking water aquifer, could be a long-term source of

contamination (Wilde, 1994). Table 3 lists some of these pollutants and the sources with which they

are commonly associated.

Table 3. Common Pollutants and Non-Industrial Pollutant Sources

Associated with Storm Water Runoff

Pollutant Potential Source

Lead Vehicles: exhaust, tire wear (filler material), lubricating oil and grease

Structures and roads: paint

Zinc Vehicles: tire wear (filler material), oil and grease (stabilizing additive), brake pads, metal

corrosion

Paved surfaces: deicing salts

Structures: paint, metal corrosion, wood preservative

Copper Vehicles: parts wear (brakes, metal plating, bearings and bushings), diesel fuel

Structures: paint, metal corrosion, wood preservative

Other: pesticides

Cadmium Vehicles: tire wear (filler material)

Other: pesticides

Chromium Vehicles: parts wear (brakes, metal plating, engine parts)

Nickel Vehicles: diesel fuel, lubricating oil, parts wear (brakes, metal plating, and bushings)

Paved Surfaces: asphalt

Manganese Vehicles: parts wear (engine parts)
Table 3. Common Pollutants and Non-Industrial Pollutant Sources

Associated with Storm Water Runoff (cont’d)

Pollutant Potential Source

September 30, 1999 15

Mercury Vehicles: fuel combustion

Structures: paint 

Other: coal combustion

Iron Vehicles: body rust, engine wear

Structures: rust

PAHs Vehicles: exhaust

Other: incomplete combustion

Chloride Paved surfaces: deicing salts

Sulfates Vehicles: exhaust

Paved surfaces: road beds, deicing salts 

Other: combustion product

Nitrogen, Phosphorus Vehicles: exhaust

Other: combustion product

Landscape maintenance: fertilizers

Soil erosion: land disturbance, exposed soils

Sewage: leaking sanitary systems, septic systems

Sediments, Particulates Soil erosion: land disturbance, exposed soils

Pesticides General outdoor application

Structures: wood preservatives, paint

Floatables Litter: residential, commercial, industrial, recreation

Waste disposal: residential, commercial, industrial, recreation

Vegetation: leaves, branches, trunks

Bacteria Sewage: leaking sanitary systems, septic systems

Other: animal droppings

Soil erosion: exposed soils

Oil and Grease Vehicles: drippings, leaks

Paved surfaces: asphalt

PCBs Vehicles: catalyst in synthetic tires

Benzene Vehicles: fuel

Other: solvent use

Toluene Vehicles: fuel and asphalt

Other: solvent use

Chloroform Vehicles: resulting from mixing salt, gasoline and asphalt

Oxygen Demand Vegetation: leaves

Litter: various sources

Soil erosion: land disturbance, exposed soils

Phthalate, bis(2-ethylhexyl) Structures: plasticizer

Other: plasticizer

Sources: Kobriger et al., 1981; USEPA, 1995b.
September 30, 1999 16

Lake level control wells receive a mixture of rainfall, ground water seepage, and storm water

during the wet seasons. During the dry season, groundwater seepage is the main injectate (Bradner,

1996). According to the St. Johns River Water Management District, the injectate is generally of better

quality than discharged storm water; however, some of the lake fluids still do not meet MCLs at the

point of injection (Cadmus, 1999).

The constituents found in storm water runoff and lake level control injectate can be broadly

categorized into inorganic constituents, organic constituents, and microorganism contaminants. 

Sampling results from studies that address the occurrence of these constituents are summarized below

in Table 4 for storm water drainage wells. This information is based on data from twenty-one studies of

storm water runoff from numerous sites around the U.S. The majority of the studies were conducted in

the mid 1980's; however data from as recent as 1998 were also reviewed. Many of the studies

examined pollutant concentrations in several sources including storm water runoff, ground water, and

injection well sediments. Only data from storm water runoff are included in this summary. While some

of these data show constituents detected in storm water runoff that exceed drinking water standards,

many of the studies reported that contamination of associated ground water was not detected.

Table 4. Summary of Constituent Concentrations in Storm Water Runoff

Constituents Range

(mg/l unless otherwise noted)

Reference**

TDS-Total dissolved solids 18 - 1,436 Woessner and Wogsland, 1987

TSS-Total suspended solids 25 - 8,058 Resnick and DeCook, 1983

Conductivity (micromhos/cm @25o ) 12 - 5,540 Shaw and Berndt, 1990

pH (units) 3.4 - 9.9 Resnick and DeCook, 1983

Color (Platinum-cobalt units) 2 - 100 German, 1989

Turbidity (nephelometric units) 2.5 - 25 German, 1989

Aluminum, total recoverable 0.010 - 0.390 Shiner and German, 1983

Ammonia as Nitrogen <0.01 - 7.2 Nussbaum, 1991

Antimony 0.0026 - 0.050 Wilson et al., 1992

Arsenic 0.001 - 0.0505 Nussbaum, 1991

Barium 0.10* German, 1989

Beryllium 0.001 - 0.049 Nussbaum, 1991

Biochemical oxygen demand 13 - 66 City of Modesto, 1997

BOD-Biological oxygen demand <0.01 - 1,425 Campbell, 1985

Bicarbonate 5 - 156 Schmidt, 1985

Boron 0.1 - 0.6 Schmidt, 1985

Cadmium 0.0003 - 0.220 Wilson et al., 1992

Calcium 3.5 - 110 Resnick and DeCook, 1983

Calcium Carbonate, as alkalinity 8 - 120 Nussbaum, 1991

Calcium Carbontate, as hardness 94 - 128 Wilson, 1983
Table 4. Summary of Constituent Concentrations in Storm Water Runoff (cont’d)

Constituents Range

(mg/l unless otherwise noted)

Reference**

September 30, 1999 17

Carbon, Total organic 11 - 250 Schmidt, 1985

Carbonate 0 - 0.30 Wilson, 1983

Chemical oxygen demand (COD) 8 - 13,800 Resnick and DeCook, 1983

Chloride 1.0 - 3,550 Shaw and Berndt, 1990

Chromium 0.0006 - 0.610 German, 1989

Copper 0.002 - 1.25 Pitt et al., 1994

Cyanides 0.002 - 0.300 USEPA, 1983

Dissolved oxygen 7.8 - 12.2 Nussbaum, 1991

Fluoride 0.20 - 0.97 Wilson, 1983

Iron 0.07 - 27.3 Marsh, 1993

Lead 0.0001 - 1.869 Wilson et al., 1992

Lead, Dissolved 0.001 - 0.076 German, 1989

Magnesium 0.3 - 35 Resnick and DeCook, 1983

Manganese 0.005 - 0.910 Marsh, 1993

Mercury 0.0006 - 0.0023 Wilson et al., 1992

Nickel 0.001 - 0.900 Wilson et al., 1992

Nitrate 0.1 - 43 Resnick and DeCook, 1983

Nitrate & Nitrite <0.01 - 7.0 Nussbaum, 1991

Nitrogen, Dissolved 0.6 - 6.5 German, 1989

Nitrogen, Total 0.96 - 8.2 Shiner and German, 1983

Nitrogen, Total Kjeldahl (TKN) 0.21 - 45 Nussbaum, 1991

Phosphate 0.38 - 0.91 Wilson, 1983

Phosphorus, Dissolved 0.05 - 0.41 German, 1989

Phosphorus, Total 0.01 - 40 Nussbaum, 1991

Potassium 0.6 - 11 Nussbaum, 1991

Selenium 0.002 - 0.077 USEPA, 1983

Silica 0.1 - 15 Nussbaum, 1991

Silver 0.0002 - 0.020 Wilson et al., 1992

Sodium 1.6 - 988 Shaw and Berndt, 1990

Sulfate <5 - 75 Schmidt, 1985

Thallium 0.001 - 0.014 Nussbaum, 1991

Zinc 0.0018 - 4.398 Wilson et al., 1992

Zinc, Dissolved 0.170 - 0.190 City of Modesto, 1997

Total Coliform (colonies/ 100mL) 1.6 x 106 - 2.0 x 108 Resnick and DeCook, 1983

Fecal Coliform (colonies/100 mL) 1.6 x 105 - 2.0 x 107 Resnick and DeCook, 1983
Table 4. Summary of Constituent Concentrations in Storm Water Runoff (cont’d)

Constituents Range

(mg/l unless otherwise noted)

Reference**

September 30, 1999 18

Fecal Streptococci (colonies/100 mL) 7.8 x 104 * Resnick and DeCook, 1983

Acenaphthene 0.00014 - 0.001 Wilson et al., 1992

Acenaphthylene 0 - 0.000104 Wilson et al., 1992

Aldrin 0 - 0.00002 Wilson et al., 1992

Anthracene 0.0007 - 0.021 Wilson et al., 1992

Benzene 0.001 - 0.013 USEPA, 1983

3,4-benzofluoranthene 0.0026 - <0.020 Schmidt, 1985

Benzo (a) anthracene 0.060* Pitt et al., 1994

Benzo (b) fluoranthene 0.0006 - 0.310 Wilson et al., 1992

Benzo (k) fluoranthene 0.001 - 0.240 Wilson et al., 1989

Benzo (g,h,i) perylene 0.002 - 0.007 Arizona DEQ, 1988

Benzo (a) pyrene 0.001 - 0.300 Pitt et al., 1994

Benzoic acid 0.033 - 0.960 Arizona DEQ, 1988

Bis (2-chloroethyl) ether 0.204* Pitt et al., 1994

Bis (2-chloroisopropyl) ether 0.217* Pitt et al., 1994

Bis (2-ethylhexyl) phthalate 0.012 - 0.290 Schmidt, 1985

Butyl benzyl phthalate 0.128* Pitt et al., 1994

Carbon tetrachloride 0 - 0.0001 Wilson et al., 1992

Chlordane 0.00001 - 0.010 USEPA, 1983

Chloroform 0.002 - 0.008 Wilson et al., 1992

2-Chlorophenol 0 - 0.0011 Wilson et al., 1992

Chrysene 0.0044 - 0.014 Wilson et al., 1992

4,4-DDD 0.000003 - 0.000151 Wilson et al., 1992

4,4-DDE 0.000004 - 0.000354 Wilson et al., 1992

4,4-DDT 0.000002 - 0.000179 Wilson et al., 1992

Diazinon 0.0007 - 0.002 Schmidt, 1985

Dibenzo (a,h) anthracene 0.0003 - 0.003 Arizona DEQ, 1988

Dibromochloromethane 0 - 0.0017 Wilson et al., 1992

1,3-Dichlorobenzene 0.12* Pitt et al., 1994

1,1-Dichloroethane 0.0015 - 0.003 USEPA, 1983

1,1-Dichloroethene 0.0015 - 0.004 USEPA, 1983

1,2-Dichloroethane 0.004* USEPA, 1983

Dichloromethane 0.0001 - 0.054 Wilson et al., 1992

2,4-Dichlorophenol 0.00019 - 0.0032 Wilson et al., 1992

1,2-Dichloropropane 0.003* USEPA, 1983
Table 4. Summary of Constituent Concentrations in Storm Water Runoff (cont’d)

Constituents Range

(mg/l unless otherwise noted)

Reference**

September 30, 1999 19

1,3-Dichloropropene 0.001 - 0.002 USEPA, 1983

Dieldrin 0.000007 - 0.0001 USEPA, 1983

Diethyl phthalate 0.002 - 0.003 Arizona DEQ, 1988

2,4-Dimethyl phenol 0.014 - 0.020 Arizona DEQ, 1988

4,6-Dinitro 2-methylphenol 0 - 0.021 Wilson et al., 1992

Di-n-butyl phthalate 0.0046 - 0.011 USEPA, 1983

Di-n-octyl phthalate 0.002 - 0.005 Wilson et al., 1992

Dioxathion 0.0076* Wilson et al., 1989

Endosulfan I 0.00001 - 0.0002 USEPA, 1983

Endosulfan II 0 - 0.0006 Wilson et al., 1992

Endosulfan sulfate 0 - 0.0001 Wilson et al., 1992

Endrin 0.000009 - 0.00001 Wilson et al., 1992

Ethylbenzene 0.001 - 0.002 USEPA, 1983

Fluoranthene 0.128* Pitt et al., 1994

Heptachlor 0.000002 - 0.0001 Wilson et al., 1992

Heptachlor-epoxide 0.000004 - 0.00001 Wilson et al., 1992

Lindane 0.000005 - 0.00018 Wilson et al., 1992

Malathion <0.0005 - 0.0019 City of Modesto, 1997

2-Methyl phenol 0.071 - 0.085 Arizona DEQ, 1988

4-Methyl phenol 0.021 - 0.029 Arizona DEQ, 1988

Methyl-tert-butyl-ether (MTBE) 0.0002 - 0.200 Squillace et al., 1996

Naphthalene 0.0001 - 0.296 Pitt et al., 1994

4-Nitrophenol 0.001 - 0.037 USEPA, 1983

Oil and grease 3 - 14 Woessner and Wogsland, 1987

Pentachlorophenol 0.001 - 0.115 USEPA, 1983

Petroleum hydrocarbons, Total <0.50 - 1.70 City of Modesto, 1997

Phenanthrene 0.00008 - 0.069 Pitt et al., 1994

Phenol 0.001 - 0.013 USEPA, 1983

Pyrene 0.001 - 0.120 Pitt et al., 1994

1,1,2,2-Tetrachloroethane 0.002 - 0.003 USEPA, 1983

Tetrachloroethylene 0.001 - 0.043 USEPA, 1983

Tetrachloromethane 0.001 - 0.002 USEPA, 1983

Toluene 0.003 - 0.009 USEPA, 1983

Toxaphene 0 - 0.0004 Wilson et al., 1992

1,2-Trans-dichloroethene 0.001 - 0.003 USEPA, 1983

1,1,1-Trichloroethane 0.0002 - 0.003 Wilson et al., 1992
Constituents Range

(mg/l unless otherwise noted)

Reference**

September 30, 1999 20

1,1,2-Trichloroethane 0.002 - 0.003 USEPA, 1983

Trichloroethylene 0.0003 - 0.012 USEPA, 1983

Trichlorofluoromethane 0.0006 - 0.027 USEPA, 1983

Trichloromethane 0.0002 - 0.012 USEPA, 1983

* Single values represent maximum detected concentration when range was not given.

** Reference listed is that in which maximum concentration was reported.

Table 5 presents injectate concentrations reported for lake level control wells. This information

is based on data from a total of 14 lake level control wells reported in three studies. One study

presents results of sampling events that took place in 1978, the second study presents data from a lake

level control well and associated monitoring wells sampled from 1987 to 1988. Table 5 is also based

on data submitted by the Florida Department of Environmental Protection, which includes the results for

two lake level control wells that were sampled in 1998.

Table 5. Summary of Constituent Concentrations in Lake Level Control Well Injectate

Constituents Range

(mg/l unless otherwise noted)

Reference**

TDS-Total dissolved solids 92 - 176 Kimrey and Fayard, 1984

TSS-Total suspended solids 1.0 - 3.5 Cadmus, 1999

Conductivity (micromhos/cm @25o ) 140 - 173 Cadmus, 1999

pH (units) 6.16 - 9.1 Bradner, 1991

Color (Platinum-cobalt units) 5 - 20 Cadmus, 1999

Turbidity (nephelometric units) 0.9 - 1.6 Cadmus, 1999

Aluminum, Total recoverable 0.040 - 0.500 Kimrey and Fayard, 1984

Ammonia as Nitrogen 0.02 - 2.0 Kimrey and Fayard, 1984

Antimony <0.0017* Cadmus, 1999

Arsenic 0.001 - 0.027 Kimrey and Fayard, 1984

Barium 0.005* Cadmus, 1999

Beryllium <0.0003* Cadmus, 1999

Cadmium <0.0002 - 0.003 Kimrey and Fayard, 1984

Calcium 17.2 - 21 Bradner, 1991

Calcium Carbontate, as hardness 49.5 - 62 Bradner, 1991

Carbon, Total organic 4.7 - 9.2 Bradner, 1991

Chloride 2.8 - 26 Cadmus, 1999

Chromium <0.001 - 0.020 Kimrey and Fayard, 1984

Copper <0.002 - 0.012 Cadmus, 1999

Cyanide <0.006* Cadmus, 1999

Dissolved oxygen 0.24 - 5.15 Cadmus, 1999

Fluoride 0.10 - 0.20 Bradner, 1991

Iron 0.028 - 2.9 Kimrey and Fayard, 1984

Lead <0.002 - 0.008 Kimrey and Fayard, 1984

Lead, Dissolved <0.005* Bradner, 1991

Magnesium 1.6 - 2.3 Bradner, 1991
Table 5. Summary of Constituent Concentrations in Lake Level Control Well Injectate

(cont’d)

Constituents Range

(mg/l unless otherwise noted)

Reference**

September 30, 1999 21

Manganese <0.010 - 0.080 Kimrey and Fayard, 1984

Mercury <0.0005* Kimrey and Fayard, 1984

Nickel 0.002 - 0.013 Kimrey and Fayard, 1984

Nitrate 0.01 - 2.4 Kimrey and Fayard, 1984

Nitrate & Nitrite <0.01 - <0.10 Bradner, 1991

Nitrogen, Total 0.78 - 1.60 Bradner, 1991

Phosphorus, Total 0.036 - 0.10 Bradner, 1991

Potassium 1.8 - 2.1 Bradner, 1991

Selenium <0.001 - 0.003 Kimrey and Fayard, 1984

Silver <0.009* Cadmus, 1999

Sodium 4.8 - 16.1 Cadmus, 1999

Strontium 0 - 0.100 Kimrey and Fayard, 1984

Sulfate 0.20 - 39 Kimrey and Fayard, 1984

Thallium <0.0006* Cadmus, 1999

Zinc, Recoverable 0.001 - 0.030 Bradner, 1991

Zinc, Dissolved <0.010 - 0.010 Bradner, 1991

Total Coliform (colonies/ 100mL) 1 - 2,200 Kimrey and Fayard, 1984

2,4-D 0.00001* Kimrey and Fayard, 1984

Dieldrin 0.00001* Kimrey and Fayard, 1984

Methyl-tert-butyl-ether (MTBE) 0.002* Cadmus, 1999

Pentachlorophenol 0.032* Cadmus, 1999

2,4,5-T 0.0071* Kimrey and Fayard, 1984

* Single values represent maximum detected concentration when range was not given.

** Reference listed is that in which maximum concentration was reported.

The following sections summarize the above sampling results for inorganic constituents, organic

constituents, and biological/microorganism constituents.

4.1.1 Inorganic Constituents

The most common inorganic constituents found in storm water injectate are sediment, nutrients,

metals, and salts. These categories, and specific inorganic contaminants in each, are discussed below.

Sediment

The principal pollutant in storm water runoff (i.e., present in the largest amount) is typically

suspended sediment. The amount of sediment found in storm water runoff is a function of how much

exposed ground, construction activity, or soil disturbance is occurring in a specific area and is generally
1

 Phosphorus is not toxic to humans or animals in the forms commonly found in water; therefore,

its presence does not appear to be a significant health concern with regard to ground water contamination

by storm water drainage wells. The primary concern with phosphorus in ground water is its discharge to

surface water, where it may induce eutrophication and other undesirable changes to aquatic ecosystems.

September 30, 1999 22

reported as total suspended solids (TSS). Suspended sediments are composed mainly of relatively

inert materials such as quartz and feldspar, but may pose a public health concern because of the

adsorption of other pollutants to the sediments, including heavy metals, organic compounds, and

microorganisms. Dissolved solids are the minerals, metals, and other compounds in solution in water

and are usually reported as total dissolved solids (TDS). This measurement gives a general indication

of water quality deterioration characteristics such as hardness, seawater intrusion, corrosive ability, and

other mineral concentrations.

Particle size, density, size and pattern of fractures or voids in receiving geologic formations, and

local ground water flow conditions are some of the factors affecting the mobility of dissolved and

suspended solids in storm water runoff. Lighter, smaller sediments, and the pollutants that may be

adsorbed to them, may be transported into ground water when introduced into fractured or porous

formations.

The USEPA Nationwide Urban Runoff Program (NURP) study in Bellevue, WA reported a

sediment concentration range in storm water runoff samples of 1 - 2,740 mg/l TSS. Samples taken

from storm water runoff in the Tucson, AZ region were reported in the range of 25 - 8,058 mg/l TSS

(Resnick and DeCook, 1983) while storm water samples from the Phoenix area were reported in the

range of 99 - 588 mg/l (Schmidt, 1985). The Idaho Department of Water Resources (1985) collected

ground water samples in Boise and Pocatello having TSS concentrations of 17 - 899 mg/l and 226 -

1,190 mg/l, respectively. Woessner and Wogsland (1987) reported TDS levels in storm water runoff

from Missoula, MT to be 18 - 1,436 mg/l. The maximum detected levels of TDS in both storm water

runoff and ground water samples exceed the secondary MCL of 500 mg/l. This secondary MCL is not

health-based, but rather was established to represent a goal that would prevent most adverse taste

effects. German (1989) reported MCL exceedances for color and turbidity. Color levels were as high

as 100 platinum-cobalt units versus the secondary MCL of 15 platinum-cobalt units. Turbidity levels

were as high as 25 NTU versus the MCL of 0.5 - 1.0 NTU.

Lake level control well water quality data for Lake Azalea and Lake Orienta show relatively

few exceedances of MCLs and HALs. However, the Lake Orienta drainage well sample exceeded the

secondary MCL for color (15 Pt/Co Units), and measurements for turbidity in the Lake Azalea

samples exceeded the MCL of 0.5 - 1.0 NTU.

Nutrients

Nutrients of primary interest found in urban storm water are the various forms of nitrogen and

phosphorus.1 Nutrients originate from many different sources including sanitary sewage, fertilizers for

landscaping and lawn maintenance, septic tank and sewer system leakage, waste decomposition,
September 30, 1999 23

highway runoff, agricultural practices, animal wastes, eroded soil, organic debris, and atmospheric

fallout (Nussbaum, 1991). Prych and Ebbert concluded that one third of total nitrogen in storm water

runoff is from rainfall (in Nussbaum, 1991). Nitrogen concentrations are typically reported as either

total nitrogen or as nitrate-nitrite. Nitrates are one of the most frequently found contaminants in ground

water (Pitt et al., 1994). When nitrogen compounds come in contact with soil, nitrate leaching into

ground water is possible because of its high solubility. If nitrate leaves the root zone without being

taken up by plants, it can readily percolate into ground water.

Studies by Schmidt (1985) and Resnick and DeCook (1983) detected nitrate concentrations in

ground water of 20 - 22 mg/l and in storm water runoff of 0.1 - 43 mg/l respectively; which exceed the

MCL of 10 mg/l. In the USEPA NURP study (1983) and in many of the studies mentioned above,

nitrates were frequently detected in ground water and storm water samples; however, at levels below

the MCL.

Metals and Salts

The metals in storm water presenting the greatest potential for USDW contamination are

aluminum, arsenic, cadmium, chromium, copper, iron, lead, mercury, nickel, and zinc (Pitt et al., 1994). 

These metals are a concern because of their high prevalence and potential toxicity. Many of these

metals are associated with the particulate fraction of storm water and can be removed by sedimentation

or filtration. However, metals can adsorb onto the surface of suspended sediments and travel through

porous or fractured soils into ground water.

Lead, zinc, and copper are the metals found with the highest frequencies and concentrations in

urban storm water. The NURP study (USEPA, 1983) analyzed 121 samples at 61 sites for 120 of

USEPA’s priority pollutants. Lead and zinc were detected in 94 percent of the samples taken, with

lead concentrations ranging from 0.006 - 0.96 mg/l, which exceeded the 0.015 mg/l drinking water

standard. Wilson et al. (1992) reported lead levels as high as 1.869 mg/l in storm water runoff. Lead

concentrations have decreased significantly in urban area and highway storm water runoff due to its

elimination as an antiknock additive in gasoline (Lee and Taylor, 1998). Concentrations of zinc were

reported from 0.0018 - 4.39 mg/l, exhibiting the highest levels for detected metals and exceeding the

HAL of 2 mg/l (Wilson et al., 1992). Copper, detected in 91 percent of the samples taken, was found

in concentrations ranging from 0.001 - 0.100 mg/l, with 40 percent of the total copper in soluble form

(USEPA, 1983). Pitt et al. (1994) reported copper concentrations as high as 1.25 mg/l, exceeding the

secondary MCL of 1 mg/l.

Other metal contaminants frequently detected in the NURP storm water samples included

chromium (58 percent), arsenic (52 percent), cadmium (48 percent), and nickel (43 percent) (USEPA,

1983). German (1989) reported chromium levels in the range of 0.0006 - 0.610 mg/l, exceeding the

primary drinking water standard of 0.10 mg/l. Levels of cadmium were detected in the range of

0.0001 - 0.220 mg/l, exceeding the primary drinking water standard of 0.005 mg/l (Wilson et al.,

1992). Arsenic concentrations frequently exceeded USEPA human carcinogenic HAL (10-4 risk level)

of 0.002 mg/l (USEPA, 1983). Nussbaum (1991) reported arsenic concentrations up to 0.0505 mg/l,
September 30, 1999 24

exceeding the 0.05 mg/l MCL and the 0.002 mg/l HAL. In the NURP study, selenium concentrations

in storm water runoff ranged from 0.002 - 0.077 mg/l, exceeding the 0.05 mg/l drinking water standard

in 10 percent of the samples in which it was detected. Shiner and German (1983) reported aluminum

concentrations as high as 0.39 mg/l, exceeding the secondary MCL of 0.05 - 0.20 mg/l. Antimony was

detected above the primary MCL of 0.006 mg/l at a concentration of 0.05 mg/l by Wilson et al.

(1992). Nussbaum (1991) reported beryllium levels of 0.049 mg/l, which exceeded the primary MCL

of 0.004 mg/l. The NURP study (USEPA, 1983) reported concentrations of cyanides in the range of

0.002 - 0.300 mg/l, exceeding the primary MCL of 0.200 mg/l. The secondary MCL for iron (0.30

mg/l) was exceeded by concentrations as high as 27.3 mg/l (Marsh, 1993). Wilson et al. (1992) found

mercury levels of up to 0.0023 mg/l (exceeding the primary MCL of 0.002 mg/l) and nickel levels of up

to 0.900 mg/l (exceeding the primary MCL of 0.100 mg/l).

Water quality analyses of samples taken from the Lake Azalea drainage (lake level control) well

indicate that several metals were present but did not violate any HAL or MCL (see Table 5). Only one

sample exceeded the secondary MCL of 0.3 mg/l for iron.

Excess salt concentrations including calcium, carbonate, chloride, magnesium, manganese,

sodium, and sulfate are often found in storm water runoff. Final health-based (primary) MCLs are not

available for many of these chemicals; however, manganese has a secondary drinking water standard of

0.05 mg/l. Chloride also has a secondary MCL of 250 mg/l to prevent negative taste effects. 

Manganese concentrations in storm water runoff range from 0.005 - 0.91 mg/l in Louisville, Kentucky

and Missoula, Montana (Marsh, 1993; Woessner and Wogsland, 1987). Chloride concentrations in

samples from storm water runoff collected in Missoula, MT ranged from 1.13 - 819.13 mg/l (Woessner

and Wogsland, 1987). Shaw and Berndt (1990) reported chloride concentrations up to 3,550 mg/l. 

Resnick and DeCook (1983) reported pH levels in storm water runoff as high as 9.9 and as low as 3.4,

exceeding the secondary MCL of 6.5 - 8.5. Table 6 presents a comparison of the range of inorganics

detected in storm water runoff at concentrations exceeding water quality standards.

Table 6. Summary of Inorganic Storm Water Contaminants Detected in Excess of Water

Quality Standards

Contaminants

Range of

Concentrations Reference Level

Water

Quality

Standarda Reference

Aluminum 0.01 - 0.39 mg/l 0.05 - 0.20 mg/l MCL (S) Shiner and German, 1983

Antimony 0.0026 - 0.050 mg/l 0.006 mg/l MCL Wilson et al., 1992

Arsenic 0.001 - 0.0505 mg/l 0.050 mg/l\0.002 mg/l MCL\HAL Nussbaum, 1991

Beryllium 0.001 - 0.049 mg/l 0.004 mg/l MCL Nussbaum, 1991

Cadmium 0.0001 - 0.220 mg/l 0.005 mg/l MCL Wilson et al., 1992

Chloride 1 - 3,550 mg/l 250 mg/l MCL (S) Shaw and Berndt, 1990

Chromium 0.0006 - 0.610 mg/l 0.1 mg/l MCL German, 1989

Color 2 - 100 Pt/Co units 15 Pt/Co units MCL (S) German, 1989
Table 6. Summary of Inorganic Storm Water Contaminants Detected in Excess of Water

Quality Standards (cont’d)

Contaminants

Range of

Concentrations Reference Level

Water

Quality

Standarda Reference

September 30, 1999 25

Copper 0.002 - 1.25 mg/l 1 mg/l MCL (S) Pitt et al., 1994

Cyanides 0.002 - 0.300 mg/l 0.200 mg/l MCL USEPA, 1983

Iron 0.07 - 27.3 mg/l 0.3 mg/l MCL (S) Marsh, 1993

Lead 0.0001 - 1.869 mg/l 0.015 mg/l MCL Wilson et al., 1992

Manganese 0.005 - 0.910 mg/l 0.05 mg/l MCL (S) Marsh, 1993

Mercury 0.0006 - 0.0023 mg/l 0.002 mg/l MCL Wilson et al., 1992

Nickel 0.001 - 0.900 mg/l 0.1 mg/l MCL Wilson et al., 1992

Nitrate 0.1 - 43 mg/l 10 mg/l MCL Resnick and DeCook, 1983

pH 3.4 - 9.9 6.5 - 8.5 MCL (S) Resnick and DeCook, 1983

Selenium 0.002 - 0.077 mg/l 0.05 mg/l MCL USEPA, 1983

Total Dissolved Solids 18 - 1,436 mg/l 500 mg/l MCL (S) Woessner and Wogsland, 1987

Turbidity 2.5 - 25 NTU 0.5 - 1.0 NTU MCL German, 1989

Zinc 0.0018 - 4.39 mg/l 2 mg/l HAL Wilson et al., 1992

a

 (S) denotes a secondary MCL. All other MCLs are primary.

4.1.2 Organic Constituents

Dissolved oxygen in water is commonly used to characterize a receiving water’s ability to

sustain aquatic life. The amount of dissolved oxygen in water generally decreases as oxygen consuming

pollutants, temperature, and salinity increase. Oxygen demanding or consuming pollutants are organic

materials that are measured using biological oxygen demand (BOD) and chemical oxygen demand

(COD) analytic techniques. These organic materials include human and animal feces, oil and grease,

and pesticides. The ranges of BOD reported in the 1983 NURP study were comparable to

concentrations found in secondary wastewater discharge, ranging from 2 - 23 mg/l. Campbell (1985)

reported BOD levels as high as 1,425 mg/l. The City of Orlando reported BOD ranges from 14.6 -

 23.0 mg/l (City of Orlando, 1994). COD levels ranged from 8 - 13,800 mg/l in a study by Resnick

and DeCook (1983).

Pesticides found in urban storm water runoff and ground water include 2, 4-D; 2, 4, 5-T,

alachlor, aldrin, atrazine, chlordane, DDE, diazinon, dieldrin, ethion, endosulfan, endrin, malathion,

methyl trithion, silvex, and simazine, and generally result from municipal and residential use for pest

control, weed control, and fungi control (Pitt et al., 1994). While many of these pesticides are found at

levels well below drinking water standards, the NURP (1983) study reported concentrations of

chlordane in the range of 0.00001 - 0.010 mg/l, exceeding the MCL of 0.002 mg/l.
September 30, 1999 26

Between 1991 and 1995, the U.S. Geological Survey (USGS) collected a total of 592 samples

of storm water from 16 cities and metropolitan areas required to obtain NPDES permits to discharge

storm water from their municipal storm sewer system into surface water (Delzer et al., 1996). Although

these data represent storm water that were not injected, they can be used to characterize storm water

quality prior to injection. These data indicated that a total of 62 volatile organic compounds (VOCs)

were detected at concentrations below primary and secondary MCLs. Other studies reported the

following organic concentrations above MCLs (see Table 7 for specific references): benzene (0.013

mg/l versus MCL of 0.005 mg/l); benzo(a)pyrene (0.300 mg/l versus MCL of 0.0002 mg/l); bis(2-

ethylhexyl) phthalate (0.290 mg/l versus MCL of 0.006 mg/l); dichloromethane (0.054 mg/l versus

MCL of 0.005 mg/l); methyl tert-butyl ether (MTBE) (0.200 mg/l versus HAL of 0.020 mg/l);

pentachlorophenol (0.115 mg/l versus MCL of 0.001 mg/l); tetrachloroethylene (0.043 mg/l versus

MCL of 0.005 mg/l); and trichloroethylene (0.012 mg/l versus MCL of 0.005 mg/l).

 Between 1993 and 1994, the USGS analyzed ground water samples collected from 210

shallow urban wells and springs, 549 shallow agricultural wells, and 412 deep wells as part of their

National Water Quality Assessment program (Squillace et al., 1996). The research focused on the

presence of MTBE in ground water. Of the 210 shallow urban land use wells and springs sampled, 73

percent had concentrations less than the method detection level of 0.0002 mg/l, 24 percent had MTBE

concentrations ranging from 0.0002 to 0.020 mg/l, and three percent had concentrations exceeding

0.020 mg/l. USEPA set a health advisory level for MTBE at 0.020 mg/l. The USGS data indicate that

MTBE contamination occurs from point and nonpoint sources of pollution. Although they do not

describe MTBE contamination as directly attributable to storm water injection, they mention storm

water injection wells as a probable source of contamination. 

Lake level control well injectate was also sampled for numerous pesticides and organics, few of

which were reported above detection limits. Pentachlorophenol was detected in the Lake Orienta

drainage well in Altamonte Springs, Florida at a concentration of 0.0032 mg/l, which exceeded the

primary MCL of 0.001 mg/l (Cadmus, 1999). Table 7 presents a summary of organic constituents

detected in storm water runoff and lake level control wells at concentrations greater than water quality

standards.

Table 7. Summary of Organic Storm Water Contaminants Detected in Excess of Water

Quality Standards

Contaminants

Range of

Concentrations Reference Level

Water

Quality

Standard Reference

Benzene 0.0001 - 0.013 mg/l 0.005 mg/l MCL USEPA, 1983

Benzo(a)pyrene 0.001 - 0.300 mg/l 0.0002 mg/l MCL Pitt et al., 1994

Bis(2-ethylhexyl) Phthalate 0.012 - 0.290 mg/l 0.006 mg/l MCL Schmidt, 1985

Chlordane 0.00001 - 0.010 mg/l 0.002 mg/l MCL USEPA, 1983

Dichloromethane 0.0001 - 0.054 mg/l 0.005 mg/l MCL Wilson et al., 1992
Contaminants

Range of

Concentrations Reference Level

Water

Quality

Standard Reference

September 30, 1999 27

Methyl-tert-butyl-ether 0.0002 - 0.200 mg/l 0.020 mg/l HAL Squillace et al., 1996

Pentachlorophenol 0.001 - 0.115 mg/l 0.001 mg/l MCL USEPA, 1983

Tetrachloroethylene 0.001 - 0.043 mg/l 0.005 mg/l MCL USEPA, 1983

Trichloroethylene 0.0003 - 0.012 mg/l 0.005 mg/l MCL USEPA, 1983

4.1.3 Biological/Microorganism Constituents

While suspended sediment is the principal pollutant in storm water runoff, fecal coliforms and

fecal streptococci have been found at levels greatly exceeding the MCLs. The primary source of

bacteria and viruses in urban storm water is pet animal and bird excrement washed off of paved

surfaces and yards. Studies comparing urban runoff from different land uses on Long Island, New

York, indicate that low-density residential and nonresidential areas contributed the fewest bacteria to

storm water runoff, while medium-density residential and commercial areas contributed the most. 

Coliform counts in urban runoff during warmer periods of the year are approximately 20 times greater

than counts in urban runoff during colder periods. Viruses were detected in ground water on Long

Island at sites where storm water recharge basins were located less than 35 feet above the aquifer. At

other locations, viruses may be removed from percolation water by adsorption and/or inactivation. 

Bacteria and viruses can remain suspended in water or can adsorb onto sediment which can increase

their survival rates. Bacteria and viruses have also been known to migrate through ground water

(USEPA, 1983).

Fecal coliform levels in urban storm water runoff routinely exceed drinking water standards by

a factor of 50 to 75 (Schueler, 1999). The ranges of fecal coliform found in undiluted storm water in

the 1983 Resnick and DeCook study were as high as 20,000,000 colonies/100 ml while fecal

streptococci samples were reported as high as 78,000 colonies/100 ml. Pitt (1998) reported a mean

fecal coliform concentration in storm water runoff of about 20,000 colonies/100 ml based on 1,600

storm runoff samples collected primarily during the NURP study in the early 1980's. The City of

Orlando (1994) reported total coliform levels ranging from 100 - 290,000 colonies /100 ml. The lake

level control wells samples from Lake Azalea also indicate the presence of fecal coliforms (see Table

5). The primary drinking water standard for total coliform is a monthly average of 1 colony/100 ml,

with individual measurements permitted to exceed this standard; however, no fecal coliform may be

present in any sample. 

4.2 Well Characteristics

Although storm water drainage wells are constructed using a wide variety of siting and design

characteristics, they generally fall into three basic categories:
September 30, 1999 28

• dug wells

• bored wells

• improved sinkholes

4.2.1 Dug Wells

In many states, the use of dug wells (also called dry wells) is preferable to other types of storm

water drainage wells because injected waters are typically filtered by vadose zone soil before reaching

ground water, provided they are constructed above the seasonally high ground water table. Thus, the

concentration of the contaminants in the effluent that eventually reaches the ground water is reduced

(actual reduction depends on the physical and chemical characteristics of the specific contaminants) as

the storm water moves through the soil. While infiltration trenches are often categorized with dug wells,

they are not Class V wells if their surface dimension is larger than their depth.

Dry Wells

A dry well is usually dug to a depth above the water table so that its bottom and sides are

typically dry except when receiving fluids. Dry wells are constructed by excavating a hole and then

building a chamber either by stacking concrete culvert pipe sections on top of each other or by stacking

curved concrete blocks. Variations on this general design include placing drainage nets on the bottom

of the holes before installing the blocks, constructing a dry well and filling the chamber with gravel, or

simply digging a hole and backfilling it with gravel. Figure 1 presents a

schematic of a dry well constructed with curved blocks. As shown in Figure 1, this well has no catch

basin and receives storm water through a slotted manhole cover.
September 30, 1999 29

Figure 1. Dry Well

(USEPA, 1998c)

Dry wells may also be constructed with catch basins, which receive and collect storm water

prior to entering the well (see Figure 2). The advantage of including a catch basin upstream of the well

is that it allows solids to settle in the catch basin, minimizing the subsequent transport of solids into the

well and underlying ground water. However, because many pollutants, such as metals, attach to

sediments, the catch basin can also retain a variety of pollutants (i.e., by holding settled solids). It is

also possible to prevent small spills of floating oil or petroleum if the outlet structure of the catch basin is

properly designed. The overall effectiveness of the catch basin to trap and retain various pollutants is

dependent on the frequency of inspections and maintenance of the catch basin. Figures 3 and 4 show
September 30, 1999 30

Figure 2. Dry Well with Catch Basin

(USEPA, 1998c)

storm water drainage wells in USEPA Region 5. As shown in Figure 4, storm water drainage wells can

be subject to intentional misuse.
September 30, 1999 31

Figure 4. Storm Water Drainage Well in USEPA

Region 5 (USEPA, 1999d)

Figure 5. Storm Water Drainage Well in

USEPA Region 5 (USEPA, 1999d)
September 30, 1999 32

Figure 5. Infiltration Trench

(USEPA, 1998c)

Underground Drainfield

Another typical configuration of dug wells is the underground drainfield type of storm water

drainage well. This is a very common grouping of designs that are often referred to as french drains,

infiltration galleries, leach fields, or percolation areas. Underground drainfield type wells consist of a

vertical drainage shaft that is attached to a series of lateral lines of perforated pipe, similar to the typical

leach field configuration found in many septic systems.

Infiltration Trenches

Infiltration trenches are shallow excavated trenches backfilled with gravel to create an

underground reservoir (see Figure 5). Most infiltration trenches are wider at their largest surface

dimension than they are deep, and thus are not classified as Class V injection wells. They are

discussed here simply for completeness. Variations in infiltration trench design may include vertical fluid

distribution pipes placed in the bottom of the trench (so called “infiltration galleries”). Because these

vertical pipes meet the criterion of being deeper than they are wide, an infiltration trench with this

configuration would be classified as a Class V injection well.

Storm water runoff diverted into the infiltration trench gradually seeps from the bottom of the

trench into the subsoil and eventually into the water table. Enhanced trenches typically have

pretreatment systems, such as grassed buffers, oil/grit separators, and inlet filters, to remove sediment

and oil. This type of design generally has high removal rates for sediments, trace metals, and organic

material.
September 30, 1999 33

Figure 6. Bored Well

(USEPA, 1987)

4.2.2 Bored Wells

A basic bored well is typically at least 40 feet deep and is drilled into consolidated strata such

as limestone or sandstone (USEPA, 1998c). As shown in Figure 6, storm water may pass through a

screen (that filters the injectate), through the well casing, and then seep into underlying aquifers (which

often are in either limestone or sandstone formations). Thus, the basic bored well does not provide any

opportunity for treatment of the storm water, beyond that which may occur if the storm water passes

through the vadose zone and enters the aquifer (e.g., adsorption or filtration by soil). In cases where

the well injects storm water directly into the water table, significant potential for contamination of the

aquifer exists. As a result, states such as Arizona allow the use of bored wells only when operated with

pollution management measures like a catch basin-type settling chamber and inflow pipes outfitted with

debris shields and petroleum absorbents (see Figure 7).
September 30, 1999 34 Figure 7. Bored Well with Settling Chamber (USEPA, 1998c)
September 30, 1999 35

Figure 8. Typical Construction of a Lake Level Control Well in Florida

(Kimrey and Fayard, 1984)

4.2.3 Lake Level Control Wells 

The typical construction of lake level control wells in Florida is shown in Figure 8. Well casing

is placed through the top layer of sediment and the casing is seated in the shallowest zone at the top of

the receiving aquifer. Then, an open hole is drilled in the receiving formation until enough permeable

zones, usually limestone cavities, have been encountered. It is important that a sufficient number of

permeable zones are present to accept the volume of injected water (Kimrey and Fayard, 1984). In

Florida, the receiving aquifer is usually the Floridan aquifer, which is also the largest source of drinking

water for the state.
September 30, 1999 36

Figure 9. Lake Level Control Well Sketch

Orange County, Florida (Orange County SWMD, 1992)

State officials describe lake level control wells as being similar in design to storm water drainage

wells. The wells are typically owned and operated by municipalities. Most lake level control wells

have diameters of 12 inches or more and about 200 to 400 feet of open hole in the receiving aquifer. 

Injectate inflow is usually controlled by stop-log weirs (notched barriers which prevent large solids such

as tree and tree branches from entering the intake pipe), the intake pipe invert elevation, or the elevation

at the top of the casing. 

Figure 9 displays the typical configuration of a lake level control well in Orange County,

Florida. Lake water enters the manhole junction box, then discharges into the drainwell pipe. The

grate at the top of the drainwell pipe (often times resembling a “bird cage”) prevents trash from entering

the pipe. These drainwells are connected directly to underground aquifers, increasing the threat of

aquifer contamination if the injectate is polluted. Although closing these wells would eliminate this

threat, this option is not always feasible given that these wells are the only source of drainage in some

areas (Orange County SWMD, 1992).

4.2.4 Improved Sinkholes

Improved sinkholes are natural karst depressions that have been altered to enhance the

drainage of fluids (see Figure 10), and if they accept storm water runoff, they are classified as Class V

storm water drainage wells. Sinkholes typically form in areas underlain by limestone or dolomite, or in

areas containing volcanic rock. This type of well can usually accept large volumes of water and is a
September 30, 1999 37

popular and cost-effective drainage method in many regions. For example, in Tennessee, highway

runoff is diverted into natural cave openings occurring in karst formations. Similar to bored wells,

improved sinkholes provide little opportunity for removal of contaminants from injectate prior to it

reaching USDWs.

Figure 10. Improved Sinkhole

(USEPA, 1987)

4.3 Operational Issues and Concerns

4.3.1 The Impacts of Siting and Land Use on Injectate

The effect of siting on storm water constituents has been studied extensively with varied

conclusions. A national USEPA-sponsored study of runoff entering conventional sewer collection
September 30, 1999 38

systems showed that heavy metals were the most prevalent pollutants found in urban runoff. Organic

pollutants were detected less frequently and at lower concentrations than heavy metals (USEPA,

1983). The study concluded, however, that geographic location, land use category, or other factors

appear to be of little utility in consistently explaining overall site-to-site variability of runoff pollutants;

but rather that high storm event-to-storm event variability eclipsed any site-to-site variability (USEPA,

1983). 

A second study showed that while petroleum contamination will vary from site-to-site, some

land use related patterns are apparent. Specifically, Schueler (No date) noted higher levels of total

hydrocarbons in the water and sediment trapped in separators at gas stations and all day parking areas

relative to street and residential areas (see Tables 8 and 9).

In a third study conducted in 1996, Pitt et al. identified urban “hot spots,” which they argued

produced significantly greater loadings of trace metals in urban runoff than other areas. Hot spots

include industrial sites, scrap yards, boat building and repair sites, gas stations, and convenience store

parking lots. The Arizona Department of Water Resources found that injectate quality is generally

lower at wells located in industrial land use areas (Arizona Department of Water Resources, 1993). 

Spills, rather than chronic runoff, may pose a more significant risk to ground water because spills deliver

a higher concentration of pollutants to storm water wells. In particular, areas with large numbers of

gasoline stations are at high risk for petroleum spills (Brown and Caldwell Consulting Engineers, 1986).

Table 8. Characterization of the Quality of Trapped Sediments in Oil/Grit Separators - Effect

of Land Use

Parameter

All-Day

Parking

Convenienc

e

Commercial

Gas

Stations Streets

TownhouseGarden Apts.

N = 8 6 7 6 6

Total Kjeldahl Nitrogen (mg/kg) 1,951.0 5,528.0 3,102.0 1,719.0 1,760.0

Total Phosphorus (mg/kg) 466.0 1,020.0 1,056.0 365.0 266.7

Total Organic Carbon (mg/kg) 37,915.0 55,617.0 98,071.0 33,025.0 32,392.0

Total Hydrocarbons (mg/kg) 7,114.0 7,003.0 18,155.0 3,482.0 894.0

Cadmium (mg/kg) 13.2 17.1 35.6 13.6 13.5

Chromium (mg/kg) 258.0 233.0 350.0 291.0 323.0

Copper (mg/kg) 186.0 326.0 788.0 173.0 162.0

Lead (mg/kg) 309.0 677.0 1,183.0 544.0 180.0

Zinc (mg/kg) 1,580.0 4,025.0 6,785.0 1,800.0 878.0

Source: Schueler, no date.

Note: All reported data are mean values.
September 30, 1999 39

Table 9. Characterization of Pollutant Concentrations in the Water Column

of Oil/Grit Separators - Effect of Land Use

Parameter

All-Day

Parking

Convenienc

e

Commercial

Gas

Stations Streets

TownhouseGarden Apts.

N = 8 6 7 6 6

Ortho Phosphate Phosphorus (mg/l) 0.23 0.16 0.11 not detected 0.11

Total Phosphorus (mg/l) 0.30 0.50 0.53 0.06 0.19

Ammonia Nitrogen (mg/l) 0.20 1.58 0.11 0.19 0.20

Total Kjeldahl Nitrogen (mg/l) 1.18 4.94 2.5 .84 1.00

Oxidized Nitrogen (mg/l) 0.65 0.01 0.21 0.92 0.17

Total Organic Carbon (mg/l) 20.60 26.80 95.51 9.91 15.75

Total Hydrocarbons (mg/l) 15.40 10.93 21.97 2.86 2.38

Total Suspended Solids (mg/l) 4.74 5.70 no data 9.60 7.07

Extractable Cadmium (mg/l) 0.00645 0.00792*0.01529*no data no data

Soluble Cadmium (mg/l) 0.0034*no data 0.00634*no data 0.01034*

Extractable Chromium (mg/l) 0.00537 0.01385 0.01763*0.00552*no data

Soluble Chromium (mg/l) no data no data 0.0064*no data 0.00479*

Extractable Copper (mg/l) 0.01161 0.02211 0.11263 0.0095*0.00362

Soluble Copper (mg/l) 0.00822*no data 0.02564 no data 0.0024

Extractable Lead (mg/l) 0.01342 0.02887 0.16238 0.00823 no data

Soluble Lead (mg/l) 0.0081*no data 0.0269*no data no data

Extractable Zinc (mg/l) 0.190 0.201 0.554 0.092 no data

Soluble Zinc (mg/l) 0.1067 0.0437 0.471 0.069 0.059

Source: Schueler, no date.

Note: All reported data are mean values. Asterisks indicate that the mean is for observations in which the indicated parameter was

actually detected.

A fourth study prepared by Woodward-Clyde Consultants (1989) shows that land use has a

statistically significant impact on the pollutant discharge in storm runoff. The authors ranked land use

categories (industrial, commercial, transportation, residential, and open land) according to the pollutant

concentrations found in storm drains in those areas. They then performed statistical analyses on the

results to determine whether the concentration of pollutants found in one land-use category was

statistically different from the concentration of pollutants found in another category. In-pipe industrial

stations had the highest pollutant concentrations. Commercial and transportation land uses had

pollutant concentrations that were statistically similar to each other, except in total suspended solids

(TSS) and zinc. Both TSS and zinc were present in lower concentrations in commercial land use areas

than in transportation land use areas. Residential land showed lower pollutant concentrations than the
September 30, 1999 40

in-pipe industrial, commercial, and transportation land use areas. Concentrations from residential land

were not statistically different from concentrations found in open land, except for TSS and dissolved

copper.

For the purpose of this study, storm water drainage wells are defined as wells that receive

primarily storm water. However, some storm water wells that are designed to receive only storm water

are located in industrial settings where spills can enter the well or where storm water can pick up

contaminants as it flows over a polluted ground surface. This study defines storm water drainage wells

in which the incoming storm water is not separated from potential pollutant sources, such as loading

docks and process areas, as industrial waste disposal wells rather than storm water wells, even if they

were originally designed to receive only non-industrial storm water.

Despite this attempt to differentiate between industrial wells and storm water drainage wells,

there continues to be concern with both the potential for spilled materials to mix with storm water and

enter a storm water drainage well and with the potential for “clean” storm water to be contaminated as

it flows on the ground to the storm water well. Any future UIC rulemaking or guidance development

activities addressing storm water drainage wells, if determined to be necessary, will attempt to address

the dividing line between these two well types more specifically.

5. POTENTIAL AND DOCUMENTED DAMAGE TO USDWS

Certain storm water pollutants may pose only minimal risks of ground water contamination

depending on the type of drainage well used and the characteristics and concentrations of the

contaminants in the injectate. According to the 1987 Class V RTC, the majority of storm water

drainage wells have been reported to inject surface runoff above USDWs (USEPA, 1987). Storm

water drainage wells that inject directly into USDWs are judged to have the highest relative potential to

contaminate a USDW because suspended materials in the runoff have no opportunity to be filtered by

subsurface sediments or removal through sedimentation before reaching ground water.

5.1 Injectate Constituent Properties

The primary constituent properties of concern when assessing the potential for Class V storm

water drainage wells to adversely affect USDWs are toxicity, persistence, and mobility. The toxicity of

a constituent is the potential of that contaminant to cause adverse health effects if consumed by humans. 

Appendix D of the Class V Study provides information on the health effects associated with

contaminants found above drinking water standards or health advisory limits in the injectate of storm

water drainage wells and other Class V wells. As discussed in Section 4.1, the contaminants that have

been observed above drinking water standards or health advisory limits in storm water drainage well

injectate are aluminum, antimony, arsenic, beryllium, cadmium, chloride, chromium, color, copper,

cyanide, iron, lead, manganese, mercury, nickel, nitrate, pH, selenium, TDS, turbidity, zinc, benzene,

benzo(a)pyrene, bis(2-ethylhexyl) phtlalate, chlordane, dichloromethane, fecal coliforms, methyl-tertbutyl-ether, pentachlorophenol, tetrachloroethylene, and trichloroethylene.
September 30, 1999 41

Persistence is the ability of a chemical to remain unchanged in composition, chemical state, and

physical state over time. Appendix E of the Class V Study presents published half-lives of common

constituents in fluids released in storm water drainage wells and other Class V wells. All of the values

reported in Appendix E are for ground water. Caution is advised in interpreting these values because

ambient conditions have a significant impact on the persistence of both inorganic and organic

compounds. Appendix E also provides a discussion of mobility of certain constituents found in the

injectate of storm water drainage wells and other Class V wells.

University of Arizona researchers analyzed the fate and transport potential of identified

pollutants in storm water drainage well injectate (Wilson et al., 1992). Using a computer model, they

established a ranking matrix relating runoff chemicals, their properties, the properties of representative

vadose zone layers, depth to ground water, and recommended depths of dry wells. Using the

interactive model Chemical Modeling in Layered Soils (CMLS), their simulations demonstrated that

organic rich layers in the dry well sediments and in the vadose zone retarded the movement of all but

the most mobile organic compounds. CMLS predicted that the travel distances of metals are minimal. 

Wilson et al. (1992) discussed an unpublished master’s thesis that simulated drainage from a dry well

using the saturated-unsaturated flow model UNSAY 2. Results indicate that greater attenuation and

dilution can be expected when dry wells drain into fine-textured materials.

5.2 Observed Impacts

Three distinct types of contamination incidents associated with storm water drainage wells are

described in the literature. The first type occurs when residents or commercial businesses intentionally

misuse the storm water wells. The second type of contamination incident occurs when industries

unintentionally misuse storm water drains and the wells become contaminated. The final type involves

the contamination of storm water wells located at or near industrial sites; these wells are contaminated

because of the nature of the runoff (Michael, 1997). Studies show that the most serious risks to public

health occur when contaminants from industrial sites or spills run into storm water drainage wells.

This section summarizes known contamination incidents involving storm water drainage wells

and lake level control wells, and other studies on ground water impacts associated with these wells. 

5.2.1 Storm Water Drainage Well Contamination Incidents

Contamination of USDWs by storm water drainage wells has been reported to varying degrees

at locations in Ohio, Kansas, Wisconsin, California, Washington, Oklahoma, Tennessee, New York,

Indiana, Florida, Kentucky, and Maryland (Cadmus Group, 1991, 1996; Michael, 1997; Orr, 1993;

USEPA, 1997; Wilde, 1994). Haney et al. (1989) report fifteen sites in Arizona with ground water

contamination directly related to dry wells (i.e., storm water drainage wells). In many cases, both

community and noncommunity drinking water supply wells have been contaminated or threatened. 

Sources of contamination cited in the literature include:
September 30, 1999 42

• food waste mixed with storm water effluent prior to discharge

• organic solvents or rinse waters disposed of in storm drains

• a tar and diesel fuel mixture used on a roof

• fuel and/or wastewater spills entering drains

• liquid waste discharged from a sump into a storm drain.

A representative subset of these ground water contamination incidents associated with storm water

disposal across the country are described below in Table 10.

Table 10. Selected Ground Water Contamination Incidents

from Storm Water Drainage Wells

Location Incident Contamination Type and Levels

Contamination

of USDW?

Fairborn, Ohio (Orr,

1990)

In 1989, a commercial petroleum

distributing facility accidentally released

21,000 gallons of fuel oil from an aboveground storage tank, which then

overflowed from a diked area and entered

two storm wells.

Six months after the spill,

monitoring wells showed as much as

eight feet of fuel oil on the water

table.

Yes

Hutchison, Kansas

(Kansas Dept. Of

Health &

Environment

Correspondence,

1986)

A municipal water supply well was

temporarily shut down because storm 

water effluent containing tar and diesel

fuel mixture, which was used for roofing

on nearby apartment buildings, entered

dry wells via roof downspouts. The

supply well, serving about 31,900 people,

was closed until the dry wells were

pumped.

Initial analyses of water from the

downspout indicated 0.0006 mg/l

xylene and 0.006 mg/l

dichloromethane. A sample taken

from the dry wells after remediation

contained 0.0009 mg/l

ethylbenzene, well below Kansas

Notification Limit of 0.068 mg/l

and Kansas Action Limit of 0.690

mg/l.

Yes

Waupaca County,

Wisconsin (USEPA,

1996b)

In 1988, a school drinking water supply

well serving 300 persons was

contaminated by a storm water drainage

well that received runoff from the school

roof and waste from the kitchen garbage

disposal. The drinking water was

chlorinated and pumped, storm water

runoff was rerouted to a surface discharge

site, and garbage disposal waste was

rerouted to a sanitary disposal system. 

The storm water well was excavated and

backfilled.

Total and fecal coliform

contamination were detected. A

total coliform count of 139/100 ml

was found. Fecal coliform

contamination of a drinking water

source is an acute health hazard.

Yes

McChord Air Force

Base in Tacoma,

Washington (ATSDR,

1989)

Organic waste solvents and sludge were

disposed of in leach pits and in storm

drains. In 1980, organic solvent

contamination was discovered in drinking

water supply wells for the City of

Lakewood. Contamination was also found

in drinking water wells for the base.

Concentrations in drinking water

wells: trichloroethylene, 0.005 mg/l

(Base), 0.020 mg/l (Lakewood);

chloroform, 0.009 mg/l(Base);

trans-1,2-dichloroethylene, 0.101

mg/l (Lakewood);

tetrachloroethylene, 0.272 mg/l

(Lakewood).

Yes
Table 10. Selected Ground Water Contamination Incidents

from Storm Water Drainage Wells (cont’d)

Location Incident Contamination Type and Levels

Contamination

of USDW?

September 30, 1999 43

Oak Grove, Kentucky On April 16, 1998, the city water plant

was shut down due to a severe storm that

caused a sharp increase in raw turbidity. 

The area has several storm water

drainage wells as well as sinkholes and

caves. USEPA is directing storm water

drainage well owners to run a dye trace to

determine which wells are responsible for

the siltation problem.

Prior to shutdown the raw turbidity

was 6.5 NTU; at start-up the raw

turbidity was 1,750 NTU and Alum

feed rates were 344 mg/l. By April

19, 1998, the turbidity readings were

down to 13 NTU and the plant was

operating normally.

Yes

Valparaiso, Indiana Storm water runoff from road salt piles

maintained by the Indiana Department of

Transportation entered storm water

drainage wells. This resulted in the

creation of a chloride plume in the

shallow aquifer. The plume is migrating

toward Valparaiso’s public water supply

wells.

Maximum concentrations of sodium

chloride found in the ground water

thus far is 10,000 mg/l. Sodium

chloride concentrations average in

the 200 - 400 mg/l range.

Within

approximately 12

months.

Source: Cadmus, 1999

Additional examples of contamination events include the following:

• The Southland Corporation’s dry wells in Los Gatos, CA, which are a part of the storm water

drainage system, caused significant ground water contamination with gasoline. Specifically,

ground water was contaminated with gasoline and other chemicals originating from Southland

Corporation, a commercial site where it is alleged that surface spills of fuel and other chemicals

washed into the dry wells (Cadmus, 1999).

• Industrial waste water and wash water from Glass-Tek in Morgan Hill, CA were discharged

into a storm water retention pond with three dry wells in the bottom of the pond. The

contaminants were volatile organic solvents, primarily TCE, some cis-1,2-DCE, and a little

TCA. TCE concentrations in February 1993 were as high as 2.2 mg/l. (The MCL for TCE is

0.005 mg/l.) The ground water plume is over 2,500 feet long and at least 200 feet deep. As of

November 13, 1998, the situation is exacerbated by the presence of several storm water

retention ponds and other dry wells in the area above and adjacent to the plume. The potential

for damage is high because the well is within the sensitive ground water recharge area for South

County where ground water is the only source of water (Cadmus, 1999).

• The presence of chromium, copper, lead, zinc, and motor oil led to the closure of six rock wells

(i.e., storm water drainage wells) in Modesto, CA. The rock well monitoring results appear to

be fairly comparable to street sweepings in terms of the levels of the metals. Also, motor oil

was detected in five of the six rock wells sampled. These motor oil results highlight the

importance of the Illicit Discharges Program Element of the City's NPDES Stormwater
September 30, 1999 44

Program which has as its primary goal the elimination of illegal dumping into the City's storm

drain system. In Mountain View, CA, dry wells led to the contamination of ground water and

soil with dichloromethane and pentachlorophenol. The contamination was within three miles of

drinking water wells that serve 333,000 people (Cadmus, 1999).

• In Bellevue, Ohio, the disposal of raw sewage in wells began in the late 1800's and continued

until 1971. Nearly every dwelling and industrial plant had a well, ranging from 35 to 270 feet

deep, for disposing of sewage (Orr, 1990). Despite regulations banning the disposal of raw

sewage, several drainage wells in Bellevue, Ohio still continue to receive sewage through the

connection of perimeter drains to septic systems. The perimeter drains are then tied into

sinkholes or storm water drainage wells. Ground water in an area five miles wide and fifteen

miles long was contaminated, affecting municipal wells and private drinking water wells. Rural

wells outside the city still show contamination and have coliform levels that exceed safe drinking

water limits. As a result of the contamination, alternative supplies of drinking water needed to

be distributed in the Bellevue area, including the use of cisterns to capture rain water. In

addition, homeowners with private drinking water wells installed settling tanks to reduce the

level of mud and debris in their drinking water. Today, only surrounding communities that draw

their drinking water directly from underground sources via private wells are still affected; the

city of Bellevue now relies on a reservoir for drinking water (Orr, 1990).

5.2.2 Storm Water Drainage Wells: Other Contamination Incidents and Studies

Several contamination incidents have also been reported by the Department of Environmental

Protection (DEP) Central District , DEP Southeast District, and Miami-Dade areas in Florida. A total

of 607 drainage wells (lake level control and storm water wells) in the Ocala, Live Oak, Orlando, and

other areas were tested. Turbidity, color, total recoverable chromium, iron, lead, and manganese were

equal to or exceeded the standards. Coliform bacteria was also present in varying concentrations. 

Storm runoff tested at these sites showed similar results (Cadmus, 1999).

A study by the Ohio Environmental Protection Agency documented several cases of intentional

abuse of storm water drainage wells (Orr, 1993). Fairfield, Ohio had an estimated 2,900 storm

drainage wells and catch basins in use. Many individuals routinely used these drainage wells to dispose

of a wide variety of wastes, some of which may be hazardous. It is reportedly a common practice for

individuals to dispose of used oil and antifreeze by dumping it into the drainage basins. Street crews

routinely removed a variety of items from the drainage wells. In one instance, a well contained more

than 20 used oil filters. The high transmissivity of the sand and gravel aquifer in Fairfield suggested that

any contaminants reaching the aquifer are unlikely to be attenuated.

Additionally, Pitt et al. (1993) identified several common “non-storm water” entries to storm

water drainage wells. These included:
September 30, 1999 45

• Sanitary wastewater sources: wastewater from sewage connections improperly hooked up to

storm water drains and exfiltration, leakage, or effluent from improperly operating or designed

nearby septic tanks.

• Automobile maintenance and operation sources: car wash wastewater, radiator flushing

wastewater, degreasing wastes, improper oil disposal, or leaky underground storage tanks.

• Irrigation sources: lawn runoff from over watering or direct spraying of impervious sources.

• Relatively clean sources: infiltrating ground water, water routed from springs or streams, or

leakage from water mains.

Sanitary wastewater is the most significant source of bacteria and oxygen-demanding

substances, while automobile maintenance waste is the most significant source of toxicants (Pitt et al.,

1993). Possibly 25 percent of separate storm water drains or systems have water flowing in them

during dry weather, and as many as 10 percent are grossly contaminated with raw sewage and 

industrial wastewater (Pitt et al., 1996).

5.2.3 Lake Level Control Wells Contamination Incidents

Prior to 1987, a lake level control well was constructed on Lake Johio, in Orange County,

Florida, to remove water beneath the land surface and to regulate the lake’s level. Although lake level

control wells are not constructed for the purpose of moving air beneath the land surface, this sometimes

occurs (Watroba, 1999). It was discovered that air pockets trapped beneath the land surface migrated

to various wells around Lake Johio and prevented them from yielding water. In 1987, the City of

Ocoee annexed properties around Lake Johio, including property containing the lake level control well. 

Therefore, Orange County transferred custodianship responsibility for the well to the City of Ocoee;

however, the city has not accepted responsibility for the well. In early 1998, residents in the Johio

Shores area issued complaints with the Orange County Health Department that water from their private

wells had the smell and appearance of lake water. The Orange County Health Department sampled

five residential wells in the area and detected some background microorganisms but no coliforms. 

Water quality analyses of a private well sample near Johio Shores indicated the presence of iron and

sulfur reducing bacteria (Crenthrix polyspora and Beggiatoa alba), which have the ability to

transform or deposit significant amounts of sulfur, which in turn leads to an objectionable slime in well

water. Iron bacteria can be associated with fouling and plugging of wells and may result in customer

complaints of red/black and/or gray/tan water. Sulfur bacteria may also cause odor, taste, frothing, and

color problems in well water. Colonies of Aspergillus and Acinetobacter, which are normally found in

air and thus not expected to survive for a significant length of time in a well, were also detected. After

these bacteria die off, they become a nutrient source for other bacteria, thus increasing the bacteria

count in the well water. Analyses also indicated the presence of the following algae: Microthamnion,

Agenellum, Anacystis, Gleotrichia, and Cladaphora. When algae becomes discolored or viscous, it

can cause clogging in plumbing systems and discolored and/or foul smelling water supplies. Decayed

algae can also be a nutrient for many waterborne bacterial contaminants, thus increasing the bacterial

count in a water supply (Cadmus, 1999).
September 30, 1999 46

The Florida Department of Environmental Protection (DEP) describes another contamination

incident that took place near Lake Orienta, Altamonte Springs, Florida (data from this well are included

in previous sections). In 1993, flooding occurred in Lake Orienta, causing nearby private drinking

water wells to be contaminated. Because the drainage well injectate did not meet MCLs, the State

could not issue a permit for the well. To avoid further damage caused by flooding, DEP issued several

emergency authorizations to operate the well from March to November 1993, in January 1996, and in

November 1996. During November 1996, monitoring was required for the injected fluids during the

first 30 days and every three months thereafter while using the drainage wells (Cadmus, 1999). 

6. BEST MANAGEMENT PRACTICES

A variety of best management practices (BMPs) can be implemented to minimize the potential

for contamination of USDWs resulting from storm water drainage wells. The BMPs can be organized

into the following five general categories: (1) siting, (2) design, (3) operation, (4) education and

outreach to prevent misuse, and (5) proper closure, plugging and abandonment. The proper design and

siting of the storm water drainage well minimizes the likelihood of both accidental and routine

contamination resulting from either poor operational practices or misuse. This section assesses some of

these BMP techniques and their effectiveness in controlling USDW contamination by storm water

runoff. The following discussion is not exhaustive and does not represent a USEPA preference for any

specific BMP.

6.1 Siting BMPs

The goal of many agency officials is to minimize the likelihood of contaminants reaching the

storm water drainage well in a concentrated form, and to provide separation horizontally and vertically

between the storm water disposal device and potential receptors of pollution such as aquifers, drinking

water wells, and surface waters. Soil and water table conditions must be suitable for infiltration of

storm water runoff and attenuation of contaminant concentrations. The geology, topography, and

climate of an area greatly impact the effectiveness of a BMP in controlling contamination due to runoff;

therefore, selection of BMPs must be made on a site-by-site basis. As a general guideline, the greater

the separation distance between a storm water drainage well and ground water, the less the threat of

contamination.

Evidence indicates that proper siting practices have been neglected. For example, in the 1995

San Francisco Bay Region Water Quality Control Plan, a survey conducted by the regional board staff

and USEPA indicated that a number of municipalities and industries haphazardly installed storm water

drainage wells and that construction and usage had been prevalent in the area and had gone virtually

unregulated (San Francisco Bay Region Water Quality Control Plan, no date).

 Storm water drainage wells which allow runoff to flow directly into the subsurface (e.g., some

dry wells, bored wells, and improved sinkholes) generally pose a greater risk to USDWs than wells that

have permeable barriers that can offer filtering mechanisms (e.g., vegetative infiltration basins). Table
September 30, 1999 47

11 presents a matrix used by Santa Clara Valley Water District to rate various sources of storm water

runoff.

Table 11. Preliminary Evaluation of Risk and Continued Use for Existing 

Storm Water Infiltration Devices, Santa Clara Valley Water District

Site Use

Industrial Commercial Residential Agricultural

Parks/

Open Space

Risk Factor High Medium-High Low-Medium Low-Medium Low

Continued Use Allowed Improbable Improbable Possible Possible Probable

Monitoring for Continued Use Yes Probable No Probable No

Destruction Requirements Probable Probable Undetermined Improbable Improbable

Source: Santa Clara Valley Water District, 1993.

6.1.1 Minimum Setback Distance from Surface Waters

Separation of drainage wells from surface waters provides filtration by a minimum layer of soil

prior to entering a surface water downgradient from a storm water infiltration system. A second

function of horizontal separation is to provide an overland separation if the infiltration device were to

clog and cause water to pond at the surface. This separation would help to prevent highly turbulent and

potentially contaminated flood waters from entering storm water drainage wells. Separation distance

recommendations between storm water infiltration devices and surface waters take the following into

account: 

• Many local by-laws prohibit building within a buffer zone surrounding water bodies and

wetlands. This building prohibition may also include construction of infiltration devices. Buffer

zones vary in width, but more effective systems are designed to achieve at least a nine minute

residence time. The residence time is the time in which any water molecule in the runoff is in the

buffer zone as it travels to the collection zone, such as a water body or wetland.

• Storm water systems permitted under state or NPDES permits, depending on a state's

authority, can discharge directly into some surface waters.

• For comparison purposes, local and state regulations contain minimum separation requirements

between septic systems and surface waters. While not directly comparable, these regulations

may serve as a useful point of reference. Typical separation of septic systems and surface

waters is 40 to 100 feet, with greater distances for surface drinking water supplies (NSFC,

1995).
September 30, 1999 48

6.1.2 Minimum Setback Distance from Drinking Water Wells

The distance that a contaminant will travel from its source to a receptor such as a drinking

water well will vary greatly depending on the depth of injection, volume and rate of rainfall, contaminant

concentration in the injectate, soil characteristics (e.g., texture, pH, ability to remove contaminants), the

direction and velocity of ground water flow, and other factors such as ground water pH and ground

water table fluctuations. A site investigation to determine an optimum distance of separation for each

affected site may not be practical. Because of the dependence of contaminant transport on local

climate, geology and land use, no one value can be given to define separation distances for the entire

country. Many states and counties develop guidance on separation distances based on local factors.

6.1.3 Minimum Separation from Water Table

Contaminants that are readily removed by attraction to soil particles are less likely to

contaminate ground water when the injection well does not directly discharge into ground water. For

this reason, several design recommendations include a minimum separation between the bottom of a

storm water drainage well and the seasonal high ground water table. The extent to which contaminants

are removed by soils depends on numerous factors (see Section 5). The height of ground water can be

determined by examining soil strata for evidence of mottling (i.e., orange or dark reddish/brown spots

formed from the oxidation of iron and manganese). Direct observation of ground water levels is less

reliable because it only provides a snapshot of the ground water level and may not reflect the seasonal

high level.

6.1.4 Prohibition from Some Areas of Critical Concern

A state or local agency or Indian tribe may find it desirable to prohibit storm water drainage

wells from certain critical areas, for example, within drinking water well protection zones (e.g., source

water protection areas), near waters of exceptional high quality such as Outstanding National Resource

Waters, or adjacent to wetlands. Other areas where storm water wells may be banned include:

brownfields, contaminated site clean-ups, and areas prone to landslides or slope instability. Several

states actively discourage or prohibit dry wells, depending on site conditions. For example,

Washington discourages the use of storm water drainage wells in areas that rely solely on their USDW

for drinking water (see Section 7).

6.1.5 Minimum Engineering Design/Soil Performance Specifications

Many state or local infiltration regulations are based not on environmental protection, but on

engineering and drainage specifications contained in plumbing and building codes. Effective methods

for regulating new construction of storm water drainage wells under consideration by several states

include changes to existing plumbing and building codes (see Section 7). In general, good design

practice dictates that infiltration devices are not to be constructed in fill, in soils with high silt/clay

content, and in soils with low infiltration rates. Conversely, the maximum allowed infiltration rate will

prevent installation of storm water drainage wells where storm water moves extremely rapidly through
September 30, 1999 49

the soil. These design specifications, based on the infiltration rate, are intended primarily to prevent

failure of the infiltration device rather than to protect ground water. High clay content in the soil is

desirable in filtering contaminants, particularly metals, from the storm water. The designer must balance

the infiltration capacity against the filtering ability of the soil when siting an infiltration device. The type

and concentration of contaminants must be considered along with the expected flow rates and volumes

in determining whether a site is suitable for an infiltration device. Even in soils with adequate infiltration

rates, a heavy influx of oils, other organic compounds, and sediments introduced into the storm water

drainage well can decrease the infiltration rate and cause an early failure of the well.

As noted in Section 6.1.3, certain contaminants (e.g., chlorides) do not sorb onto soil particles

and therefore travel readily with ground water. In locales where storm water drainage wells exist along

roadways, the local transportation authority may consider using sand or other gritty materials, rather

than salt, to provide traction. To prevent clogging of the storm water drainage well in areas where grit

materials are used in place of road salt, large settling basins and/or filter strips may be included in the

well design. Operators often schedule more frequent maintenance of storm water drainage structures,

particularly in the late winter and spring, in areas where sand or grit is used in place of road salt.

6.2 Design BMPs

Design features can minimize the risk of contaminating drinking water sources and are often less

expensive to install during construction than later as a retrofit. The following discussion of well designs

and pretreatment systems is intended to provide a brief overview of the types of systems in use that can

reduce the potential for pollution of ground water by storm water injection wells.

6.2.1 Sediment Removal

Sediment carried in storm water runoff will enter a storm water drainage well unless the well

includes devices for removing that sediment. Sediment poses three problems: (1) it can clog the

infiltration system causing it to fail; (2) contaminants including metals, pesticides, and phosphorus, can

attach to sediments and be carried into ground water systems, leading to possible contamination; and

(3) wells that directly inject into USDWs may have sediment levels that, for hours or days, render the

water unfit for human consumption in nearby wells. In many instances where the sediment load is very

high, the infiltration system will clog and cause an unplanned discharge to surface waters before a

significant amount of contamination can be carried by sediment into the ground water. 

Pretreatment methods used for preventing sediment from entering storm water infiltration

devices include oil/grit separators, settling basins (catch basins or detention or retention basins), and

filter strips and swales.

One of the chief difficulties with many storm water drainage wells lacking pretreatment devices

is that they tend to clog with fine sediment, slowing the rate of infiltration into the soil. In many cases,

the sediment enters the basin or dry well during construction of the facility. Measures to prevent

sediment from entering the infiltration device include temporary diversions such as sediment traps,
September 30, 1999 50

Figure 11. Typical Separator Design

(USEPA, 1998c)

roping off the well area to prevent construction equipment or other traffic from compacting soil, and

stabilizing the area around the well by planting vegetation. After the site is fully stabilized, the site

operator can remove the sediment and excavate the remainder of the well.

Oil/Grit Separators

Oil/grit separators, also called water quality inlets, consist of one or more chambers designed to

allow sediments to settle out prior to entering the storm water well. Many separator designs also

contain baffles so that the uppermost layer of water in each of the separator chambers is retained. 

Material such as oil floating on top of the trapped water is retained and can be removed when the

separator is cleaned. Sediment that is heavier than water will settle out at a rate determined by the

density and size of the sediment particles and the time allowed for settling. The portion of sediment that

is removed is determined in part by the speed of water flowing through the separator, relative to the

settling speed of the sediment and the depth of the separator. When a separator retains water long

enough to allow particles to settle or rise to the surface, it is effective at retaining sediment. If the

holding time is too short, particles remain in suspension and are passed to the infiltration system. A

typical separator design is shown in Figure 11. If not properly designed and frequently cleaned,

separators may also allow trapped sediment to be resuspended and pass out of the separator during

subsequent flow events.
September 30, 1999 51

The advantage to using separators is that they employ basic principles that are well understood

and are easily incorporated into the design of the system by storm water engineers. They are relatively

simple to construct, are available as pre-fabricated units or can be custom built from standard fittings,

and are relatively easy to maintain. Disadvantages of separators include: increased cost of a storm

water drainage well; required periodic cleaning and maintenance which may necessitate costly

equipment such as a jet pump; and questionable effectiveness, particularly in separating dispersed

petroleum products (which depends greatly on the separator design and its associated holding time).

Filter Strips and Swales

Filter strips and swales are vegetated buffers that trap sediment before it enters infiltration

devices. Filter strips typically are at least 20 feet wide. The width of the strip is based on flow, site

characteristics and pollutant loading. Pollutant removal is achieved by the filtering action of vegetation,

settling into low velocity areas, or infiltration into the subsoil. Filter strips are generally graded to less

than 2 percent so that water flows over them in sheets rather than as a concentrated stream. Sheet flow

decreases the possibility of gully erosion and distributes contaminants over a wider area. Level

spreaders such as slotted curbs may also be used to facilitate sheet flow. Vegetation also protects soil

from being eroded. Roots and fauna in the soil also provide pore space for infiltration. Native

vegetation requires less maintenance (e.g., pesticides or fertilizers). Filter strips are generally used in

agricultural low density development areas and cannot treat high velocity flows (New Jersey

Departments of Environmental Protection and Agriculture, 1994).

Catch Basin Inserts

Catch basins are often used to hold water before it flows to infiltration devices. Catch basin

inserts can remove oil, grease, and metals in runoff. The inserts consist of several filtration trays that

hang down from the inlet grate. The top tray is an oil/grit separator, and the lower trays may be

activated charcoal, which trap pesticides, fertilizers, and metals; reconstituted wood fiber, which traps

oil and grease; or fiberglass insulation. While these inserts can remove potential contaminants, they

require at least monthly inspection and maintenance and require more frequent inspection during wet

periods. Additionally, inserts clog easily, preventing passage of storm water, and are hard to remove

without proper equipment.

6.2.2 Oil and Grease Separators

Petroleum products contain components such as benzene, which are known human

carcinogens, that can potentially contaminate ground water. Petroleum can enter a storm water

drainage well from: (1) accidental spills, (2) intentional misuse through disposal of automotive products

(e.g., used motor oil), and (3) oil residue washed from pavement. As discussed above, oil/grit

separators can remove some oil before it enters infiltration devices. These separators, however, are not

very effective in removing oil droplets that are either entrained or dispersed within the flow, as well as

miscible oils. 
September 30, 1999 52

If an oil and grease separator is designed to allow sufficient holding time, oil droplets can also

be removed from storm water. Generally, there are two categories of oil separators, those designed to

retain small spills, and those designed to provide extended holding time to allow separation of dispersed

oil. A specific type of separator in the second category uses "coalescing plates" made of polypropylene

or fiberglass to separate dispersed oil. The various types of oil and grease separators are discussed

below.

Spill Control Separators

Spill control separators, similar to the oil/grit separators discussed in Section 6.2.1, are

chambers that allow oil and grease to float to the top of a chamber, while water from below the oil layer

is allowed to pass through to the storm water disposal system (see Figure 12). They are effective at

retaining small spills but do not remove dispersed oil droplets because they have a relatively short

residence time. These separators are essentially catch basins designed to retain oil and can often be

included in a project at little additional expense above a simple catch basin. However, many oil/grit

separators (like that in Figure 11) can be expensive to construct and install, and are generally used only

in relatively small, impervious areas that have a high potential for oily runoff (e.g., gas stations and

industrial areas). Separators must be cleaned frequently (monthly or quarterly) to avoid clogging, or

concentrating and resuspending contaminants. Furthermore, it is possible for the oil and sediment

removed from these devices to exhibit one of the RCRA hazardous waste characteristics; therefore, it is

recommended that these materials are tested prior to disposal.
September 30, 1999 53

Figure 12. Spill Control Separator

(USEPA, 1998c)

American Petroleum Institute Oil Separators

This type of separator consists of long vaults designed to retain storm water long enough for

finely dispersed oil droplets to rise to the surface (see Figure 13). Design of these oil separators is

discussed in American Petroleum Institute (1991). Because of its relative complexity, use of this type

of separator is only recommended where there is a relatively high likelihood of dispersed oil

contamination (e.g., petroleum distribution sites). Otherwise, alternative strategies are typically

employed to minimize or eliminate the source of the oil prior to its entry into the storm water

conveyance system.
September 30, 1999 54

Figure 13. Oil Separator

(USEPA, 1998c)

Oil Absorbent Material

Oil absorbent pillows are simple and inexpensive ways to absorb petroleum products that are

present in high concentrations. The pillows are placed in the oil/grit separator, where they float (they do

not absorb water), and are later removed during maintenance. One readily available model is roughly

18 inches long and absorbs up to 2 gallons of petroleum-based liquid. In combination with a grease

and oil separator, hydrophobic pillows can minimize the amount of petroleum product passed on to an

infiltration device. However, due to their relatively small capacity, they are not effective in mitigating

large-scale spills. In addition, they do not remove (absorb) dispersed oil.

Coalescing Plates

Coalescing plates are sets of thin, closely-spaced sheets or plates designed to induce finely

mixed oil to coalesce into larger droplets which are more easily separated from water. These plates

typically are made from fiberglass or plastic. The primary advantage of this technology is that a

separator can be smaller for a given application by more rapidly removing oil droplets from standing

water (see Figure 14). Separators incorporating coalescing plates require periodic inspection and

cleaning, and they can be expensive. Because of their relative complexity, these types of separators are

used where there is a relatively high likelihood of dispersed oil contamination and trained staff are

available to perform proper maintenance. They are not routinely used for uncontaminated storm water.
September 30, 1999 55

Figure 14. Coalescing Plate Separator

(USEPA, 1998c)

6.2.3 Additional Pretreatment System BMPs

Although the risk of ground water contamination can be reduced by following the basic

precautions discussed above, further measures may be implemented in some cases. The RTC identified

several BMP pretreatment systems including onsite vegetated infiltration basins and sand/gravel filters

that may be effective in reducing contamination risks (USEPA, 1987). Additional BMPs commonly

used to improve the quality of storm water runoff include wet ponds, storm water wetlands, infiltration

trenches, and porous pavement (New Jersey Departments of Environmental Protection and Agriculture,

1994; Scheuler et al., 1992). These additional pretreatment system BMPs are discussed below. This

information will aid well owners or operators in selecting appropriate pretreatment systems.

Vegetative Infiltration Basins

These basins are vegetation-lined impoundments where storm water runoff is stored until it

seeps through the soil of the basin floor. Treatment occurs through both infiltration and bio-chemical

action in the vadose zone soils. Runoff greater than the capacity of the basin flows into a storm water

injection well after a short period of detention during which sedementation occurs. Miller (1983, 1987)

reports that removal rates for contaminants in vegetative infiltration basins are higher than in soil or
September 30, 1999 56

gravel-lined systems. These systems require porous soils underlying the basin and careful construction

practices to ensure that the surface is not sealed or overly compacted.

Sand/gravel Filters

This system provides for the first flush of runoff to be diverted into a self-contained bed of sand

or gravel (Scheuler, 1992). Pollutant removal is achieved as the runoff is strained through the

sand/gravel. The runoff is then collected in underground tanks, and returned to the stream bed or

channel.

Wet Ponds

Wet ponds are basins that collect incoming runoff in a permanent pool of water. Constituents

are removed through gravitational settling, algal settling, wetland plant uptake, and bacterial

decomposition. Construction of a wet pond can be enhanced by installing a forebay that traps

sediments where they can easily be removed. Wet ponds have a moderate to high degree of

effectiveness in removing particulate and soluble pollutants, however, they require significant amount of

space and thus cannot often be used in urbanized areas. Wet ponds are also susceptible to clogging

(New Jersey Departments of Environmental Protection and Agriculture, 1994; Scheuler et al., 1992;

USEPA, 1983). 

Storm Water Wetlands

These wetlands consist of a series of shallow pools that create conditions suitable for the

growth of marsh plants (Scheuler et al., 1992). Wetlands remove pollutants through gravitational

settling, wetland plant uptake, adsorption, physical filtration, and microbial decomposition and have a

moderate to high degree of effectiveness in removing sediments. Wetlands, however, are less effective

in removing nutrients. Limited use of storm water wetlands occurs in heavily urbanized areas because

wetlands are most effective when the wetland area is more than two percent of the watershed area;

smaller “pocket wetlands” are difficult to maintain.

Infiltration Trenches

Infiltration trenches are impoundments where incoming storm water runoff is stored until it

gradually seeps through the soil of the trench floor (New Jersey Departments of Environmental

Protection and Agriculture, 1994; Scheuler et al., 1992). Trenches are most often constructed in areas

where surrounding land uses have been stabilized to prevent heavily sedimented runoff (Oregon

Department of Environmental Quality, 1997). The removal of pollutants is governed by trench size and

can be enhanced by increasing the surface area reserved for exfiltration. Infiltration trenches are prone

to clogging and often offer only a short-term solution for effectively filtering runoff. In order to avoid

clogging, costly pretreatment systems such as inlet/oil grit separators may be installed to remove

sediments and oil.
September 30, 1999 57

Porous Pavements

Porous pavements typically divert runoff through a porous asphalt layer into an underground

stone reservoir (New Jersey Departments of Environmental Protection and Agriculture, 1994; Scheuler

et al., 1992), where the stored water gradually infiltrates into the subsoil. Pollutant removal occurs

through adsorption, straining, and microbial decomposition in the subsoil below the underground stone

reservoir. A minimum distance of three feet is recommended between the seasonal high water table or

bedrock and the stone reservoir. Up to 90 percent of annual rainfall can be diverted to ground water

by using porous pavement. Porous pavements can be highly effective in removing heavy metals from

storm water runoff and are more feasible on sites with gentle slopes, permeable soils, and deep water

table or bedrock levels. They are, however, prone to clogging, with one study estimating that 75

percent of all porous pavement systems become partially or totally clogged within five years (Scheuler

et al., 1992). In some cases, porous pavements may actually increase the potential for ground water

contamination due to the leaching of the asphalt materials and hydrocarbons.

6.2.4 Studies on the Effectiveness of Pretreatment System BMPs

A study of sites in Maryland examined ground water beneath and down gradient from three

vegetated detention ponds, which function in much the same way as conventional wet ponds (Wilde,

1994). The data suggested that pond-bottom materials effectively removed trace metals from storm

water, because concentrations of these metals increased significantly in bottom materials. Despite the

accumulation of pollutants in the pond, primary or secondary MCLs for aluminum, cadmium, chromium,

and lead were periodically exceeded in ground water samples. In addition, uncharacteristically high

levels of barium, copper, nickel, strontium, vanadium, and zinc were occasionally detected in the

ground water. The author explains the presence of trace metals in the ground water by pointing out that

algal photosynthesis increases the pH of pond water. Because many metals are soluble at high pH, high

algae levels may contribute to high metal concentrations (Wilde, 1994). 

Low concentrations of polyorganic compounds were also found in the pond-bottom materials

but not in ground water. This suggests that the basins also successfully removed these compounds. 

Consistently high levels of chloride were found in ground water, which indicates that chlorides were not

being flushed from the aquifers. The study concludes that detention ponds may be effective in removing

some pollutants from storm water, but that this removal may have been limited by the fact that the pH of

pond water was increased by algal photosynthesis, heightening the solubility of trace metals. 

McKenzie and Irwing (1988) compared ground water samples below an exfiltration trench and

a vegetated swale in Dade County, Florida. Two sites were studied: (1) an employees’ parking lot and

(2) a parking lot at a commercial complex of warehouses and businesses. Both sites were drained

through an exfiltration trench and a vegetated swale. The exfiltration trenches consisted of a catch basin

(which functioned as a sediment filter) and a perforated pipe (which functioned as an exfiltration

conduit). The vegetated swales were simply shallow, vegetated depressions used to filter the storm

water. Samples were taken from ground water wells in the vicinity of the trenches and the swales. 
September 30, 1999 58

Results indicated that storm water recharge from the trenches did not significantly affect the

ground water. In particular, lead and zinc concentrations were significantly higher in storm water

entering the trenches than in the ground water, suggesting that these trace metals were partially removed

by the trenches. In the test wells near the swales, results were inconclusive. Researchers found higher

concentrations of major ions, iron, and ammonia in ground water near the swales than in ground water

near the trenches. The high concentrations of Kjedahl nitrogen and ammonia nitrogen in the ground

water at the swales suggest microbial decomposition, causing a release of nitrogen.

Schiffer (1989) studied the effects of three highway runoff detention methods on the water

quality of the surficial aquifer system in central Florida. The three detention methods studied were an

exfiltration trench, two ponds (detention and retention), and two swales. Constituent concentrations in

ground water near each storm water well were compared to concentrations in ground water from an

upgradient control site. This was done to ensure that the difference in ground water pollutant

concentrations was not simply due to the difference in background ground water quality. Sampling was

conducted at several wells around each structure, one of which was the control well. The control well

was located near each storm water well, but far enough away to be out of the zone of influence. In

general, the authors concluded that ground water quality tended to be lowest when the swales were

used as compared to the other methods tested.

Table 12 summarizes the findings of two study evaluations of the effectiveness of certain BMPs

in removing key pollutants from storm water runoff.

Table 12. Reported Effectiveness of BMPs for Removal of Pollutants

Best

Management

Practices (BMPs)

Removal Rate ( percent) Comments

Sediments Total

Phosphorus

Lead Copper Zinc Total

Nitrogen

Nitrate

Conventional Wet

Ponds

40 - 90 40 - 90 60 - 95 45 - 95 30 -

95

40 - 60 60 Long-term removal rate

for sediments may be

lower due to clogging. 

Results for phosphorus

fluctuate seasonally.

Survival rate of

pathogens remains

uncertain.

Infiltration

Trenches

75 - 90 60 65 - 80 80 65 -

80

60 Low

removal

rates are

expected

Few studies have been

completed.

Porous Pavement 80 - 90 60 98 - 99 98 - 99 98 -

99

80 No data Limited applicability

Sand Filters 60 - 95 40 50 - 75 50 - 75 50 -

75

35 Negative Negative removal may

reflect the nitrification

process.
Table 12. Reported Effectiveness of BMPs for Removal of Pollutants (cont’d)

Best

Management

Practices (BMPs)

Removal Rate ( percent) Comments

Sediments Total

Phosphorus

Lead Copper Zinc Total

Nitrogen

Nitrate

September 30, 1999 59

Grassed Swales No data No data 50 - 90 50 - 90 50 -

90

No data No data Studies show that swales

may be more effective

at removing trace metals

than nutrients.

Extended

Detention Basins

60 - 70 40 - 50 60 45 30 -

50

25 No data

Sources: Schueler et al., 1992; New Jersey, 1994.

6.3 Operational BMPs

The purpose of this section is to discuss BMPs that state and local government officials and

Indian tribes can recommend to operators of Class V wells to minimize the threat to USDWs. Ways to

reduce or eliminate the contact between storm water runoff and contaminants are discussed. Topics

covered include source separation, pollution prevention, and specific examples of BMPs for common

site activities. 

Industrial sites, construction sites, highway areas, and urban areas may all present varying

sources of contaminants to storm water drainage wells; it is important to determine which management

practices will be most appropriate and beneficial for a particular site. Wells in these locations may be

classified as industrial wells rather than storm water drainage wells. Regardless of their classification,

based on their proximity to contaminant sources, the wells might be required to be either permitted or

closed.

6.3.1 Source Separation

Contaminants released by industrial activities, either as diffuse contamination or as concentrated

spills, could be washed into storm water wells by rainfall and storm water runoff. Separating industrial

activities from storm water is a necessary means of minimizing contamination of storm water and ground

water. This can be accomplished by moving activities indoors, installing spill containment devices, and

covering materials stored outdoors. Basic containment methods including curbing, containment dikes,

sumps, and covering are discussed below.

Curbing is a type of barrier, usually made of concrete, metal, or other impermeable substance,

that can be used to separate potential spill areas from storm water runoff. Curbing is usually used on a

small-scale to prevent spills in areas where liquids are stored or used. Figure 15 shows curbing used to

prevent the spread of spills or leaks from storage drums. Grading (i.e., sloping the land surface) within

the curbing can help facilitate cleanup by concentrating contaminants in one part of the curbed area. 

Spills cleaned up promptly help to avoid overflow to non-curbed areas and help to minimize residual
September 30, 1999 60

Figure 15. Curbing

(USEPA, 1998c)

contaminants that can be suspended in runoff. Often, materials spilled in curbed areas can be recycled. 

While curbing is relatively inexpensive and easy to install, it is not effective in containing larger spills.

Containment dikes are designed to hold larger spills. They are earth or concrete retaining walls

often constructed in loading and unloading areas as well as areas where liquids are stored above ground

(see Figure 16). Dikes are typically designed to hold a volume at least equal to the largest storage tank

present plus expected rainfall. Some guidance recommends that at least 10 percent of total tank

volume or 110 percent of the largest tank be retained. Overflow of containment dikes can be

prevented by using a pumping system or vacuum trucks to remove spilled contaminants. Containment

diking is an effective method of preventing contamination of storm water runoff, but may be expensive

for small facilities because of construction and maintenance costs.
September 30, 1999 61

Figure 16. Containment Dike

(USEPA, 1998c)

Sumps are holes or low areas graded so that liquid spills or leaks flow toward a particular part

of a containment area. Pumps are often placed in the sump to transfer liquids away from the sump as it

fills. Sumps are most often constructed of impermeable materials so as to avoid leaks into the

surrounding subsoil and are positioned at the lowest point in a containment area for maximum efficiency. 

Sumps are a practical means of collecting storm water in a containment area, but pumps require

periodic maintenance to avoid clogging.

Covering materials stored outside is an effective way to prevent rainfall and storm water runoff

from contacting potential contaminants. High-risk areas can be covered by tarpaulins, plastic sheeting,

roofs, or awnings, and are most effective when routinely inspected for holes.

6.3.2 Pollution Prevention Planning

Proper storm water management is best organized with a pollution prevention plan. A formal

storm water pollution prevention plan (SWPPP) is typically included in NPDES industrial storm water

permits as required at 40 CFR §122.26 for discharge of industrial site storm water to surface waters. 

While a formal plan is not required for subsurface discharge of industrial site storm water, organizing

storm water management throughout a facility can increase efficiency of managing storm water, increase

the likelihood of success, and be used to communicate facility policy to site personnel. Benefits of

pollution prevention approaches include reduced future costs of environmental compliance and cleanup. 

State and local government officials and Indian tribes may find it useful to recommend a SWPPP to well
September 30, 1999 62

operators. The development of a successful SWPPP includes several key components (USEPA,

1996b):

• Planning and Organization: As a first step, determine who will be responsible for developing

the plan. This person first evaluates other environmental facility plans (if they exist) to determine

whether there is an overlap of regulations and to establish consistency. For example, some

facilities contain a mix of dry wells and surface discharging storm water systems. They may

have a National Pollutant Discharge Elimination System SWPPP that addresses the surface

discharged storm water.

• Assessment: It is important to assess materials and practices that may be contaminant sources. 

This includes taking an inventory of potential contaminants and identifying potential spill areas; it

is often helpful to evaluate past spills to identify potential spill areas. It is helpful to develop a

site map showing the location of these contaminant areas and the location of storm water

drainage areas, including drainage wells, drinking water wells, rivers, ponds, etc., as

appropriate.

• BMP Identification: A plan includes both general housekeeping and targeted operational

BMPs, as appropriate. Several "baseline" operational BMPs identified in Storm Water

Management for Industrial Activities (USEPA, 1992) are: good housekeeping, preventative

maintenance, visual inspections, spill prevention and response, sediment and erosion control,

management of runoff, employee training, and recordkeeping and reporting. Targeted BMPs

are specific to the type of activity that may contaminate storm water.

• BMP Implementation: BMP implementation often includes annual employee training,

education, and hands-on drills for all parts of the SWPPP. Trained employees understand not

only how to perform specific tasks, but why their assigned tasks are important in preventing

storm water and ground water contamination.

• Evaluation/Monitoring: Once the plan has been implemented, it is important to evaluate its

success. This includes an annual site inspection, review drills and BMP evaluation by the

operators of a facility. It is important that areas near storm water drains be inspected for

evidence of contamination.

• Education/Outreach: Educating employees and the public about the importance of storm

water pollution prevention can not be understated.

In areas adjacent to a water supply well where a Wellhead Protection Plan is required, a storm

water plan is part of the Wellhead Protection Plan.
September 30, 1999 63

6.3.3 Spill Response

It is important that employees are trained and educated in proper spill response procedures

including: (1) how to prevent a spill from reaching a drainage well; (2) areas where spilled materials

could potentially flow; (3) who to call for additional help in cleaning up a spill; (4) how to use spill

cleanup equipment such as booms, barriers, sweeps, and adsorbents; and (5) how to properly dispose

of spilled materials. Response times will be shortened when spill cleanup materials are readily available

at all times. An organized and easy-to-follow spill prevention plan will result in an efficient response to

a spill. It is important for cleanup materials to be disposed of properly and for employees to be aware

of any local and/or state spill reporting requirements. 

USEPA’s regulations in 40 CFR Part 112 (Oil Pollution Prevention) require that a Spill

Prevention, Control and Countermeasures (SPCC) plan be prepared and implemented by those

facilities that are non-transportation related, are located where a spill could reasonably be expected to

discharge oil into or upon navigable waters of the U.S., and that have: (1) a total aboveground oil

storage capacity of more than 660 gallons in a single tank; or (2) a total underground oil storage

capacity of more than 42,000 gallons. Employees at facilities with SPCC plans can respond more

effectively when they are made familiar with the plan. Such plans can be an effective BMP for storm

water drainage wells and, in fact, are supposed to include information on whether an oil spill could

potentially reach a drainage well.

6.3.4 Operational BMPs for Common Site Activities

This section summarizes operational BMPs for common site activities that can contribute to the

contamination of storm water including loading and unloading materials and maintenance of vehicles and

equipment (i.e., washing, fueling, or painting). Implementing proper operational BMPs is often an

effective and inexpensive way of preventing contamination by storm water. USEPA's Storm Water

Management for Industrial Activities (USEPA, 1992) provides a detailed discussion of BMPs for

preventing storm water pollution to surface waters. As noted earlier, wells located in proximity to the

activities described below may be classified as industrial wells rather than storm water drainage wells. 

In any event, property owners are strongly discouraged from siting new storm water drainage wells in

areas near the activities described below.

Vehicle and Equipment Fueling

There are several aspects of fueling activities that can lead to contamination of storm water. 

These include spills or leaks during the delivery of fuel and oil to above-ground tanks, spills from vehicle

tanks during refueling (often caused by "topping off" tanks), contact between rainfall or storm water and

the refueling area, and washing the refueling area. BMPs for these problem areas include installing spill

and overfill prevention equipment on storage tanks, discouraging "topping off" of vehicle fuel tanks, and

covering refueling areas with a roof to prevent direct contact with rainfall. Refueling areas paved with

concrete instead of asphalt help to avoid infiltration of spilled fuel and oil into the pavement and

underlying soil. If necessary, the refueling area can be graded and dikes or curbs installed to prevent
September 30, 1999 64

storm water from flowing across the area (see Section 6.3.1). Best practices include directing storm

water runoff from roof downspouts away from refueling areas, avoiding washing or hosing of refueling

areas with large amounts of water where adjacent to storm water wells, and using cloths or specialized

dry absorbent materials to clean spills in the refueling area.

Vehicle and Equipment Maintenance

Routine maintenance of vehicles and equipment outdoors can release harmful contaminants such

as oil and grease, automotive fluids, and battery acid, which can enter storm drains. Other potential

problems include leaks from vehicles and equipment in storage areas and improper disposal of

maintenance materials such as greasy rags and used oil filters. Best practices include checking vehicles

and equipment for leaking fluids such as oil, using drip pans under leaking vehicles, disposing of drip

pan contents properly, and separating work areas from areas contacted by rain water. 

Equipment Washing

Wash water can contain many harmful contaminants including solvents, oil and grease. These

contaminants can migrate to storm water drains after rainfall if vehicles and equipment are washed

outside. BMPs for washing vehicles and equipment include using detergents that are biodegradable and

contain no phosphates, washing vehicles in designated diked and graded areas where the wash water

will flow to a treatment facility, recycling wash water, and preventing underbody washing in areas where

runoff enters a storm water drainage well.

Material Loading/Unloading

Loading and unloading materials at terminals or loading docks can be a source of

contamination. Materials that are spilled or that leak from vehicles may enter storm water drains. 

Specific loading and unloading activities that may cause storm water contamination include transferring

material by truck, forklift, or conveyor belt; transferring liquids or gases between a truck or railroad car

and a storage facility; and transferring dry chemicals between loading and unloading vehicles. BMPs

for loading areas include checking loading and unloading vehicles for leaks and performing

loading/unloading activities in specially designed areas. Limiting exposure to rainfall can be achieved by

covering loading areas with a building overhang or awning. Constructing dikes around loading and

unloading areas can greatly reduce the risk of spilled materials reaching storm water drains, as does

directing runoff away from loading areas.

6.3.5 Monitoring BMPs

An important part of any pollution management strategy is an adequate monitoring system to

evaluate contamination. Storm water monitoring will benefit from a consideration of the intermittent

nature of runoff events. Defining the hydrology will allow reliable predictions of the direction and rate of

flow of ground water impacted by contaminated storm water in the vicinity of the storm water drainage

well.
September 30, 1999 65

Another important monitoring consideration is the build-up of hazardous or deleterious

contaminants in the sediments underlying infiltration or storage basins or in the vadose zone underlying

storm water drainage wells. For example, in California, infiltration basin sediments have accumulated

sufficient levels of heavy metals to warrant handling of the surface layer as a RCRA hazardous waste

(Lee and Taylor, 1998).

6.3.6 Maintenance BMPs

Maintenance of the storm water drainage well is critical to the effectiveness of the system. 

American National Standards Institute (ANSI) recommends that the following elements be included in a

thorough inspection:

• Inspect wells for accumulated debris, rodents, or other obstacles to flow at inlets and outlets

• Check the system interior for roots, mineral deposits, trash, or silt build-up

• Inspect the ground surface for signs of subsurface drainage leaks

• Check inlet and outlet areas for evidence of erosion, which can impede structural and hydraulic

performance

• Examine catch basins, headwalls, and culverts for signs of wear or breakage

• Check upstream in the drainage system for backups or ponding of surface water that could

indicate reduced injectate flows (ANSI, 1993).

The guidelines also recommend the use of electronic and optical aids like television cameras or fiber

optic scopes to detect cracks, displacements, and other interior well problems.

Catch basin trap and drywell inspection and frequency will vary with site activities and the

amount of sediment typically carried in the storm water runoff. A main purpose of cleaning is to prevent

the buildup of a floating oil layer and a bottom sediment layer, which can be drawn into the well during

a significant runoff event. It is also important to remove bulk solids from inlet screens, to remove

sediment from catch basins and pretreatment devices, and to revegetate vegetative infiltration basins

and grass swales.

Dry wells can be cleaned by a process called jetting, in which wells are partially filled with

water, compressed air is injected at the bottom of the well, and the sediment is forced out the top. The

frequency with which dry wells are cleaned will vary greatly depending on the sediment load from the

site and the depth of the dry well. Operators of dry wells may have a jet-pump available as standard

maintenance equipment to perform jetting on an as-needed basis. Chemical cleaning of drainage wells

using biodegradable solutions or neutralizing an acid solution used to dissolve mineral deposits may also

be used when there is no access for mechanical cleaning (ANSI, 1993).

6.4 Education and Outreach BMPs to Prevent Misuse

Education and outreach to the general public, owners and operators of storm water wells, and

state and local officials and Indian tribes is an important element in storm water pollution prevention. 
September 30, 1999 66

An effective education and outreach program can: (1) disseminate information about the effects of

pollution from diffuse sources on ground water, including the loss of drinking water sources; and (2)

promote positive environmental results, including the reduction of pollutant loadings from urban and

industrial areas. The goal of a storm water education and outreach program is to (1) promote voluntary

compliance with regulations designed to protect ground waters from pollution and (2) deter intentional

misuse of storm water wells that introduces contaminants into storm water drainage wells.

For storm water wells located in industrial settings, facility owners and operators can implement

a formal storm water pollution prevention education program. Under NPDES, staff training on storm

water issues is required at facilities. Staff education and training on storm water pollution prevention

targeted to drainage wells could be both helpful and combined with NPDES training already being

conducted. Specifically, employee education and training can include the following topics:

• The location of nearby storm water wells

• Storm water well contamination leading to the contamination of aquifers

• Spill prevention

• Procedures that minimize chronic pollution caused by routine activities.

In addition to UIC guidances, owners and operators may also consult NPDES and Coastal

Zone Act Reauthorization Amendments (CZARA) guidance documents for more information on the

above topics.

Public education about storm water drainage wells by state and local officials and Indian tribes

can include organized activities such as:

• Direct Mailings: Informational pamphlets can be sent to community members. These

pamphlets can include information about storm water drainage wells and can answer basic

questions such as (1) what is a storm water drainage well, (2) what does a storm water

drainage well look like, (3) what can be done to prevent contaminants from reaching a storm

water drainage well? 

• Labeling of Storm Water Drainage Wells: Storm water drainage wells can be clearly

labeled (i.e., stenciling) with such phrases as “No Dumping.” The public can be educated that

storm water drains usually flow directly to waterways or discharge to ground water without

treatment, stressing the importance of keeping pollutants out of the storm water drains.

• Community Meetings: Public meetings can be scheduled to inform citizens and local officials

about storm water drainage wells. Information can be presented regarding federal and state

regulations for Class V storm water drainage wells.

Municipalities required by the regulations at 40 CFR §122.26 to obtain NPDES permits for

storm water discharges from their separate storm sewer systems are typically required to develop

public education programs for reducing pollutants in storm water discharges to surface waters. These
September 30, 1999 67

same programs may be equally effective for educating the public about reducing storm water discharges

to ground water.

The city of Charlotte, NC developed a successful storm water education and outreach program

based on a four-point action model discussed below (Schumacher, 1992). 

(1) Define the issues: An important first step in public education is to determine which issues

are most important. Important issues include presenting the need for a storm water program

because of federal (i.e., USEPA), state, and local regulations, and because of risk posed to

USDWs. It is important for the public to understand the need for pollution prevention in storm

water. Past problems in the community due to polluted storm water can be highlighted as well

as any cleanup costs associated with these problems. It can be clearly stated how an organized

storm water pollution prevention program will be structured and what it will cost.

(2) Set objectives: An education and outreach program with clear basic objectives will have a

higher likelihood of success (Beech and Drake, 1992). Example objectives include:

• Educate and inform the public

• Involve and seek input from the public by encouraging frequent public meetings and

establishing a citizens task force

• Evaluate the storm water education program by conducting surveys and monitoring

media responses.

(3) Identify resources: It is important to determine which organizations, citizens groups, and

individuals will work to carry out the objectives of a storm water education and outreach

program. A project leader is important to organize and assign responsibilities. 

(4) Outline and conduct activities and tasks: The effectiveness of particular education and

outreach activities will vary from community to community. However, below is a list of specific

activities that can be considered:

• Conduct surveys on public knowledge and perception of storm water issues

• Set up a telephone hot line to answer questions

• Distribute literature such as pamphlets, newsletters, and fact sheets

• Involve the local media and provide reporters with media kits.

6.5 BMPs for Properly Closing, Plugging and Abandoning Storm Water Drainage

Wells

Proper closure, plugging and abandonment of storm water drainage wells that either no longer

serve their original purpose or are a threat to USDWs is important. Appropriate measures for plugging

and abandoning storm water drainage wells may include:
September 30, 1999 68

• Complete removal of any surface structures such as settling basins, piping, etc.

• Complete removal of all casing, gravel, and other filter and/or annular sealing materials

• Collection of environmental samples

• Backfill and sealing of the resulting borehole.

With regard to lake level control wells, states and localities may be hesitant to close these wells

because they are often the only source of drainage to control flooding in a community. There does not

appear to be any feasible alternative for these wells at this time.

7. CURRENT REGULATORY REQUIREMENTS

As discussed below, several federal, state, and local programs exist that either directly manage

or regulate storm water drainage wells, or impact them indirectly through broad based water pollution

prevention initiatives.

7.1 Federal Programs

On the federal level, management and regulation of storm water drainage wells falls primarily

under the UIC program authorized by the Safe Drinking Water Act (SDWA). Some states and

localities have used these authorities, as well as their own authorities, to extend the controls in their

areas to address endemic concerns associated with storm water drainage wells. Other federal

programs that address storm water drainage wells indirectly are implemented under the National

Pollutant Discharge Elimination System (NPDES) under the Clean Water Act (CWA), as well as the

Coastal Zone Management Act (CZMA), the Coastal Zone Reauthorization Amendments of 1990

(CZARA), and Federal Highway Administration (FHWA) guidelines.

7.1.1 SDWA

Class V wells are regulated under the authority of Part C of SDWA. Congress enacted the

SDWA to ensure protection of the quality of drinking water in the United States, and Part C specifically

mandates the regulation of underground injection of fluids through wells. USEPA has promulgated a

series of UIC regulations under this authority. USEPA directly implements these regulations for Class

V wells in 19 states or territories (Alaska, American Samoa, Arizona, California, Colorado, Hawaii,

Indiana, Iowa, Kentucky, Michigan, Minnesota, Montana, New York, Pennsylvania, South Dakota,

Tennessee, Virginia, Virgin Islands, and Washington, DC). USEPA also directly implements all Class

V UIC programs on Tribal lands. In all other states, which are called Primacy States, state agencies

implement the Class V UIC program, with primary enforcement responsibility.

Storm water drainage wells currently are not subject to any specific regulations tailored just for

them, but rather are subject to the UIC regulations that exist for all Class V wells. Under 40 CFR

144.12(a), owners or operators of all injection wells, including storm water drainage wells, are

prohibited from engaging in any injection activity that allows the movement of fluids containing any
2 May 2003 is the deadline including an 18-month extension.

September 30, 1999 69

contaminant into USDWs, “if the presence of that contaminant may cause a violation of any primary

drinking water regulation . . . or may otherwise adversely affect the health of persons.” 

Owners or operators of Class V wells are required to submit basic inventory information under

40 CFR 144.26. When the owner or operator submits inventory information and is operating the well

such that a USDW is not endangered, the operation of the Class V well is authorized by rule. 

Moreover, under section 144.27, USEPA may require owners or operators of any Class V well, in

USEPA-administered programs, to submit additional information deemed necessary to protect

USDWs. Owners or operators who fail to submit the information required under sections 144.26 and

144.27 are prohibited from using their wells.

Sections 144.12(c) and (d) prescribe mandatory and discretionary actions to be taken by the

UIC Program Director if a Class V well is not in compliance with section 144.12(a). Specifically, the

Director must choose between requiring the injector to apply for an individual permit, ordering such

action as closure of the well to prevent endangerment, or taking an enforcement action. Because storm

water drainage wells (like other kinds of Class V wells) are authorized by rule, they do not have to

obtain a permit unless required to do so by the UIC Program Director under 40 CFR 144.25. 

Authorization by rule terminates upon the effective date of a permit issued or upon proper closure of the

well. 

Separate from the UIC program, the SDWA Amendments of 1996 establish a requirement for

source water assessments. USEPA published guidance describing how the states should carry out a

source water assessment program within the state’s boundaries. The final guidance, entitled Source

Water Assessment and Programs Guidance (USEPA 816-R-97-009), was released in August

1997.

State staff must conduct source water assessments that are comprised of three steps. First,

state staff must delineate the boundaries of the assessment areas in the state from which one or more

public drinking water systems receive supplies of drinking water. In delineating these areas, state staff

must use “all reasonably available hydrogeologic information on the sources of the supply of drinking

water in the state and the water flow, recharge, and discharge and any other reliable information as the

state deems necessary to adequately determine such areas.” Second, the state staff must identify

contaminants of concern, and for those contaminants, they must inventory significant potential sources

of contamination in delineated source water protection areas. Class V wells, including storm water

drainage wells, should be considered as part of this source inventory, if present in a given area. Third,

the state staff must “determine the susceptibility of the public water systems in the delineated area to

such contaminants.” State staff should complete all of these steps by May 2003 according to the final

guidance.2
September 30, 1999 70

Another relevant program, established by §1424(e) of the SDWA, is the Sole Source Aquifer

(SSA) program. The statute provides that any person may petition USEPA, or the USEPA

Administrator may determine, that an area has an aquifer which is the sole or principal drinking water

source for the area, and which, if contaminated, would create a significant hazard to public health. 

Following such a determination, no commitment for federal financial assistance (through a grant,

contract, loan guarantee, or other means) may be entered into for any project that the USEPA

Administrator determines may contaminate the aquifer through a recharge zone so as to create a

significant hazard to public health. Sixty-nine SSAs have been designated since the provision was

enacted in 1974, with the latest designated in July 1998.

Some USEPA Regions have used this Sole Source Aquifer provision to help implement the

UIC Program (Terada, 1999). For example, USEPA Region 10 reviews construction and

development projects that receive Federal Highway Administration (FHWA) funds for potential

impacts to sole source aquifers, particularly from storm water drainage wells. USEPA Region 10 has

had a 90-95 percent success rate in getting projects not to use dry wells for storm water disposal

(Terada, 1999).

7.1.2 CWA

In 1972, the CWA amended the Federal Water Pollution Control Act and prohibited the

discharge of any pollutant into waters of the U.S. from a point source unless the discharge is authorized

by a NPDES permit. The NPDES permitting program is designed to track point sources, monitor the

discharge of pollutants from specific sources to surface waters, and to require the implementation of

controls necessary to minimize the discharge of pollutants (USEPA, 1999e). 

Because the NPDES program is focused on point source discharges to surface waters, Class V

wells are not included within its scope. However, the NPDES Storm Water Program contains

provisions specifically relating to reducing pollutants in storm water runoff, and thus may indirectly

reduce the threat of ground water contamination through Class V storm water drainage wells. 

Initial efforts to improve water quality under the NPDES program primarily focused on

reducing pollutants in industrial process wastewater and discharges from municipal sewage treatment

plants. As pollution control measures for these sources were implemented and refined, studies showed

that more diffuse sources of water pollution were also significant causes of water quality impairment,

specifically storm water runoff. Therefore, in 1987, the CWA was amended by Congress to require

implementation of a comprehensive national program for addressing problematic non-agricultural

sources of storm water discharges. The NPDES program is being implemented in two phases.

Phase I of the NPDES Storm Water Program targets the most likely sources of wet weather

pollution: medium and large municipal separate storm water systems (MS4s) and eleven categories of

industrial activity including construction in areas of five acres or greater. These regulated entities must

obtain an NPDES storm water permit and implement storm water pollution prevention plans

(SWPPPs) or storm water management programs, both using BMPs, that effectively reduce or prevent
September 30, 1999 71

the discharge of pollutants into receiving waters (USEPA, 1999e). Section 6.3.2 discusses SWPPPs in

more detail

Phase II of the NPDES Storm Water Program targets small MS4s (any MS4 not covered by

Phase I) in urbanized areas and construction activity covering areas between one and five acres. 

Additional small MS4s and smaller construction sites may be brought into the NPDES Storm Water

Program by the NPDES permitting authority. The requirements for these regulated entities are similar

to those for Phase I (USEPA, 1999e).

7.1.3 CZMA and CZARA

The CZMA does not contain language specific to storm water, but does address nonpoint

pollution. Section 306(d)(16) of the CZMA requires state coastal zone management programs to

contain enforceable policies and mechanisms to implement the applicable requirements of the coastal

nonpoint programs. In order to satisfy this requirement, states adopt, at a minimum, enforceable

policies and mechanisms to implement the guidance management measures and the additional

management measures. These enforceable policies and mechanisms may be state and local regulatory

controls, and/or non-regulatory incentive programs combined with state enforcement authority.

The CZMA Reauthorization Amendment – Coastal Nonpoint Pollution Control Program also

addresses nonpoint pollution. Section 6217 requires states to establish coastal nonpoint programs,

which must be approved by both the National Oceanic and Atmospheric Administration (NOAA) and

USEPA. Once approved, the coastal nonpoint programs will be implemented through changes to the

state nonpoint source pollution program approved by USEPA under section 319 of the CWA and

through changes to the state coastal zone management program approved by NOAA under section 306

of the CZMA. Beginning in fiscal year 1996, states that fail to submit an approvable coastal nonpoint

program to NOAA and USEPA face statutory reductions in federal funds awarded under both section

306 of the CZMA and section 319 of the CWA. However, Section 6217 excludes all storm water

discharges covered by Phase I of the NPDES, and any storm water discharges that become covered

by NPDES will be exempt from the coastal nonpoint pollution control program when an NPDES

permit is issued. 

Guidance prepared by NOAA and USEPA on implementation of the Coastal Nonpoint

Pollution Control Program concentrates on nonpoint sources and does not address storm water

drainage wells directly. It recommends management measures for agriculture, forestry, urban areas,

and marinas. The chapter devoted to urban nonpoint sources discusses over a dozen management

measures including measures for situations that would appear to qualify as storm water drainage wells

(e.g., septic systems functioning as onsite disposal systems (OSDS) for storm water). The guidance

discusses the requirement to maintain protective separation between such OSDS and the ground water

table. However, the guidance does not discuss the system’s potential impacts on or capacity for

protection of ground water. It is intended for reference use and presents recommended management

measures rather than enforceable standards for the protection of USDWs. In addition, the guidance
September 30, 1999 72

pertains only to those areas included in a coastal state’s nonpoint program (i.e., its section 6217

management area) (USEPA, 1993b).

7.1.4 FHWA Guidance

Guidance prepared by FHWA on management of highway runoff water quality discusses wet

and dry detention basins, infiltration trenches, infiltration basins, dry wells, and other BMPs for

controlling runoff. Some configurations of these systems could include perforated piping that would

appear to qualify as a Class V storm water drainage well (e.g., dry wells consisting of vertical

perforated pipe within pits backfilled with stone or gravel). The guidance addresses the pollutant

removal capabilities of these systems with tables showing pollutant removal rates and limiting factors for

different types of infiltration trenches. It also specifies the distance that the bottom of the trench, dry

well, or other structure be constructed from the ground water table. However, the guidance does not

discuss the system’s potential impacts on ground water or capacity for protection of ground water. 

Although its purpose is to present the available and appropriate tools for predicting and mitigating

highway storm water impacts for use during highway project planning and development activities, it is

intended for reference use only and presents recommended BMPs rather than enforceable standards

for the protection of USDWs (U.S. Department of Transportation, 1996).

7.2 State and Local Programs

Storm water drainage wells are managed or regulated by a variety of means, ranging from

broad guidelines with recommended BMPs to general or specific state or local permits to prohibition at

the state or local level. Many local codes prohibit storm water drainage wells within buffer zones

surrounding water bodies and wetlands. Setback distances from water supplies required in various

state guidelines range from 50 to 400 feet (Cadmus, 1996). Counties may also establish design,

construction, and BMP requirements or guidelines based on site-specific concerns. In California, for

example, Regional Water Quality Control Boards, counties, and local jurisdictions play the greatest role

in storm water regulation. Some of these local jurisdictions prohibit storm water drainage wells, others

use permits to regulate such wells, and still others recommend BMPs. New York, in contrast, regulates

through State Pollution Elimination System Permits, for wells posing threats to ground water, and

through statewide general permits that emphasize BMPs for industrial and construction runoff. Some

Direct Implementation states, of which Arizona is an example, also have ground water protection

programs that may address storm water runoff wells. Some Primacy states, such as Florida, prohibit

storm water drainage wells in regions of the State where they would drain directly into USDWs, but

allow such wells where the ambient water is below USDW quality. Florida does allow storm water

wells where fluids are discharged into low-quality aquifers. This practice occurs primarily in the Florida

Keys and in the coastal areas of southeast Florida (Deurling, 1997). Specific state program

descriptions included in Attachment A of this volume focus on those states in which the largest numbers

of storm water drainage wells are documented and estimated.

The following states authorize storm water drainage wells by rule consistent with the existing

federal UIC requirements: Illinois, Indiana, Michigan, Ohio, Wisconsin (prior to 1994 and less than 10
September 30, 1999 73

feet deep only, new wells banned), Montana, Wyoming, North Dakota, South Dakota, Utah,

Colorado, Tennessee, Idaho (for wells less than 18 feet deep), Oregon, Washington, Rhode Island,

and Kansas. The following states have a permit and registration system for storm water drainage wells:

Arizona, Hawaii, Idaho (for wells greater than 18 feet deep), Alabama, Florida, Texas, New

Hampshire, Maryland, and Nebraska. North Carolina, Georgia, Minnesota, and Wisconsin (since

1994) prohibit storm water drainage wells.

7.3 Survey of Local Storm Water Utilities

A 1996 survey of 230 municipal utility jurisdictions conducted by the National Association of

Flood and Stormwater Management Agencies received 101 responses. Of these, 11 utilities reduced

their fee for collecting storm water runoff if sites generating the runoff used storm water controls (six for

peak runoff controls, three for implementation of BMPs, and two for obtaining an industrial NPDES

permit).

Of 29 local storm water ordinances provided and republished in the survey report, four

contained operational requirements. One specified that the utility be provided copies of all plans,

drainage studies, and evaluations; two required monitoring and reporting of discharges; and one

included maintenance criteria. The balance of the local ordinances concentrated on establishing local

storm water utilities, rates, and administrative procedures (NAFSMA, Survey of Local Stormwater

Utilities, 1996).
September 30, 1999 74

ATTACHMENT A

STATE AND LOCAL PROGRAM DESCRIPTIONS

This attachment does not describe every state’s program for storm water drainage wells;

instead it focuses on the states where the largest numbers of storm water drainage wells are known to

exist. The states covered in this attachment (Arizona, California, Florida, Idaho, Montana, New York,

Ohio, Oregon, Utah, and Washington) contain a total of 62,958 documented (and 239,034 estimated)

storm water drainage wells, accounting for 89 percent of the documented number (and 97 percent of

the estimated number) of storm water drainage wells in the U.S.

Arizona

USEPA Region 9 directly implements the UIC program for Class V injection wells in Arizona. 

In addition, under the State’s ground water protection program, found in Arizona Revised Statutes

(Title 49, Chapter 2, Article 3 - Aquifer Protection Permits), any facility that “discharges” is required to

obtain an Aquifer Protection Permit (APP) from the Arizona Department of Environmental Quality

(ADEQ) (§49-241.A). An injection well is considered a discharging facility and is required to obtain

an APP, unless ADEQ determines that it will be “designed, constructed, and operated so that there will

be no migration of pollutants directly to the aquifer or to the vadose zone” (§49-241.B). However,

under Rule 18-9-102.A, drywells that are used solely to receive storm runoff, except those that drain

areas in which hazardous substances are used, stored, loaded, or treated, are exempt from the APP

requirements. For drywells used solely to receive storm runoff, ADEQ has established special

requirements under the authority of Arizona Revised Statutes Title 49, Chapter 3, Article 8 - Dry

Wells. 

The aquifer protection statute provides that an applicant for an APP may be required to provide

information on the design, operations, pollutant control measures, hydrogeological characterization,

baseline data, pollutant characteristics, and closure strategy. Operators must demonstrate that the

facility will be designed, constructed, and operated as to ensure that discharge will be reduced to the

greatest degree and that aquifer water quality will not be reduced or standards violated. By rule,

presumptive best available demonstrated control technology, processes, operating methods, or other

alternatives, in order to achieve discharge reduction and water quality standards, are established by

ADEQ (§49-243).

An APP may require monitoring, recordkeeping and reporting, contingency planning, discharge

limitations, a compliance schedule, and closure guidelines. The operator may need to furnish

information, such as past performance and technical and financial competence, relevant to its capability

to comply with the permit terms and conditions. A facility must demonstrate financial assurance or

competence before approval to operate is granted. Each owner of an injection well to whom an

individual permit is issued must register the permit with ADEQ each year (§49-243).

ADEQ designates a point or points of compliance for each facility receiving an APP. The

statute defines this point as the point at which compliance with aquifer water quality standards shall be
September 30, 1999 75

determined and in a vertical plane downgradient of the facility extending through the uppermost aquifer

underlying that facility. If an aquifer is not, or reasonably will not foreseeably be a USDW, monitoring

for compliance may be established in another aquifer. Monitoring and reporting requirements also may

apply for a facility managing pollutants that are determined not to migrate (§49-244).

The requirements pertaining to dry wells that receive storm water runoff, but not from a

hazardous waste area, specify that any person who owns an existing dry well that is, or has been, used

for disposal must register the well on a registration form provided by ADEQ (§49-332). The ADEQ is

authorized to adopt rules establishing standards for new and existing dry wells pertaining to

performance, construction, design, closure, location, and inspection (§49-333). New dry well

construction, including modifications to existing dry wells, must be performed by a well driller with a dry

well driller’s license (§49-333.C). The statute exempts from its requirements dry wells used in

conjunction with golf course maintenance (§49-336).

Permitting

The Arizona Aquifer Protection Permit Rules (Chapter 19, sub-chapter 9, October 1997)

define an injection well as “a well which receives a discharge through pressure injection or gravity flow.” 

Any facility that discharges is required to obtain an individual APP from ADEQ, unless the facility is

subject to a general permit or it is a dry well used exclusively to dispose of storm water runoff. Permit

applications must include specified information. This includes topographic maps, facility site plans and

designs, characteristics of past as well as proposed discharge, and best available demonstrated control

technology, processes, operating methods, or other alternatives to be employed in the facility. In order

to obtain an individual permit, a hydrogeologic study must be performed. This study must include a

description of the geology and hydrology of the area; documentation of existing quality of water in the

aquifers underlying the site; any expected changes in the water quality and ground water as a result of

the discharge; and the proposed location of each point of compliance (R18-9-108).

Owners of existing dry wells are required by the dry well statutory requirements to register the

wells with ADEQ. No regulatory requirements pertaining to registration or permitting of dry wells have

been promulgated by ADEQ.

By statute, a general permit covers facilities used solely for the management of storm water and

that are regulated by the Clean Water Act, including catchments, impoundments and sumps, provided

that the following conditions are met:

• An NPDES permit has been obtained for any storm water discharges at the facility and the

facility has so notified ADEQ

• The facility has a storm water pollution prevention plan in place.

If ADEQ determines that discharges of storm water from a facility covered by the general

permit are causing a violation of aquifer water quality standards, the general permit may be revoked and

the facility required to obtain an individual permit under §49-243 (§49-245.01).
September 30, 1999 76

Wells that inject into the vadose zone, and inject only storm water mixed with reclaimed

wastewater or ground water, from man-made bodies of water associated with golf courses, parks, and

residential common areas, are also granted a general permit, provided that they meet the following

conditions:

• The wells are registered pursuant to §49-332;

• The discharge occurs only in response to storm events;

• Water quality analysis, completed initially and at least semiannually, demonstrates compliance

(except for microbiological contaminants) with aquifer water quality standards for the reclaimed

wastewater;

• The vadose zone injection wells are located at least 100 feet from any water supply well;

• Vertical separation of at least 40 feet exists between the bottom of the vadose zone injection

wells and the water table to allow the aquifer water quality standard for microbiological

contaminants to be met in the uppermost aquifer; and

• The vadose zone injection wells are not used for any other purpose.

Siting and Construction

If an APP is required, no injection wells may be constructed unless the APP has been

completed and approved. Wells are required to be constructed in such as manner as not to impair

future or foreseeable use of aquifers. Specific construction standards are determined on a case-bycase basis.

ADEQ has not promulgated construction standards for dry wells. ADEQ has issued a

document, “Guidance for Design, Installation, Operation, Maintenance, and Inspection of Dry Wells,”

that provides non-mandatory suggested standards and has established a Web site to provide guidance

information.

Operating Requirements

Permit-specific operating requirements will be developed for wells required to obtain an APP. 

All wells must be operated in such a manner that they do not violate any rules under Title 49 of the

Arizona Revised Statutes, including Article 2, relating to water quality standards, and Article 3, relating

to APPs. Water quality standards must be met in order to preserve and protect the quality of waters in

all aquifers for all present and reasonably foreseeable future uses.

Dry wells draining areas where hazardous substances are used, stored, loaded, or treated will

be required by their APP to adopt specified operating practices. An ADEQ publication, “Best

Management Practices Plan (BMPP) Guidance for Dry Wells Draining Areas Associated with

Industrial Activities that Use, Store, Loan, or Treat Hazardous Substances” is available. 

ADEQ has not promulgated operating requirements for dry wells that do not drain areas

involving hazardous substances. ADEQ has issued a document, “Guidance for Design, Installation,
September 30, 1999 77

Operation, Maintenance, and Inspection of Dry Wells,” that provides non-mandatory suggested

standards and has established a Web site to provide guidance information.

Monitoring Requirements

Storm water wells, including dry wells, required to have an APP will have monitoring

requirements specified in the APP to ensure compliance with APP conditions. Monitoring may include

both injectate monitoring and monitoring of the injection site. The permit establishes, on a case-by-case

basis, alert levels, discharge limitations, monitoring, reporting, and contingency plan requirements. 

Alert level is defined as a numeric value, expressed either as a concentration of a pollutant or a physical

or chemical property of a pollutant, which serves as an early warning indicating a potential violation of

any permit condition. If an alert level or discharge limitation is exceeded, an individual permit requires

the facility to notify ADEQ and implement the contingency plan (R18-9-110).

Dry wells covered by the general permit may not violate aquifer water quality standards, and if

the ADEQ determines there is a “reasonable probability” of such violation the general permit may be

revoked, but no explicit monitoring requirements are included in the general permit provisions.

Plugging and Abandonment

For wells subject to an APP, temporary cessation, closure, and post-closure requirements are

specified on a case-by-case basis. The facilities are required to notify ADEQ before any cessation of

operations occurs. A closure plan is required for facilities that cease activity without intending to

resume. The plan describes the quantities and characteristics of the materials to be removed from the

facility; the destination and placement of material to be removed; quantities and characteristics of the

material to remain; the methods to treat and control the discharge of pollutants from the facility; and

limitations on future water uses created as a result of operations or closure activities. A post-closure

monitoring and maintenance plan is also required. This plan specifies duration, procedures, and

inspections for post-closure monitoring (R-18-9-116).

Financial Assurance

For wells subject to an APP, the permit requires that a owner have and maintain the technical

and financial capability necessary to fully carry out the terms and conditions of the permit. The owner

must maintain a bond, insurance policy, or trust fund for the duration of the permit (R-18-9-117).

California

USEPA Region 9 directly implements the UIC program for Class V injection wells in

California. The California Water Quality Control Act (WQCA), however, establishes broad

requirements for the coordination and control of water quality in the State, sets up a State Water

Quality Control Board, and divides the State into nine regions, with a Regional Water Quality Control

Board (RWQCB) that is delegated responsibilities and authorities to coordinate and advance water
September 30, 1999 78

quality in each region (Chapter 4 Article 2 WQCA). A RWQCB can prescribe requirements for

discharges (waste discharge requirements or WDRs) into the waters of the State (13263 WQCA). 

These WDRs can apply to injection wells (13263.5 and 13264(b)(3) WQCA). The statute provides

that no discharge of waste into the waters of the State, even if pursuant to a WDR, creates a vested

right to continue the discharge (13263(g) WQCA). This provision is interpreted as creating authority to

require the closing of storm water drainage wells. In addition, the WQCA specifies that no provision of

the Act or ruling of the State Board or a Regional Board is a limitation on the power of a city or county

to adopt and enforce additional regulations imposing further conditions, restrictions, or limitations with

respect to the disposal of waste or any other activity which might degrade the quality of the waters of

the State (13002 WQCA).

Permitting

RWQCBs have the authority under the WQCA to require a person proposing to operate an

injection well (as defined in §13051 WQCA) to file a report of the discharge, containing the information

required by the Regional Board, with the appropriate Regional Board (13260(a)(3) WQCA). 

Furthermore, the Regional Board, after any necessary hearing, may prescribe requirements concerning

the nature of any proposed discharge, existing discharge, or material change in an existing discharge to

implement any relevant regional water quality control plans. The requirements also must take into

account the beneficial uses to be protected, the water quality objectives reasonably required for that

purpose, other waste discharges, and the factors that the WQCA requires the Regional Boards to take

into account in developing water quality objectives, which are specified in §13241 of the WQCA

((13263(a) WQCA). However, a Regional Board may waive the requirements in 13260(a) and

13253(a) as to a specific discharge or a specific type of discharge where the waiver is not against the

public interest (13269(a) WQCA).

RWQCBs and other local jurisdictions have adopted storm water drainage well provisions in

their basin plans or other requirements. Examples of such actions include the following:

• The San Francisco Bay RWQCB adopted the San Francisco Bay Basin Water Quality Control

Plan amendment on Shallow Drainage Wells in 1992. It requires local agencies to develop a

shallow drainage well control program consisting of locating existing wells and establishing a

permitting program for new and existing wells.

• The Lahontan RWQCB issues WDRs to facilities with potential sources of pollutants in storm

water runoff. The WDRs incorporate discharge specifications, BMPs, monitoring

requirements, and spill contingency plans. The RWQCB also conducts inspections of sites. 

• The Santa Clara Valley Water District adopted a Storm Water Infiltration Policy by ordinance. 

It is also incorporated in the Santa Clara County “Standards for the Construction and

Destruction of Wells and Other Deep Excavations in Santa Clara County” (1989). The Water

District has developed a special supplement on storm water infiltration devices (1993). It

includes general siting and construction requirements and siting restrictions and prohibitions. 
September 30, 1999 79

Storm water drainage well construction is allowed only in areas where the jurisdiction has

adopted a Memorandum of Understanding with the Santa Clara Water District for a control

program for storm water drainage wells. Setback distances, depth to the water table, and well

marking procedures are specified. The storm water supplement also includes a section on

materials and procedures discussing annular space sealing, surface construction features, and

required reports. It provides destruction standards and special sealing standards.

• Yolo County regulates storm water drainage wells by ordinance. However, the County does

not issue permits for storm water drainage wells. The County does not define storm water as

“liquid waste” or “wastewater” and therefore its requirements pertaining to wastewater systems

do not apply. The County does not require licensed drillers for the construction of drainage

wells.

• Merced County by ordinance prohibits wells from receiving storm water. A permit is required

from the County Health Officer prior to construction, reconstruction, deepening, abandonment,

or destruction of any well or soil boring. The construction of dry/drainage wells, defined in part

as a well constructed for the purpose of disposing of waste water or drainage water, is

prohibited. The Health Officer may make exceptions if it can be shown that the quality of the

water being introduced into the well will not have an undesirable impact on the ground water or

the well’s construction will not permit the intermixing of aquifers or provide a conduit for the

vertical movement of known or potential contaminants.

• Stanislaus County establishes standards for construction of dry wells by a policy document,

which specifies setback distances and distances from the water table. The County public

works staff inspects well installations.

• Riverside County flood control districts and building departments review plans and inspect

storm water drainage facilities. 

Florida

Florida is a UIC Primacy State for Class V wells. Chapter 62-528 of the Florida

Administrative Code (FAC), effective June 24, 1997, establishes the UIC program, and Part V (62-

528.600 to 62-528.900) addresses criteria and standards for Class V wells. Class V wells are

grouped into eight categories/groups for purposes of permitting. Storm water drainage wells and lake

level control wells fall into Group 6.

Permitting

Underground injection through a Class V well is prohibited except as authorized by permit by

the Department of Environmental Protection (DEP). Owners and operators are required to obtain a

Construction/Clearance Permit before receiving permission to construct. The applicant is required to

submit detailed information, including well location and depth, description of the injection system and of
September 30, 1999 80

the proposed injectate, and any proposed pretreatment. When site-specific conditions indicate a threat

to a USDW, additional information must be submitted. The State currently does not permit the

construction of new storm water wells where fluids would be injected directly into a USDW, and

therefore is not permitting new wells in the northwest and central regions (e.g., Orlando), while it will

permit in the Florida Keys and coastal areas of Broward and Dade counties (e.g., the southeast).

Lake level control wells in Florida inject directly into a USDW and so the state has not

permitted any new ones since receiving primacy in 1982. Replacement may be allowed under

emergency conditions when methods to remediate an existing well were ineffective and it is determined

that construction of the new well is essential to prevent flooding. If a new well is constructed, the old

well must be plugged and abandoned (Cadmus, 1999).

Siting and Construction

Specific construction standards for Class V wells have not been enacted by Florida, because of

the variety of Class V wells and their uses. Instead, the State requires the well to be designed and

constructed for its intended use, in accordance with good engineering practices, and approves the

design and construction through a permit. The State can apply any of the criteria for Class I wells to

the permitting of Class V wells, if it determines that without such criteria the Class V well may cause or

allow fluids to migrate into a USDW and cause a violation of the State’s primary or secondary drinking

water standards, which are contained in Chapter 62-550 of the FAC. However, if the injectate meets

the primary and secondary drinking water quality standards and the minimum criteria contained in Rule

62-520-400 of the FAC, Class I injection well permitting standards will not be required. 

Class V wells are required to be constructed so that their intended use does not violate the

water quality standards in Chapter 62-520 FAC at the point of discharge, provided that the drinking

water standards of 40 CFR Part 142 (1994) are met at the point of discharge.

Operating Requirements

All Class V wells are required to be used or operated in such a manner that they do not present

a hazard to a USDW. 

Monitoring Requirements

Monitoring generally will be required for Group 6 wells, unless the wells inject fluids that meet

the primary and secondary drinking water standards in 62-550 FAC and the minimum criteria in Rule

62-520, and the injection fluids have been processed through a permitted drinking water treatment

facility (62-528.615 (1)(a)2 FAC). Monitoring frequency will be based on well location and the

nature of the injectate and will be addressed in the permit.
September 30, 1999 81

Plugging and Abandonment

The owner or operator of any Class V well must apply for a plugging and abandonment permit

when the well is no longer used or usable for its intended purpose. Plugging must be performed by a

licensed water well contractor.

Idaho

Idaho is a UIC Primacy State for Class V wells and has promulgated regulations for the UIC

program in the Idaho Administrative Code (IDAPA), Title 3, Chapter 3. Deep injection wells are

defined as more than 18 feet in vertical depth below the land surface (37.03.03.010.11 IDAPA). 

Wells are further classified, with Class V Subclass 5D2 defined as storm runoff wells

(37.03.03.025.01.g IDAPA).

Permitting

Construction and use of shallow injection wells is authorized by rule, provided that inventory

information is provided and use of the well does not result in unreasonable contamination of a drinking

water source or cause a violation of water quality standards that would affect a beneficial use

(37.03.025.03.d. IDAPA). Construction and use of Class V deep injection wells may be authorized

by permit (37.03.03.025.03.c IDAPA). The regulations outline detailed specifications for the

information that must be supplied in a permit application (37.03.03.035 IDAPA).

Operating Requirements

Standards for the quality of injected fluids and criteria for location and use are established for

rule-authorized wells, as well as for wells requiring permits. The rules are based on the premise that if

the injected fluids meet MCLs for drinking water for physical, chemical, and radiological contaminants

at the wellhead, and if ground water produced from adjacent points of diversion for beneficial use

meets the water quality standards found in Idaho’s “Water Quality Standards and Wastewater

Treatment Requirements,” 16.01.02 IDAPA, administered by the Idaho Department of Health and

Welfare, the aquifer will be protected from unreasonable contamination. The State may, when it is

deemed necessary, require specific injection wells to be constructed and operated in compliance with

additional requirements (37.03.03.050.01 IDAPA (Rule 50)). Rule-authorized wells “shall conform to

the drinking water standards at the point of injection and not cause any water quality standards to be

violated at the point of beneficial use” (37.03.03.050.04.d IDAPA).

DEQ has prepared a guidance document entitled “Catalog of Storm Water Best Management

Practices for Idaho Cities and Counties.” As guidance, these BMPs are not mandatory.

Monitoring, recordkeeping, and reporting may be required if the State finds that the well may

adversely affect a drinking water source or is injecting a contaminant that could have an unacceptable

effect upon the quality of the ground waters of the State (37.03.03.055 IDAPA (Rule 55)).
September 30, 1999 82

Plugging and Abandonment

 The Idaho Department of Water Resources (IDWR) has prepared “General Guidelines for

Abandonment of Injection Wells,” which are not included in the regulatory requirements. IDWR

expects to approve the final abandonment procedure for each well. 

Financial Responsibility

No financial responsibility requirement exists for rule-authorized wells. Permitted wells are

required by the permit rule to demonstrate financial responsibility through a performance bond or other

appropriate means to abandon the injection well according to the conditions of the permit

(37.03.03.35.03.e IDAPA).

Montana

USEPA Region 8 directly implements the UIC program for Class V wells in Montana. No

State regulations apply to storm water drainage wells. Local jurisdictions may regulate storm water

drainage wells. For example, by city ordinance, Missoula prohibits construction of new storm water

wells, defined as a structure, pit, or hole that primarily receives storm water runoff from paved areas,

including, but not limited to, parking lots, streets, residential subdivisions, and highways (Missoula

Valley Aquifer Protection Ordinance, §13.26.030.42). The city prohibits storm water injection wells

within 50 feet of a community or non-transient non-community public water supply well (§13.26.090).

New York

USEPA Region 2 directly implements the UIC program for Class V wells in New York. In

addition, under the State’s Environmental Conservation Law, the Department of Environmental

Conservation, Division of Water Resources (DWR) has promulgated regulations in the State Code

Rules and Regulations, Title 6, Chapter X, Parts 703, 750 -758. These regulations establish water

quality standards and effluent limitations, create a State Pollutant Discharge Elimination system

(SPDES) requiring permits for discharges into the waters of the State, specify that such discharges must

comply with the standards in Part 703, and provide for monitoring in Part 756. 

Permitting

New York has adopted two SPDES general permits for storm water discharges. They are the

SPDES General Permit for Storm Water Discharges from Construction Activity, Permit No. GP-93-06

(August 1993) and SPDES General Permit for Storm Water Discharges Associated with Industrial

Activity Except Construction Activity, Permit No. GP-98-03 (October 1998). These general permits

are issued pursuant to Article 17, Titles 7 and 8 and Article 70 of the Environmental Conservation Law. 

 To come under the coverage of the general permit, a discharger must submit a Notice of Intent,

Transfer, or Termination. 
September 30, 1999 83

Both general permits cover all areas of the State where New York implements § 402 of the

Clean Water Act. Discharge is unlawful unless in compliance with the general permit or with an

individual SPDES permit. Discharges other than storm water must be in compliance with a SPDES

permit. Discharges mixed with sources of non-storm water other than those expressly authorized under

the general permit or a different SPDES permit are prohibited.

The discharge authorized by the general permit may not cause or contribute to a violation of

water quality standards in Parts 700 through 705 of Title 6 of the New York Code. Operators are

required to submit a storm water pollution prevention plan, which must address housekeeping,

equipment inspections, training, spill prevention and response, and reporting/ recordkeeping. 

Operating Requirements

Water quality standards must be met. The industrial general permit specifies additional

requirements for storm water discharges associated with specifically listed industrial activities. 

Ohio

Ohio is a UIC Primacy State for Class V wells. Regulations establishing the UIC program are

found in Chapter 3745-34 of the Ohio Administrative Code (OAC). Class V injection well definitions

include drainage wells used to drain surface fluid, primarily storm runoff, into a subsurface formation

(3745-34-04(E)(4) OAC).

Permitting

Any underground injection, except as authorized by permit or rule, is prohibited. The

construction of any well required to have a permit is prohibited until the permit is issued (3745-34-06

OAC).

Injection into Class V injection wells is authorized by rule (3745-34-13 OAC). However, a

drilling permit and an operating permit are required for injection into a Class V injection well of sewage,

industrial wastes, or other wastes, as defined in § 6111.01 of the Ohio Revised Code, into or above a

USDW (3745-34-13 OAC and 3745-34-14 OAC). Therefore, if the storm water injectate is

anticipated to exceed primary drinking water standards (MCLs) or health advisories (HALs), permits

to install and operate the well are required.

Wells required to obtain an individual permit must submit detailed information, including

location, formation into which the well is drilled, depth of well, nature of the injectate, and a

topographical map showing the facility, other wells in the area, and treatment areas (3475-34-16(E)

OAC).
September 30, 1999 84

Siting and Construction

There are no specific regulatory requirements for the siting and construction of storm water

drainage wells permitted by rule. Wells required to obtain an individual permit must submit siting

information and construction records.

Operating Requirements

There are no specific operating or monitoring requirements for storm water drainage wells

permitted by rule. Injectate must meet drinking water standards at the point of injection, unless a permit

allows otherwise. Permitted wells will have monthly and quarterly monitoring and reporting

requirements (3745-34-26 (J) OAC). The State has developed a guidance on BMPs and distributed it

to local jurisdictions. It includes design recommendations for siting of wells, elevation of points of entry,

installation of standpipes and catch basins for sediment settling, drain markings to discourage dumping,

and barriers around well entries. Other recommendations include public education, employee training,

spill preparedness plans, measures to prevent sediment infiltration, and measures to eliminate disposal

of pollutants through storm water wells.

 

Oregon

Oregon is a UIC Primacy State for Class V wells. The UIC program is administered by the

Department of Environmental Quality (DEQ). Under the State’s Administrative Rules (OAR)

pertaining to underground injection, a “waste disposal well” is defined as any bored, drilled, driven or

dug hole, whose depth is greater than its largest surface dimension, which is used or is intended to be

used for disposal of sewage, industrial, agricultural, or other wastes and includes drain holes, drywells,

cesspools and seepage pits, along with other underground injection wells (340-044-0005(22) OAR). 

Construction and operation of a waste disposal well without a water pollution control facility (WPCF)

permit is prohibited. Certain categories of wells are prohibited entirely, including wells used for

underground injection activities that allow the movement of fluids into a USDW if such fluids may cause

a violation of any primary drinking water regulation or otherwise create a public health hazard or have

the potential to cause significant degradation of public waters. Oregon has established a groundwater

protection goal of preventing contamination of the state’s groundwater resource. This nondegradation

goal is intended to protect groundwater more stringently than the use of drinking water standards

would do.

Permitting

Storm water drains from residential or commercial areas, which are not affected by toxic or

industrial wastes, do not require a WPCF permit, but are required to satisfy the requirements in 340-

044-0050 OAR (i.e., they may not be located closer than 500 feet from a domestic water well) (340-

044-0015 OAR).
September 30, 1999 85

Storm water wells that constitute underground injection activity that may cause, or tend to

cause, pollution of ground water must be approved by the DEQ, in addition to any other permits or

approvals required by other federal, state, or local agencies (340-044-0055 OAR). Permits are not to

be issued for construction, maintenance, or use of waste disposal wells where any other treatment or

disposal method which affords better protection of public health or water resources is reasonably

available or possible (340-044-0030 OAR). Such wells, unless absolutely prohibited, must obtain a

WPCF permit (340-044-0035 OAR, 340-045-0015 OAR).

Siting and Construction

The requirements for waste disposal wells for surface drainage specify that such wells may only

be used in those areas where there is an adequate confinement barrier or filtration medium between the

well and a USDW, and where construction of surface discharging storm sewers is not practical.

New storm drainage disposal wells must be as shallow as possible but may not exceed a depth

of 100 feet. They may not be located closer than 500 feet to a domestic water well (340-044-0050

OAR).

Operating Requirements

Using a waste disposal well for agricultural drainage is prohibited. Using such a well for surface

drainage in areas where toxic chemicals or petroleum products are stored or handled is prohibited,

unless there is containment around the product area which will prevent spillage or leakage from entering

the well. A means of temporarily plugging or blocking a waste disposal well for storm drainage in the

event of an accident or spill must be available. Any parking lot drained by waste disposal wells must be

kept clean of petroleum products and other organic or chemical wastes as much as practicable to

minimize the degree of contamination of the storm water drainage.

Oregon has prepared guidance, “Oregon Storm Water Management Guidelines (for Surface

and Ground Waters,” (1998) as well as “Department of Environmental Quality UIC Class V BMPs for

Groundwater” (1998).

Abandonment and Plugging

Upon discontinuance of use or abandonment a waste disposal well is required to be rendered

completely inoperable by plugging and sealing the hole. 

Utah

Utah is a UIC Primacy State for Class V wells. The Department of Environmental Quality has

promulgated regulations addressing injection wells in R317-7 and R655-1-5 and R655-1-6 of the

Utah Administrative Code (UAC). The rules incorporate by reference federal requirements in 40 CFR

144, 146, 148, 261, 142, 136 and 124 and 10 CFR Part 20 (R317-7-1 UAC). Drainage wells used
September 30, 1999 86

to drain surface fluid, primarily storm runoff, into a subsurface formation are defined as Class V wells

(R317-7-3.3.5.C and D UAC).

Permitting

Underground injection is prohibited except as authorized by permit or by rule. No injection

may be authorized that endangers a drinking water source. An applicant has the burden of showing that

injection will not result in the movement of fluid containing contaminants into a USDW or cause a

violation of any primary drinking water regulation (R317-7-5 UAC). Existing and new Class V injection

wells currently are authorized by rule (317-7-6.3 UAC).

Operating Requirements

The State does not specify operating requirements for storm water drainage wells. It does

recommend to local governments with numerous such wells that they set up local spill response teams. 

One local government in Utah, the City of Orem, through its storm water utility, charges for storm water

discharges. The city also has prepared a BMP guidance document and offers credits toward utility

charges for implementing BMPs.

Washington

Washington is a UIC Primacy State for Class V wells. Chapter 173-218 of the Washington

Administrative Code (WAC) establishes the UIC program. Under the program, the policy of the

Department of Ecology (WDOE) is to maintain the highest possible standards to prevent the injection

of fluids that may endanger ground waters which are available for beneficial uses or which may contain

fewer than 10,000 mg/l TDS. Consistent with that policy, all new Class V injection wells that inject

industrial, municipal, or commercial waste fluids into or above a USDW are prohibited (172-218-

090(1) WAC ).

Permitting

A permit must specify conditions necessary to prevent and control injection of fluids into the

waters of the State, including all known, available, and reasonable methods of prevention, control, and

treatment, applicable requirements in 40 CFR Parts 124, 144, 146, and any conditions necessary to

preserve and protect USDW. Any injection well that causes or allows the movement of fluid into a

USDW that may result in a violation of any primary drinking water standard under 40 CFR Part 141 or

that may otherwise adversely affect the beneficial use of a USDW is prohibited (173-218-100 WAC). 

The State’s Waste Discharge Permit Program, which prohibits the discharge of pollutants into waters of

the State (which include ground water) without a permit (Chapter 173-216 WAC) does not apply to

the injection of fluids through wells which are regulated by the UIC control program (173-216-010

WAC). Storm water wells that conform to Best Management Practices stipulated by WDOE are

considered to be “non-polluting” and are permitted.
September 30, 1999 87

Siting and Construction

The DEQ has developed guidance for the Puget Sound Basin, “Storm Water Management for

the Puget Sound Basin: the Technical Manual,” (1992) and held training workshops for local

government staff. The guidance describes recommended construction and siting by individual facility

design. It recommends that infiltration facilities on commercial and industrial sites be no closer than 100

feet to drinking water wells, septic tanks or drainfields, and springs used for drinking water supplies. 

The guidance recommends that such facilities be at least 20 feet downslope and 100 feet upslope from

building foundations and that the maximum slope for siting of infiltration facilities be limited.

The State has promulgated minimum standards for construction and maintenance of wells (173-

160-010 through -560 WAC). However, injection wells regulated under Chapter 173-218 are

specifically exempted from these constructions standards (173-160-010(3)(e) WAC). Storm water

drainage wells are specifically identified as exempt from the well construction requirements.

Operators of such facilities must prepare a soils report, conduct periodic monitoring, and log

the speed at which the facility dewaters after large storms. They are also required to submit complete

records describing construction or alteration of a well (173-160-050 and 173-160-055 WAC).

Wells are required to be planned and constructed to be adapted to the geologic and ground

water conditions at the well site and designed to facilitate conservation of ground water (173-160-065

WAC). 

Operating Requirements

The water quality standards for ground waters establish an antidegradation policy. The

injectate must meet the State ground water standards at the point of compliance (173-200-030 WAC).

Plugging and Abandonment

All wells not in use must be securely capped so that no contamination can enter the well (173-

160-085 WAC).
September 30, 1999 88

REFERENCES

63 Federal Register 40585-40619. July 29, 1998. 40 CFR Parts 144, 145, and 146. Class V

Injection Wells Underground Injection Control Regulations, Revisions; Proposed Rule.

Agency for Toxic Substances and Disease Registry (ATSDR). 1999. Toxicity Frequently Asked

Questions (ToxFAQs) Fact Sheets. Atlanta, GA: Agency for Toxic Substances and Disease Registry,

Division of Toxicology. http://www.atsdr.cdc.gov/tfacts.html. April 1999.

Agency for Toxic Substances and Disease Registry (ATSDR). 1999. Public Health Statements. 

Atlanta, GA: Agency for Toxic Substances and Disease Registry, Division of Toxicology. 

http://www.atsdr.cdc.gov/ToxProfiles. April 1999.

Agency for Toxic Substances and Disease Registry (ATSDR). 1999. Toxicity Frequently Asked

Questions (ToxFAQs) Fact Sheets. Atlanta, GA: Agency for Toxic Substances and Disease Registry,

Division of Toxicology. http://www.atsdr.cdc.gov/tfacts.html. March 1999.

American National Standards Institute (ANSI). 1993. Standard Guidelines for Operation and

Maintenance of Urban Subsurface Drainage. ANSI/ASCE 14-93. New York: American Society of

Civil Engineers.

Arizona Department of Environmental Quality. 1998. Best Available Demonstrated Control

Technology (BADCT) Guidance Document for Domestic and Municipal Wastewater Treatment. Draft.

Water Quality Division, Aquifer Protection Program.

Arizona Department of Water Resources. 1993. Drywell Recharge and Contaminant Loading in

Metropolitan Phoenix, Arizona. Phoenix, AZ.

Arizona Department of Environmental Quality. 1988. Dry Wells in Arizona - A Report to the Arizona

Legislature. Phoenix, AZ. Hydrologic Report No. 1, Kafura, C.J.

Bannerman, R.T., D.W. Owens, R.B. Dodds, and N.J. Hornewer. 1993. “Sources of Pollutants in

Wisconsin Stormwater,” Water Science and Technology. Volume 26, Number 3-5: 241-259.

Beech, R.M. and A.F. Drake. 1992. “Designing an Effective Communication Program: A Blueprint

for Success.” USEPA/University of Michigan, September 1992.

Bradner, L.A. 1991. Water Quality in the Upper Floridan Aquifer in the Vicinity of Drainage Wells,

Orlando, Florida. Water Resources Investigations Report 90-4175. Tallahassee, Florida: US

Geological Survey.
September 30, 1999 89

Bradner, L.A. 1996. Estimation of Recharge Through Selected Drainage Wells and Potential Effects

from Well Closure, Orange County, Florida. Open File Report 96-316. Denver, Colorado: U. S.

Geological Survey, Branch of Information Services.

Brown and Caldwell Consulting Engineers. 1986. Evaluation of Sump Impacts on Ground Water in

East Multnomah County. Portland, OR.

The Cadmus Group. 1991. Storm Water Drainage Wells (5D2). Waltham, MA.

The Cadmus Group. 1996. Storm Water Drainage Well Guidance - Draft. Waltham, MA.

The Cadmus Group. 1999. State-by-State Notebooks Compiling Results from the Class V

Underground Injection Control Study. February 1, 1999.

California State Department of Transportation. 1980. Prepared for Federal Highway Administration. 

Underground Disposal of Storm Water Runoff Design Guidelines Manual. PB83-180257.

Campbell, L.J. 1985. An Assessment of Shallow Injection Wells in Idaho. Idaho Department of

Water Resources, February 1985.

City of Orlando. 1994. City of Orlando Drainage Well Protection Plan. Public Works Department.

Delzer, G., J. Zogorski, T. Lopes, and R. Bosshart. 1996. “Occurrence of the Gasoline Oxygenate

MTBE and BTEX Compounds in Urban Storm Water in the United States, 1994 -1995.” US

Geological Survey Water Resources Investigations Report 96. [Denver, CO]: US Geological Survey.

Deuerling, R. 1997. Florida Department of Environmental Regulations. Personal Communication to

Anhar Karimjee, Office of Water, US Environmental Protection Agency, November 1997,

Tallahassee, FL.

Duchene, M., E. McBean, and N. Thomson. 1994. “Modeling of Infiltration from Trenches for Storm

Water Control.” Journal of Water Resources Planning and Management. 120: 3: 276-293.

Elder, J.R. and S.K. Lowrance. 1992. Directors, USEPA Office of Ground Water and Drinking

Water USEPA Office of Solid Waste (respectively). Classification of Infiltration Galleries Under the

UIC and RCRA Programs. Memorandum to USEPA Region 1-10 Water Management Division

Directors and Hazardous Waste Management Division Directors. 

German, E.R. 1989. Quantity and Quality of Stormwater Runoff Recharged to the Floridan Aquifer

System Through Two Drainage Wells in the Orlando, Florida, Area. US Geological Survey WaterSupply Paper 2344, 51 p.
September 30, 1999 90

Haney, J., M. Leach, and L. Sobchak. 1989. Dry Wells – Solution or Pollution? An Arizona Status

Report. Arizona Department of Environmental Quality, Phoenix, Arizona.

Hopeck, J. 1997. “Adverse Impacts on Ground Water Quality from Stormwater Infiltration at Two

Sites in Southern Maine.” Maine Department of Environmental Protection, Bureau of Land and Water

Quality, Maine.

Idaho Bureau of Mines and Geology. 1970. Abegglen, D., A. Wallace, and R. Williams. The Effects

of Drain Wells on the Ground-water Quality of the Snake River Plain. [Boise, ID]: Pamphlet Number

148.

Idaho Department of Water Resources. Storm Water Injection Wells. [Boise, ID].

Kansas Department of Health & Environment. 1986. Correspondence provided by Larry Knoche,

Bureau of Environmental Remediation, dated Nov., Dec., 1986.

Kimrey, J.O. and L.D. Fayard. 1984. Geohydrologic Reconnaissance of Drainage Wells in Florida. 

Tallahassee, Florida: Geological Survey, Water Resources Division.

Kobriger, N.P., T.L. Meinholz, M.K. Gupta, and R.W. Agnew. 1981. Constituents of highway

runoff, Vol. III, Predictive procedure for determining pollutant characteristics in highway runoff: Federal

Highway Administration Report, FHWA/RD-81/044, 197 p.

Kobriger, N.P. 1984. Sources and migration of highway runoff pollutants, Volume I: Executive

Summary. Federal Highway Administration Report, FHWA/RD-84/057.

Lee, G.F. and S. Taylor. 1998. Development of Appropriate Storm Water Infiltration BMPs: Part 1:

Potential Water Quality Impacts, Monitoring, and Efficacy Evaluation. In: “Proceedings of the 1998

Ground Water Protection Council Annual Forum,” September 19-23, 1998, Sacramento, CA.

Malmquist, P. and S. Hard. 1981. Groundwater quality changes caused by stormwater infiltration. In:

Proceedings of the Second International Conference on Urban Storm Drainage. Urbana, IL; June 15-

19, 1981. Littleton, CO, Water Resources Publications. 595 p.

Marsh, J. 1993. “Assessment of Nonpoint Source Pollution Runoff in Louisville,” (Jefferson County) 

Kentucky, USA.” Archives of Enviromental Contamination and Toxicology. Volume 25, Number 5,

p. 446-55.

McKenzie, D. and G. Irwin. 1988. “Effects of Two Storm Water Management Methods on the

Quality of Water in the Upper Biscayne Aquifer at Two Commercial Areas in Dade County, Fla.” US

Geological Survey: Water Resources Investigations Report 88-4069. [Denver, CO.]: US Geological

Survey.
September 30, 1999 91

Michael, E. 1997. St. Joseph County Health Dept. Letter to Alan Melcer, US Environmental

Protection Agency, Underground Control Branch, Chicago, IL, September 18, 1997, Mishawaka, IN.

Miller, S. 1983. The Potential of Ground Water Impacts Resulting from Storm Water Runoff Disposal

in Spokane County, Final Project Report, Water Quality Management Planning Grant G 83087,

Spokane County Cooperation with the Washington Department of Ecology, Spokane, Washington, as

cited in Miller, S.A. and B. Galle (1996). “Identification of Ground Water Impacts from Storm Water

Injection and Infiltration Using Direct and Indirect Methods.” In Proceedings of the 1996 Ground

Water Protection Council Annual Forum. September 22-25, 1996, St. Paul, Minnesota, pp. 11-20.

Miller, S. 1987. The Treatment Effectiveness of Alternative Cover Materials in Storm Runoff

Infiltration Basins, Final Project Report, Water Quality Management Planning Grant G-86-046,

Spokane County in Cooperation with the Washington Department of Ecology, Spokane, Washington,

25 pp.

Miller, S. and W. Galle. 1996. “Identification of Ground Water Impacts from Storm Water Injection

and Infiltration using Direct and Indirect Methods.” In: Proceedings of the 1996 Ground Water

Protection Council Annual Forum. September 22-25, 1996, St. Paul, Minnesota, pp.11-20.

Morton, L.B. 1987. “Ground Water Contamination Potential of Drainage Wells in Utah: A

Preliminary Assessment.” In: Proceedings of the International Symposium on Class V Injection Well

Technology. 87-119. Underground Injection Practices Council, Inc.

New Jersey Department of Environmental Protection and Department of Agriculture. 1994. Storm

Water and Nonpoint Source Pollution Control, December.

Nussbaum, J.C. 1991. Urban Storm Water Runoff and Ground-Water Quality. USEPA Office of the

Administrator. Report No. 101/F-90/046.

Oregon Department of Environmental Quality. 1997. Lower Platte South Natural Resources District. 

Manual of Erosion and Sediment Control and Storm Water Management Standards. In: Draft

Literature Review on Storm Water Impacts on Ground Water. 

Orr, V. J. 1990. Wellhead Protection - Lessons Learned. Underground Injection Practices Council,

Summer Meeting, July 22-25, 1990.

Orr, V. J. 1993. “Wellhead Protection - Lessons Learned.” Journal of Applied Ground Water

Protection, Volume 1, Number 1.

Pitt, R., M. Lalor, R. Field, D. Adrian, and D. Barbe. 1993. Investigation of Inappropriate Pollutant

Entries into Storm Drainage System: A User's Guide. [Washington, DC]: US Environmental Protection

Agency, Risk Reduction Engineering Laboratory, Office of Research and Development.
September 30, 1999 92

Pitt, R., S. Clark, and K. Parmer. 1994. Potential Ground Water Contamination from Intentional and

Non-Intentional Stormwater Infiltration-1993 Research Report. [Washington, DC]: University of

Alabama at Birmingham and US Environmental Protection Agency, Risk Reduction Engineering

Laboratory.

Pitt, R., S. Clark, K. Parmer, and R. Field. 1996. Ground Water Contamination from Stormwater

Infiltration. [Chelsea, Ml]: Ann Arbor Press.

Pitt, R. 1998. Epidemiology and Stormwater Management. In Stormwater Quality Management. 

CRC/Lewis Publishers. New York, NY.

Resnick, S. and K. DeCook. 1983. Hydrological and Environmental Controls on Management on 

Semiarid Urban Areas - Phase II. University of Arizona. Project Completion Report B-023-ARIZ.

Rochotte, M.L. 1997. Ohio Environmental Protection Agency. Personal Communication to Anhar

Karimjee, Office of Water, US Environmental Protection Agency, November 1997, Columbus, OH.

Roth, R. 1998. Wisconsin Department of Natural Resources. Personal communication with The

Cadmus Group, Inc. October 1998.

Rutledge, A.T. 1987. Effects of land use on groundwater quality in central Florida – preliminary

results. US Geological Survey Toxic Waste - Ground Water Contamination Program: US Geological

Survey Water Resources Investigations Report 86-4163. 49 p.

San Francisco Bay Region Water Quality Control Plan. No date.

Santa Clara Valley Water District. 1993. Santa Clara Valley Water District Well Standards. 

Supplement to “Standards for the Construction and Destruction of Wells and Other Deep Excavations

in Santa Clara County.” August 1993.

Scheuler, T., P. Kumble, and M. Heraty. 1992. “A Current Assessment of Urban Best Management

Practices: Techniques for Reducing Nonpoint Source Pollution in the Coastal Zone.” [Washington,

DC]: Metropolitan Washington Council of Governors. Prepared for the USEPA, Office of Wetlands,

Oceans and Watersheds.

Schueler, T. and D. Shepp. “Hydrocarbon Hotspots in the Urban Landscape.” Department of

Environmental Programs, Metropolitan Washington Council of Governments, Washington, DC

Schueler, T. 1999. Microbes and Urban Watersheds: Concentrations, Sources, and Pathways. 

Watershed Protection Techniques. 3(1): pp. 554 - 565.
September 30, 1999 93

Schiffer, D. 1989. “Effects of Three Highway Runoff Detention Methods on Water Quality of the

Surficial Aquifer System in Central Florida.” US Geological Survey: Water Resources Investigations

Report 88-4170. [Denver, CO.].

Schmidt, K. 1985. Results of Dry Well Monitoring Project for a Commercial Site in the Phoenix

Urban Area. [Phoenix, AZ]: Maricopa Association of Governments.

Schmidt, S. and D. Spencer. 1986. “The Magnitude of Improper Waste Discharges in an Urban

Storm Water System,” Journal Water Pollution Control Federation (Volume 58, No. 87), as cited in

Pitt, R., M. Lalor, R. Field, D. Adrian, and D. Barbe. 1993. Investigation of Inappropriate Pollutant

Entries Into Storm Drainage System: A User's Guide. [Washington, DC]: US Environmental Protection

Agency, Risk Reduction Engineering Laboratory, Office of Research and Development.

Seitz, A., M. La Sala, and J. R. Moreland. 1977. Effects of Drain Wells on the Ground-Water

Quality of the Western Snake Plain Aquifer, Idaho. Idaho: United States Department of the Interior,

US Geological Survey.

Shaw, B. and J. Berndt. 1990. An Assessment of the Impact of Stormwater Disposal Wells on

Groundwater Quality. Stevens Point, WI: University of Wisconsin.

Shiner, G.R. and E.R. German. 1983. Effects of Recharge from Drainage Wells on Quality of Water

in the Floridan Aquifer in the Orlando Area, Central Florida. US Geological Survey, Water Resources

Investigations Report 82-4094, 124 p.

Squillace, P., J. Zogorski, W. Wilber, and C. Price. 1996. “Preliminary Assessment of the

Occurrence and Possible Sources of MTBE in Ground Water in the United States, 1993-1994.” 

Environmental Science and Technology, Volume 30, Number 5.

Storm Water Infiltration Device (SWID) Destruction and Closure. Santa Clara Valley Water District.

Streaker, E., B. Wu, and M. Lanelli. 1997. Analysis of Urban Runoff Water Quality Monitoring Data

Collected from 1990 to 1996. Portland, OR: Woodward-Clyde Consultants. Prepared for The

Oregon Association of Clean Water Agencies.

Terada, C. 1999. Environmental Protection Agency. Ground Water Protection Unit, USEPA Region

10. Telephone Conversation with Robert Noecker, ICF Consulting. August 11, 1999.

U.S. Agency for Toxic Substances and Disease Registry. 1989. Health Assessment for McChord Air

Force Base. Tacoma Pierce County, Washington, USEPA Region 10. P1390-119454. January

1989.
September 30, 1999 94

U.S. Department of Transportation. 1996. Federal Highway Administration, Office of Environment

and Planning, Evaluation of Management of Highway Runoff Water Quality, FHWA-PD-96-032,

June 1996.

USEPA. 1983. Water Planning Division. Results of the Nationwide Urban Runoff Program - Volume

1, Final Report. [Washington, DC], USEPA P1384-185552.

USEPA. 1984. National Secondary Drinking Water Regulations. USEPA Publication No. 570/9-76-

000.

USEPA. 1987. Report to Congress: Class V Injection Wells. USEPA 570/9-87-006. Washington,

DC: US Environmental Protection Agency, Office of Water, September 1987.

USEPA. 1992. Storm Water Management for Industrial Activities, USEPA 832-R-92-006, Office of

Water, September 1992.

USEPA. 1993a. Health Advisories for Drinking Water Contaminants. Office of Water Health

Advisories. Lewis Publishers, Ann Arbor, Michigan.

USEPA. 1993b. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in

Coastal Waters, Office of Wetlands, Oceans, and Watersheds, January 1993.

USEPA. 1995a. National Primary Drinking Water Regulations Contaminant Specific Fact Sheets

Inorganic Chemicals - Technical Version. Washington, DC: Office of Water, Office of Ground Water

and Drinking Water. USEPA 811-95-002-T. http://www.epa.gov/OGWDW/dwh/t-ioc.html.

October 1995. 

USEPA. 1995b. Report to Congress - Storm Water Discharges Potentially Addressed by Phase II of

the National Pollutant Discharge Elimination System Storm Water Program. USEPA 833-K-94-002,

March 1995.

USEPA. 1996a. Drinking Water Regulations and Health Advisories. Office of Water. USEPA 822-

B-96-002.

USEPA. 1996b. Guidance on Storm Water Drainage Wells - Draft for Review, Office of Ground

Water & Drinking Water. September 1996.

USEPA. 1997. Superfund Web Site. Available at:

http://www.epa.gov/superfund/oerr/impm/products/rodsites and

http://www.epa.gov/superfund/oerr/impm/products/Cursites/cercinf.htm

USEPA. 1998a. National Primary Drinking Water Regulations. 40 CFR §141.32.
September 30, 1999 95

USEPA. 1998b. National Secondary Drinking Water Regulations. 40 CFR §143.

USEPA. 1998c. Storm Water Drainage Wells, Interim Final Guidance. Office of Ground Water and

Drinking Water, September 1998.

USEPA. 1999a. Health Effects Notebook for Hazardous Air Pollutants. Office of Air Quality and

Planning Standards. http://www.epa.gov/ttn/uatw/hapindex.html. April 1999.

USEPA. 1999b. Integrated Risk Information System (IRIS). Cincinnati, OH: Office of Research and

Development, National Center for Environmental Assessment.

http://www.epa.gov/ngispgm3/iris/index.html. March 1999.

USEPA. 1999c. National Primary Drinking Water Regulations Technical Fact Sheets. Washington,

DC: Office of Water, Office of Ground Water and Drinking Water. 

http://www.epa.gov/OGWDW/hfacts.html. April 1999.

USEPA. 1999d. USEPA Region 5 UIC Program Web Page. Office of Ground Water and Drinking

Water. http://www.epa.gov/r5water/uic.html. August 1999.

USEPA. 1999e. USEPA National Pollutant Discharge Elimination System, Storm Water Program

Web Page. Office of Water, Office of Wastewater Management. 

http://www.epa.gov/owm/sw/about/index.htm. September 1999.

Vandike, J.E. and K. Hass. 1987. “Use of Storm Water Drainage Wells in Missouri.” In:

Proceedings of the International Symposium on Class V Injection Well Technology. 160-177. 

Underground Injection Practices Council, Inc.

Washetnaw County Drain Commissioner. 1988. Huron River Pollution Abatement Project, Summary,

as cited in Pitt, R., M. Lalor, R. Field, D. Adrian, and D. Barbe. Investigation of Inappropriate

Pollutant Entries into Storm Drainage System: A User's Guide. [Washington, DC]: US Environmental

Protection Agency, Risk Reduction Engineering Laboratory, Office of Research and Development,

1993.

Watroba, D. 1999. Florida Department of Environmental Protection. Telephone conversation with

Stephanie Barrett, ICF Consulting. 

Wilde, F. 1994. “Geochemistry and Factors Affecting Ground Water Quality at Three Storm Water

Management Sites in Maryland.” US Geological Survey Report of Investigations Number 59,

[Washington, DC]: US Geological Survey.

Wilson, L.G. 1983. A Case Study of Dry Well Recharge. University of Arizona: The Water

Resources Research Center, Tucson, Arizona, September, 1983.
September 30, 1999 96

Wilson, L.G., M.D. Osborn, K.L. Olson, S.M. Maida, and L.T. Katz. 1989. The Ground-Water

Pollution Potential of Dry Wells in Pima County, Arizona. University of Arizona: The Water Resources

Research Center, Tucson, Arizona.

Wilson, L., R. Bassett, and R. Wallin. 1992. Depths of Storm-water Wells to Minimize GroundWater Pollution. University of Arizona: Department of Hydrology and Water Resources, 1992.

Woessner, W. and K. Wogsland. 1987. “Effects of Urban Storm Water Injection by Class V Wells

on a Potable Ground Water System.” In: Proceedings of the International Symposium on Class V

Injection Well Technology, 1987. Underground Injection Practices Council, Inc., pp. 137-159.

Woodward-Clyde Consultants. 1989. Santa Clara Valley Nonpoint Source Study, Volume II:

Control Measure Report, Final Draft Report.