Guidelines for Design of Small Public Ground Water Systems

Guidelines for Design of

Small Public Ground Water

Systems

Division of Drinking and Ground Waters

June 2023

Guidelines for Design of Small Public Ground Water Systems

June 2023

Page 2 of 77

Foreward

This publication has been prepared as a guide for professional engineers and water supply specialists engaged in

the design or development of small public water systems (non-community and communities serving less than

500 service connections) using only ground water, which is not required to treat for a primary contaminant with

a maximum contaminant level or a contaminant with a health advisory level (HAL). The objective here is to

ensure that new or substantially modified public water system facilities, such as those for small villages,

factories, mobile home parks, office buildings, restaurants, condominiums, schools, churches, hospitals,

campgrounds, resorts, gas stations, nursing homes, golf courses, and the like will be capable of producing an

adequate supply of potable water in compliance with applicable regulations.

The following table may be used as a guide for the applicability of design guidance:

Public Water System (PWS) Description (ground water only)

Guidelines for Design of

Small Public Water

Systems

Recommended

Standards for

Water Works

All Transient PWS

Nontransient PWS not required to treat for a primary contaminant or

a contaminant with a HAL per OAC 3745

Nontransient PWS required to treat for a primary contaminant or a

contaminant with a HAL per OAC 3745

Community < 500 not required to treat for a primary contaminant or a

contaminant with a HAL per OAC 3745

Community < 500 required to treat for a primary contaminant or a

contaminant with a HAL per OAC 3745

Community > 500 required to treat for a primary contaminant or a

contaminant with a HAL per OAC 3745

The purpose of this manual is to present the requirements and procedures necessary to develop an approved

water supply system where connection to an existing public water system cannot be made at reasonable cost.

This publication includes treatment design criteria for iron, manganese, and hardness removal, which are not

required as part of OAC 3745.

The design of water systems using surface water or ground water under the direct influence of surface water is

beyond the scope of this manual. Refer to the latest edition of “Recommended Standards for Water Works” for

design criteria.

The requirements, criteria, and procedures described in this publication represent current practices of the Ohio

Environmental Protection Agency (Ohio EPA). They are subject to change whenever in the judgment of the

Agency such a change will be more effective in fulfilling its responsibility under the law.

NOTE: For sewage, a similar publication entitled, “Sewage: Collection, Treatment & Disposal Where Public

Sewers Are Not Available” may be obtained from Ohio EPA's Division of Surface Water.

Guidelines for Design of Small Public Ground Water Systems 
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Table of Contents 
Foreward ...................................................................................................................................................................................... 2 
Table of Abbreviations ................................................................................................................................................................. 5 
Policy Statement on Infrastucture Security for Small Public Water Systems .............................................................................. 6 
Statement on Alternative Water Treament Processes ................................................................................................................ 6 
General .................................................................................................................................................................................... 6 
Chapter 1 - Definitions ................................................................................................................................................................. 7 
0  Public Water System (PWS) ........................................................................................................................................ 7 
1  Types of Public Water Systems .................................................................................................................................. 7 
Chapter 2 - Procedure for Establishing a Small Public Ground Water System ............................................................................ 8 
0  General ....................................................................................................................................................................... 8 
1  Plan Submittal Requirements ..................................................................................................................................... 8 
2  Connection to an Existing Approved System.............................................................................................................. 9 
3  Development of an Approved Ground Water System ............................................................................................... 9 
4  Develop an Approved Storage System Using Hauled Water .................................................................................... 10 
5  Plan Submittal and Information Required on Plans ................................................................................................. 10 
Chapter 3 - Source ..................................................................................................................................................................... 11 
0  General ..................................................................................................................................................................... 11 
1  Availability of Well Water......................................................................................................................................... 11 
2  Quality of Water ....................................................................................................................................................... 11 
3  Well Site Approval .................................................................................................................................................... 12 
4  Basis of Design .......................................................................................................................................................... 16 
5  New Well Construction ............................................................................................................................................ 22 
6  Casing Extensions ..................................................................................................................................................... 23 
7  Approval of Existing Wells as Public Water Supply Wells ........................................................................................ 25 
8  Pumping Tests .......................................................................................................................................................... 26 
9  Reporting .................................................................................................................................................................. 28 
10  Disinfection of Wells ................................................................................................................................................ 30 
11  Sealing of Wells That Are No Longer Used or Needed ............................................................................................. 31 
12  Standards ................................................................................................................................................................. 32 
Chapter 4 - Treatment ............................................................................................................................................................... 32 
0  General ..................................................................................................................................................................... 32 
1  Detail Plan Approval Exemptions ............................................................................................................................. 32 
2  Disinfection .............................................................................................................................................................. 32 
3  Iron and Manganese Removal .................................................................................................................................. 36 
4  Cation Ion Exchange Softening ................................................................................................................................. 46 
5  Additional Treatment Methods ................................................................................................................................ 47 
6  Corrosion Control ..................................................................................................................................................... 49 
7  Waste Disposal ......................................................................................................................................................... 49 
Chapter 5 - Storage .................................................................................................................................................................... 52 
0  General ..................................................................................................................................................................... 52 
1  Clearwell Storage ..................................................................................................................................................... 52 
2  Ground Level Storage ............................................................................................................................................... 52 
3  Elevated Storage ...................................................................................................................................................... 53 
4  Hydropneumatic Tanks ............................................................................................................................................ 54 
5  Constant Pressure Systems ...................................................................................................................................... 54 
Chapter 6 - Distribution ............................................................................................................................................................. 55 
0  Plan Submittal .......................................................................................................................................................... 55 

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6.1 Standards ................................................................................................................................................................. 55

6.2 Backflow Prevention and Cross-Connection Control ............................................................................................... 57

APPENDIX A - Example Well Site Map ....................................................................................................................................... 58

APPENDIX B - Suggested Water Usage Guide ........................................................................................................................... 60

APPENDIX C - Sample ODNR Well Log and Drilling Report ........................................................................................................ 63

APPENDIX D - Well Construction Worksheet for Existing Wells ................................................................................................ 65

APPENDIX E - 24-Hour Pumping Test Report ............................................................................................................................. 67

APPENDIX F - Sample ODNR Water Well Sealing Report ........................................................................................................... 73

APPENDIX G - Hauled Water System – Design Requirements ................................................................................................... 75

Figures

Figure 1 - Well Isolation Radius ................................................................................................................................................. 13

Figure 2 - Determining Storage Requirements .......................................................................................................................... 18

Figure 3 - How to Calculate Storage Requirements ................................................................................................................... 19

Figure 4 - Well Profile and Construction Form .......................................................................................................................... 24

Figure 5 - Disinfection ................................................................................................................................................................ 34

Figure 6 A & B - Disinfection with Cation Exchange Softening .................................................................................................. 35

Figure 7 - Iron Removal .............................................................................................................................................................. 37

Figure 8 - Iron and Manganese Removal (Revised) ................................................................................................................... 38

Figure 9 - Iron Removal and Ion Exchange Softening ................................................................................................................ 38

Figure 10 - Ion Exchange Softening............................................................................................................................................ 39

Tables

Table 1 - General Media Guidance ............................................................................................................................................ 42

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Table of Abbreviations

ANSI American National Standards Institute

ASME American Society of Mechanical Engineers

ASTM American Society of Testing and Materials

AWWA American Water Works Association

BMP Best Management Practices

CWS Community Water System

NPDES National Pollutant Discharge Elimination System

NSF National Sanitation Foundation

NTNC Nontransient Noncommunity Water System

OAC Ohio Administrative Code

ODNR Ohio Department of Natural Resources

ORC Ohio Revised Code

PE Professional Engineer

PTI Permit to Install

PUCO Public Utilities Commission of Ohio

PVC Polyvinyl Chloride

PWSID Public Water System Identification Number

TNC Transient Noncommunity Water System

WSC Water System Council

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Policy Statement on Infrastucture Security for Small Public Water

Systems

Recent events in the United States and abroad have made it clear that increased security for public water systems

is imperative. Review of public water system security infrastructure and practices has shown an industry-wide

vulnerability to intentional acts of vandalism, sabotage and terrorism. Protection from these types of threats

must be integrated into all design considerations. Security measures are needed to help ensure that public water

suppliers attain an effective level of security, no matter how small the water system. Design considerations need

to address physical infrastructure security and facilitate security related operational practices and management

controls. All public water supplies need to identify and address security needs in design and construction for

new projects and for retrofits of existing drinking water systems.

Appropriate design measures for small water systems include the following:

A. Controlling access and installing fences and locks for all drinking water treatment facilities and

vulnerable areas (e.g., wellheads, hydrants, manholes, pumphouses, storage tanks).

B. Installing locks on all entry gates and doors and installing alarms to indicate unauthorized entry. Do not

leave keys in equipment or vehicles at any time.

C. Installing adequate lighting around wells, pumphouses, treatment facilities and parking areas.

D. Locking monitoring wells, securing vents by moving them inside or providing vandal resistant screens

and fencing.

E. Cyber security should be considered for all remotely controlled equipment, ensuring software is up to

date when applicable.

Statement on Alternative Water Treament Processes

General

This revision to the “Guidelines for Design of Small Public Ground Water Systems,” also referred to as the

“Greenbook,” updates Ohio EPA’s increasing familiarity with newer filter media products. It is recognized the

list of media is not all-inclusive and is dynamic. Other processes are understood to exist that may be “emerging”

or “alternative” treatment processes at this time. Alternative water treatment processes involve technologies or

proprietary products not frequently seen in small public water system design. Although not covered in this

publication, Ohio EPA recognizes many of these treatment processes have been successfully used in other

settings and will evaluate these processes at public water systems on a case-by-case basis.

Ohio EPA is in the process of developing guidance that describes in more detail the testing requirements for

alternative water treatment processes. Testing requirements can vary from minor sample collection prior to

design (to validate raw water quality applicability), to a demonstration study, up to more thorough testing on a

pilot plant basis for a sufficient time to verify satisfactory performance.

Ground water treatment plants with loading rates higher than described in this manual may be acceptable on a

case-by-case basis. It will be necessary to demonstrate to Ohio EPA that the desired water quality can be

produced under varying raw water conditions and system flow demands.

Ohio EPA considers alternative ground water treatment processes to include, but not be limited to, the following:

membrane filtration, reverse osmosis, anion exchange, ozonation, ultraviolet light inactivation, carbon filtration

adsorption, activated alumina and iron-based media. Information on pilot plant study requirements is available

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on the Ohio EPA Division of Drinking and Ground Waters website. You can also contact Ohio EPA Central Office

or your District Office for more information.

Chapter 1 - Definitions

1.0 Public Water System (PWS)

A public water system as defined in Ohio Administrative Code (OAC) 3745-81-01, is a system that provides water

for human consumption through pipes or other constructed conveyances, if such systems have at least 15 service

connections or regularly serves an average of at least 25 people at least 60 days a year.; or is any water supply

system serving an agricultural migrant labor camp as defined in Section 3733.41 of the Ohio Revised Code.

1.1 Types of Public Water Systems

1.1.1 Community Water System (CWS):

A CWS has at least 15 service connections used by year-round residents or regularly serves at least

25 year-round residents.

Examples of a CWS may include, but are not limited to, cities, villages, nursing homes and mobile

home parks.

1.1.2 Nontransient Noncommunity Water System (NTNC):

A NTNC serves at least 25 of the same persons at least 6 months per year.

Examples of a NTNC may include, but are not limited to, schools, daycare centers, factories and

other places of employment.

1.1.3 Transient Noncommunity Water System (TNC):

A TNC serves an average of at least 25 persons per day for at least 60 days per year.

Examples of a TNC may include, but are not limited to, campgrounds, churches, restaurants and

rest areas.

1.1.4 Agricultural Migrant Labor Camp:

Any water supply system serving an agriculture migrant labor camp, as defined in Section 3733.41

of the ORC.

1.1.5 Exempt Water System:

To be exempt from Ohio EPA Drinking Water Regulations (ORC Section 6109.02) a system must

meet all of the following conditions:

1.1.5.1 Consist only of distribution and storage facilities and does not have any collection and

treatment facilities.

1.1.5.2 Obtain all of its water from, but is not owned or operated by, a public water system.

1.1.5.3 Does not sell water to any person as determined by the director.

1.1.5.4 Is not a carrier which conveys passengers in interstate commerce, e.g., airline, railroad,

bus line, boat line, etc.

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Chapter 2 - Procedure for Establishing a Small Public Ground Water

System

2.0 General

Connection to an existing approved public water system should be given primary consideration. A ground water

system may be developed if connection to an approved existing system is impractical. Alternatively, a hauled

water system may be considered, (see Section 2.4). The owner must be aware that hauled water systems are

more susceptible to interruption of supply and may be more susceptible to contamination.

2.1 Plan Submittal Requirements

2.1.1 According to OAC 3745-91-05 (A):

No person shall begin construction or installation of a public water system or make a substantial

change in a public water system, or operate a public water system, until plans have been approved

by the Director of Ohio EPA.

Upon receipt of a proper application, the Director shall consider the need for compliance with

requirements of the Safe Drinking Water Act, and generally accepted standards for the construction

and equipping of water systems and shall issue an order approving or disapproving such plans. In

granting an approval, the Director may stipulate conditions designed to ensure that the system will

be able to meet the requirements of ORC Chapter 6109 and rules adopted under it.

2.1.2 According to OAC Rule 3745-91-01(C):

“Substantial change” means any change that affects isolation, capacity, flows, water quality, source,

distribution or treatment.

Substantial change shall include, but not be limited to, the following:

1. For distribution systems: new waterlines; replacement waterlines that change in size,

alignment or material; new tanks; modification in storage; new booster stations; changes in

pump capacity and auxiliary power. Some waterline replacements are exempt from detail

plan approval in accordance with OAC 3745-91-02.

2. For water sources: any new source or alteration in source, including connection to another

source or distribution system; any alteration in collection facilities or equipment.

3. For treatment facilities: new treatment processes, including facilities, equipment or

chemicals; changes in chemical feed capacity, feeder type, application points or sequence;

modifications to or removal of treatment processes, equipment or chemicals.

Substantial change shall not include the following:

1. For distribution systems: waterline cleaning, re-lining, repairs or like-kind replacement;

service connections; and tank maintenance.

2. For water sources: like-kind pump replacement.

3. For treatment facilities: like-kind replacement of components, as defined in OAC 3745-91-

01. If there are questions regarding if the proposed replacement meets the design criteria

previously approved or if proposed treatment meets the definition of like-kind

replacement, contact the Ohio EPA district office.

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2.2 Connection to an Existing Approved System

2.2.1 Contact existing public water system(s) within an economical piping distance.

2.2.2 Determine what needs to be done to facilitate the connection to the existing system.

2.2.3 If a waterline needs to be extended to your property, plans for any new water line from the water

system to the master meter must be approved by Ohio EPA prior to construction, and the new water

lines must be owned by the existing water system before they are placed in service. A service

connection to a building or residence from the PWS owned waterline does not require a submission

of detail plans to Ohio EPA.

2.3 Development of an Approved Ground Water System

Where there is no existing public water system within economical piping distance, give consideration to the

development of a ground water system.

2.3.1 Contact the appropriate District Office of Ohio EPA’s Division of Drinking and Ground Waters to

request an evaluation of a proposed well site and to establish the requirements, design criteria and

responsibilities involved. (See the map at the end of this publication, which includes Ohio EPA

District addresses and telephone numbers.)

2.3.2 Submit a completed well site application to the District Office. The application can be found on the

Ohio EPA website.

2.3.3 Obtain a well site inspection and site approval from the director. The well site approval is valid for

two years.

2.3.4 Arrange with an Ohio EPA certified laboratory for analysis of the required parameters for new wells

after the well has been drilled and developed. A list of certified laboratories can be found on the Ohio

EPA website. Allow at least six weeks for analysis of samples. A list of required parameters

(Parameters Required for Complete Well Analysis) is included in OAC Rule 3745-9-09.

2.3.5 The well must be constructed and grouted in accordance with the construction and grouting

standards prescribed in OAC Chapter 3745-9. All wells must be grouted, including those drilled by the

cable tool method. Well construction standards can be found in Section 3.5, with requirements

specific to PVC casing noted in item 3.5.3-13. Be advised that the Ohio Department of Health Private

Water System Program maintains a registry of drilling contractors who operate in the state of Ohio.

2.3.6 Perform a pumping test (refer to Section 3.8) and collect the required samples at the conclusion.

2.3.7 Submit the pumping test and sample analyses, prior to plan approval, to the District Office for

evaluation and information regarding the treatment processes required for your proposed system

based on the sample analyses.

2.3.8 Have a professional engineer or a water supply specialist knowledgeable in design prepare plans for

the system, covering well construction, treatment, storage and distribution.

2.3.9 Submit detail plans. Construction of the treatment, storage and distribution system must not begin

until the formal approval letter is received from the director.

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2.4 Develop an Approved Storage System Using Hauled Water

Hauled water systems are not recommended for community public water systems. Consult the District Office to

determine whether or not the hauled water system will be exempt from Ohio EPA regulation (see Section 1.1.5).

If the hauled water system is not exempt, plans will be required (see Appendix G ). If the hauled water system

will be exempt, the required health department and plumbing permits must still be obtained.

2.5 Plan Submittal and Information Required on Plans

Detail plans are required for a proposed water system. These should be prepared by a professional engineer or a

water supply specialist knowledgeable in system design in accordance with OAC 3745-91-03. Plans should be

submitted at least 60 days prior to the desired approval date. These plans shall contain the following, where

applicable:

2.5.1 A site map (Appendix A), drawn to scale, showing existing and/or proposed:

2.5.1.1 Property lines, ownership of land, and land use of surrounding properties.

2.5.1.2 Outlines of buildings, including those relevant to the project which are located on adjacent

properties.

2.5.1.3 Water system location.

2.5.1.4 Sewerage system location.

2.5.1.5 Well site(s) with isolation radius (radii), and showing any potential sources of contamination

and areas owned or having sanitary protection through recorded easements.

2.5.1.6 Nearby streets, driveways, and enough boundary information to locate the project.

2.5.1.7 Any expected future expansion of the project.

2.5.1.8 North arrow to show orientation.

2.5.1.9 Elevations pertinent to the design.

2.5.1.10 Location of water mains, pump stations, raw water intakes, water plant, waste disposal

facilities, and other existing or proposed parts of this system.

2.5.1.11 Locations of potential contaminant sources within drinking water source protection area,

both the inner management zone and five year time of travel area.

2.5.2 Details showing conformance with standards and requirements for:

2.5.2.1 Source (Chapter 3)

2.5.2.2 Treatment (Chapter 4)

2.5.2.3 Storage (Chapter 5)

2.5.2.4 Distribution (Chapter 6)

2.5.3 The application for detail plans on the portal replaces the Water Supply Data Sheet. Following

submittal of plans, the submitter is emailed an invoice for the plan review fee. Additional

information is located on the Ohio EPA website under the Division of Drinking and Ground Waters

website, engineering and plan approval page.

2.5.4 Specifications, project summary sheets and supporting data (e.g., well log, pumping test, etc.)

2.5.5 Other letters as appropriate such as PUCO certificate of convenience and necessity, if applicable or

additional documentation required for obtaining Water Supply Revolving Loan Account (WSRLA)

funding.

2.5.6 A title page showing, at a minimum:

2.5.6.1 The owner’s name and address.

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2.5.6.2 The official name and address of the public water system.

2.5.6.3 The title of the project being submitted for review.

2.5.6.4 The public water system identification number (PWSID).

2.5.6.5 PE stamp (as required by ORC Section 4733.17 and OAC 3745-91-03).

2.5.6.6 Signature of water system owner approving the plans or a signed submittal letter from the owner

or the owner’s representative, requesting approval of the plans.

2.5.7 An asset management program (AMP) is required for new community and non-transient non-

community public water systems. The AMP must include the applicable requirements as defined in

OAC Chapter 3745-87. An AMP is also required for any existing system receiving State Revolving Loan

Funding or Drinking Water Emergency Loan Funding.

Chapter 3 - Source

3.0 General

This section overviews requirements for developing a groundwater supply source. The engineer or water system

specialist responsible for designing the groundwater system must demonstrate an adequate quantity of safe

drinking water will be available to consumers. Approval of a groundwater source will be contingent on the

quality and quantity of water supplied from the proposed well(s).

Metering of the water shall be provided for all community water systems and recommended for all

noncommunity water systems.

3.1 Availability of Well Water

The availability of an adequate well water supply is a major consideration in the selection of a well site.

Information on the availability of ground water can be obtained from the Ohio Department of Natural

Resources, Division of Soil and Water Resources, Ground Water Mapping and Technical Services Section (Tel:

614-265-6747).

3.2 Quality of Water

3.2.1 Microbiological Quality

Before any new, reconditioned or modified well is placed into potable service, the well must be

disinfected in accordance with Section 3.10. Total chlorine shall be tested and the results of the test

noted on the sample submission form. Total chlorine shall be undetectable prior to sampling for

microbiological samples. Two consecutive total coliform negative microbiological samples taken at

least 30 minutes apart shall be taken from the well. Analysis shall be performed by an Ohio EPA

certified laboratory. Ohio EPA certified laboratory list can be found on the Ohio EPA Division of

Environmental Services webpage. Additional monitoring may be required if the grouting of the well

is questionable.

If a well cannot achieve negative (safe) bacteriological samples, it may require treatment which is

beyond the scope of this manual. Contact your District Office for further guidance.

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3.2.2 Chemical and Radiological Quality

Every proposed ground water source must be examined for applicable chemical and radiological

characteristics by analysis of a representative sample in a laboratory certified by Ohio EPA. Note if

contaminants are detected, then re-sampling may be required to confirm the results.

The samples for laboratory analysis must be collected at the conclusion of the pumping test

procedures and prior to initiation of the recovery period. Ohio EPA can advise on whether the well

can be approved, and on methods and types of treatment required on the basis of the results of

required analyses (see OAC 3745-9-09 (C)). Wells, with sample results exceeding maximum

contaminant levels (MCL), may require treatment beyond the scope of this manual. Contact District

Office for further guidance.

3.2.3 Secondary Standards

The presence of contaminants above the secondary maximum contaminant level (SMCL) may require

treatment.

Treatment may be required for community and non-transient non-community water systems to

remove excessive levels of iron and manganese, which cause staining of laundry and plumbing

fixtures and which give the water a mineral taste (see Chapter 4). Abnormally high amounts of

chlorides, sulfates and total dissolved solids can also make water objectionable for drinking. High

levels of sodium are a concern when serving communities with sodium restricted diets. Community

PWSs having sources with elevated levels, above 20 mg/L, of sodium are strongly encouraged to

ensure the susceptible population is informed and educated.

3.3 Well Site Approval

3.3.1 Requirements

Sites for public water supply wells must be approved by Ohio EPA before the wells are drilled or

when an existing system is designated a public water system. Contact the District Office for more

information.

3.3.2 Submittals

Submit a completed well site application, available on the Ohio EPA website, to the District Office.

NOTE: Refer to Appendix B for suggested water usage guide. Alternative methods of obtaining water

usage such as fixture counts or historical flow and pressure data may be used in certain

circumstances as described in Section 3.4.

3.3.3 Site Visit

The District Office will review the well site application and contact you to arrange for a site visit. A

representative of the system, and the selected well driller, should be present during this visit. Several

items may be discussed in the field including, but not limited to:

1. Sanitary control of isolation zone surrounding the proposed well. (See Section 3.3.5).

2. Known or suspected water quality issues.

3. Detail plan preparations.

4. Source water protection.

5. Certified laboratories for analysis.

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The District Office will be available to answer questions the system representative may have

regarding the well site.

3.3.4 Site Evaluation

The owner will receive a letter from the director either approving or denying the site for the

proposed project. Additional requirements may be stipulated in the well site approval letter.

3.3.5 Isolation Standards and Well Siting Criteria

A proposed public water system well shall be located the maximum practical distance from potential

or known contamination. Unless local conditions dictate greater distances, approval of each well site

will be based on compliance with the following isolation radii and well siting criteria:

Estimated Average Daily

Water Usage (Q)

Minimum Isolation Radius from

Sources of Possible Contamination

0-2,500 gpd

2,501-10,000 gpd

10,001-50,000 gpd

Over 50,000 gpd

50 feet

(Square Root of Q) feet

(50 + Q/200) feet

300 feet

Well isolation radius will be determined in the Director’s well site approval letter and finalized in

the Director’s plan approval letter. The isolation radius can only be adjusted with an updated

Director’s plan approval letter.

Figure 1 - Well Isolation Radius

Use Figure 1 to calculate the required isolation radius. Normally, the required isolation distance

shall be rounded up to the nearest five feet.

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Potential sources of contamination shall not be constructed or placed within the sanitary isolation

radius of a public water system well.

Where geological factors warrant less isolation from sources of contamination, a qualified ground

water professional’s report to that effect, together with a statement of protective measures, may be

accepted.

Where fractured bedrock or extremely porous subsoil extends to or near the surface of the ground

or where poor drainage or other unfavorable conditions are encountered, greater isolation distance

or treatment as a surface water supply may be required.

The owner of the well shall own all of the land or obtain a sanitary easement or lease of the sanitary

isolation radius of the well. Land application of sludge or manure shall not be applied within

easements. The easement or lease must meet specifications set forth in OAC Rule 3745-9-04 and

shall be recorded with the County Recorder’s Office. Any proposed change in land use within the

isolation radius requires consultation with Ohio EPA. Additionally, if proposing to use fertilizers,

herbicides, or pesticides within an easement, please consult Ohio EPA to ensure the methods used

to apply and select chemicals adequately prevent contaminants from infiltrating the well; Ohio EPA

may require additional monitoring based upon circumstances.

The well shall be adequately protected from physical damage. The installation of barriers may be

required to protect the well from vehicular traffic or other inadvertent damage.

A public water system well shall be located at least:

1. Ten feet from the foundation of any building, except within a pumphouse.

2. Fifty feet from streams and lakes.

3. Three hundred feet from a human or animal waste management facility.

4. Three hundred feet from a land application area, stockpile, storage or staging area.

5. One hundred feet from a land application area field if the waste is injected or three hundred

feet if the waste is surface applied but in no case within the sanitary isolation radius of the

well.

6. Three hundred feet from a soil absorption system handling more than ten thousand gallons

per day.

7. One thousand feet from a landfill or monofill.

8. Five hundred feet from a construction and demolition debris facility.

9. Outside of a floodway unless prior approval is obtained from the director. Casing must

terminate at least 3 feet above the 100 year flood plain level. Wells located within wetlands

may require additional permits. Contact the Division of Surface Water for more information.

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A public water system well used by a community or nontransient noncommunity public water

system shall be located such that the following are not located within the proposed well's inner

management zone as determined by the system’s Source Water Assessment and Protection Plan

(SWAP):

1. Human or animal waste management facility, except a well that is used by the facility.

2. Soil absorption system handling more than ten thousand gallons per day in an area where

the Ohio EPA has determined the aquifer has a high susceptibility to contamination.

3. Land application stockpile, storage or staging area where the Ohio EPA has determined the

aquifer has a high susceptibility to contamination.

A public water system well shall be sited such that no landfill or monofill is located within the

proposed well's drinking water source protection area (5 year time-of-travel).

Other possible sources of contamination must be brought to the attention of the District

Representative and their potential effect on the proposed well evaluated by the District

Representative. Possible sources of contamination include, but not limited to:

1. Grossly contaminated (chemical or bacteriological) rivers, streams or drainage ditches.

Rivers, streams and ditches are not considered as possible sources of contamination.

2. Sewers that carry sanitary or chemical waste, or storm water or field drainage tiles.

3. Septic tanks, leaching wells or beds, privies, cesspools, surface or subsurface sand filters,

sewage force mains, or sewage treatment plants.

4. Livestock holding areas, barnyards or feed lots for which feed is brought in from another

source. Pasture land is not considered as a possible source of contamination.

5. Railroad right-of-ways in which spills may have occurred or defoliant agents may have been

applied.

6. Waste or product storage tanks (above or below ground), oil and gas production wells,

mining operations, landfills, disposal areas old or new, demolition fill areas, pipelines (gas

mains, oil mains, etc.), manufacturing facilities in the proximity of the proposed well field,

and abandoned wells which are not properly sealed.

3.3.6 Sanitary Sewers in Well Field Areas

The current Ohio EPA policy regarding sanitary sewers in a well field area is as follows:

3.3.6.1 Sanitary and combined sewers are not acceptable in well field areas; however, they may be

permitted under exceptional and unavoidable circumstances. Pressure sewers and manholes

shall not be permitted under any circumstances. In any case, sanitary and combined sewers

and associated manholes shall not be located closer than 50 feet or one-third of the isolation

radius, whichever is greater, approved for that well or specified by the Division of Drinking

and Ground Waters guidelines. Gravity sewer laterals should meet the 50 feet isolation

radius.

3.3.6.2 The Division of Drinking and Ground Waters may require quarterly or monthly bacterial and

nitrate/nitrite monitoring of each well when sanitary sewers are located within the isolation

radius.

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3.3.6.3 A best management practices (BMP) program shall be implemented for sanitary sewers or

combined sewers within well field areas. Provisions shall be made for periodically pressure

testing the sewer. The sewers shall be pressure tested at a frequency determined by the

District Office, at a minimum of every five years.

3.3.6.4 Where sewers are being installed, the sewer materials shall be appropriate pressure rated

pipe and shall be pressure tested to ensure water tightness.

3.4 Basis of Design

3.4.1 Requirements

The primary well system must be capable of providing an adequate supply of water during normal

and peak usage periods. In addition, standby or alternate sources may be required in case of

emergency, pump failure, etc., as described in Section 3.4.3.

Calculate the average daily, peak daily, and peak hourly demands using factors not less than those

shown below:

1. Average Daily Demand = The estimated average daily water demand shall be determined by

using either the table provided in Appendix B or at least one year of historical water use.

Average Daily Demand may be determined by less than a year of historical data,

incorporating a safety factor. Contact your District Office Engineering Section with regard to

determining the safety factor for your system.

2. Peak Daily Demand = Average Daily Demand x 2.0, unless a lower peak demand factor is

supported by at least three years of historical daily flow data using the highest peak day to

average day ratio for the period of record.

3. Peak Hourly Demand = Average Daily Demand x 10*

(* Other sizing or design methods, such as fixture counts, conforming to documented

engineering practice standards are also acceptable alternatives. A lower peak hourly demand

factor must be supported by at least one year of continuous flow and pressure data).

Note: The capacity of the design pump cannot exceed the pumping test rate. See Section 3.8

for pumping test information.

3.4.2 Procedure

3.4.2.1 Drill Well: After the well site approval letter has been received (Section 3.3), the proposed

well may be drilled. Only water system contractors holding a valid registration from the Ohio

Department of Health may drill a well or install a pitless adapter or pitless unit for a public

water system well.

3.4.2.2 Test Pump: The well shall be pump tested to determine its capacity and to obtain water

quality samples as required. Air pumping or bailing is generally not acceptable for this test.

Static and pumping water levels and recovery rates shall be measured and recorded. See

Section 3.8 for pumping test report requirements.

3.4.2.3 Alternative: If the well does not have sufficient capacity to meet the standards of 3.4.3,

outlined below, the owner shall contact the District Office for assistance.

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3.4.3 Standards

3.4.3.1 All new community water systems and noncommunity water systems with a consumption

exceeding 50,000 gpd or with a population of 500 or greater shall be capable of meeting peak

demand with the largest well out of service. Existing community water systems with only one

fully functional well will be required to have two or more wells sized in accordance with

Section 3.4.3.2 when the existing well fails or cannot substantially meet peak demand, or

when the system demand causes pressure in the distribution system to fall below 35 psi. An

acceptable alternative to a redundant well would be an emergency connection to another

public water system with adequate capacity to meet peak demand.

3.4.3.2 Well Field and Treatment Capacity: The capacity of the wells, well pumps and treatment

components in a hydropneumatic pressure system must be sufficient to produce water at a

rate that is ten times the average daily water demand (See Figure 2, point “A”) or approved

alternative peak hourly flow rates. Where the aquifer cannot support this withdrawal rate, a

storage tank with high service pumps may be used to meet this peak requirement, provided

that the wells, well pumps and treatment components are able to produce water at a rate that

is twice the average daily water demand. (See Figure 2, point “B”. At point “B”, one day’s

storage is required.) Please note that, at a minimum, the total well field capacity must meet

the peak daily demand (twice the average daily water demand).

In addition, the wells, well pumps and treatment components in a hydropneumatic pressure

system using over 50,000 gpd must be sufficient to produce water at a rate that is five times

the average daily water demand with the largest well or treatment unit out of service (See

Figure 2, point “C”). Where the reduced well field cannot support this withdrawal rate, a

storage tank with high service pumps may be used to meet this peak requirement, provided

that the reduced well field is able to produce water at rate that is at least equal to the average

daily water demand. (See Figure 2, point “D”. At point “D”, one day’s storage is required.)

Please note that, at a minimum, the reduced well field capacity must meet the average daily

water demand. If withdrawal is anticipated to be greater than 100,000 gallons per day, then

PWS should contact Ohio Department of Natural Resources on permitting requirements.

Figure 2 can be used to determine storage requirements. A sample problem is provided

following the graph (Figure 3). The example is solved by utilizing the graph and storage

equations. Alternative methods for estimating storage requirements may be submitted for

consideration.

Water usage values are provided in Appendix B as an aid to calculate average daily water

demand.

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Figure 2 - Determining Storage Requirements

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Figure 3 - How to Calculate Storage Requirements

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NURSING HOME

Well #1 =

175 gpm

455 patients @ 150 gpd*

68,250 gpd

Well #2 =

50 gpm

15 resident employees @ 100 gpd

1,500 gpd

Well #3 =

50 gpm

45 non-resident employees @ 50 gpd*

2,250 gpd

Well #4 =

25 gpm

72,000 gpd

(50 gpm)

Total =

300 gpm

Ratio #1

Total Well field Capacity

300 gpm

Average Daily Demand

50 gpm

Ratio #2

Well field Capacity with Largest Well Out-of-Service

125 gpm

2.5

Average Daily Demand

50 gpm

From the Graph:

Required Storage (gallons)

= 0.62

Average Daily Demand (gallons)

Therefore:

Required Storage = 0.62 x Average Daily Demand = 0.62 x 72,000 gallons = 44,640 gallons

*values obtained from water usage table in B

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Example (solve by using the equations)

NURSING HOME

Well #1

175

gpm

252,000

gpd

455 patients @ 150 gpd*

68,250

gpd

Well #2

gpm

72,000

gpd

15 resident employees @ 100 gpd*

1,500

gpd

Well #3

gpm

72,000

gpd

45 non-resident employees @ 50 gpd*

2,250

gpd

Well #4

gpm

36,000

gpd

Total

72,000

gpd

Total

300

gpm

432,000

gpd

Total

125

gpm

180,000

gpd

(without largest well)

Total Well field and Treatment Capacity

(Equation #1)

Storage Requirement

5/4 x ADD – 1/8 x capacity

(5/4) (72,000) – (1/8)(432,000)

90,000 – 54,000

36,000 gallons

Well field Capacity with Largest Well Out-of-Service

(Equation #2)

Storage Requirement

5/4 x ADD – 1/4 x capacity

(5/4) (72,000) – (1/4)(180,000)

90,000 – 45,000

45,000 gallons

Conclusion: Storage Requirement = 45,000 gallons

*values obtained from water usage table in B

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3.5 New Well Construction

3.5.1 Requirements

Well construction shall be such as to prevent contamination of the water and of the water-bearing

formation by either surface or subsurface sources (OAC Rule 3745-9-05).

3.5.2 Procedure

Wells shall be drilled, constructed, grouted and developed in accordance with Ohio EPA’s Water Well

Standards (OAC Rule 3745-9).

3.5.3 Standards

The most recent edition of Ohio EPA’s Water Well Standards (OAC Chapter 3745-9) applies to all well

construction and should be consulted for specific information. General criteria, applicable to all

wells, are as follows:

1. Minimum casing diameter is 5 inches.

2. Well casing height above finished grade shall be at least 12 inches and at least 12 inches above

the well house floor or concrete apron surface.

3. Solid, watertight casing shall extend at least 25 feet below ground surface.

4. Minimum grout depth shall be 25 feet below ground surface (OAC Rules 3745-9-06 & 07).

5. A well cap shall be provided. Electrical conduit connections on the well cap shall be threaded or

sealed to prevent the entrance of insects and water. Well cap shall conform to ‘Water System

Council Pitless Adaptor Standard PAS-97’ or with an alternative standard acceptable to the

director. In circumstances where an alternative well cap is required based upon the well

construction or geologic setting, the alternative well cap must be approved by the director prior

to installation.

6. The well shall be provided with a downturned screened vent. Well vents that are integral with

the well cap are acceptable so long as they are screened and face downward. When vertical

turbine pumps are used, access for water level measurements must be provided.

7. Pitless adaptors or pitless units shall be lead free and conform to “Water Systems Council Pitless

Adaptor Standard PAS-97” or with an alternative standard acceptable to the director.

8. Well screen shall be installed where the geological formations are unconsolidated or

incompetent.

9. A check valve or foot valve should be provided within the drop pipe.

10. A submersible well pump shall neither have a mercury seal, nor shall any other components of

the well construction contain mercury.

11. Each well shall be provided with a smooth nose (no threads on spigot) sample tap for collecting

raw water samples. The sample tap can be located in a valve pit or other location which is

accessible and protected from freezing. Commercial sampling hydrants may be considered.

The sample tap shall be located prior to any pressure tanks or treatment units and shall allow

for collection of a representative ground water sample from each well.

12. Each well is to be provided with a means to isolate it, sample it and pump it to waste while

keeping all remaining wells in service. Yard hydrants at the wellhead may be suitable for

sampling and pumping to waste. Sanitary yard hydrants, if used, must conform to OAC Rule

3745-95-09.

13. Well casing shall conform to the following:

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Steel [See OAC Rule 3745-9-05]

Minimum thickness

Pipe specification

Joint specifications

PVC [See OAC 3745-9-05]

Minimum SDR

Pipe specification

Joint specifications

The use of PVC casing is generally not approved for wells near underground fuel storage,

known soil contamination or other sources of chemicals that can degrade and permeate PVC.

14. The water service pipe installed below ground, between the well and the treatment plant, shall

be maintained under system pressure at all times. A check valve or backflow prevention

assembly shall not be installed between the pitless device and the pressure tank.

15. The water service pipe installed below ground, between the well and the treatment plant or

distribution system, shall be sufficiently buried to prevent it from freezing (typically 4 feet).

16. The water service pipe installed below ground, between the well and the treatment plant or

distribution system, shall be certified for potable water use by either the National Sanitation

Foundation (NSF) or American Water Works Association (AWWA).

17. The “Well Profile and Construction Form” (Figure 4) is an illustration of well terminal

development and includes most specifications needed for plan approval. This form should only

be used for single cased wells with submersible pumps and pitless adaptors. Other well

configurations (gravel packing, vertical turbine pumps, etc.) shall have a plan submitted

showing the actual construction of the well.

3.6 Casing Extensions

If an extension to an existing well casing is needed to meet the required height above finished grade, a

below grade bolted steel coupling may be used. Such couplings may be used to join similar or dissimilar

materials or sizes. Bolted steel couplings used for this purpose must conform to the following criteria:

1. Conform to ANSI/AWWA Standard C219 Bolted, Sleeve-Type Couplings for Plain-End Pipe", catalog

number 43219.

2. Have a collar with the same or better strength and rigidity of the well casings being joined together.

3. Be composed of a cast steel unit joined by a minimum of four stainless steel bolts spaced uniformly

around the circumference of the coupling.

4. Provide for the well casing to extend at least 2.5 inches into the throat of the coupling. Ensure that the

coupling is centered over the joint.

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5. A connection to a well casing that is made above ground shall be installed through the following

methods:

a. Threaded connection.

b. Welded connection.

c. Bolted flanges with rubber gaskets at twelve inches or greater above ground surface.

d. Extension of the casing at least 0.5 inch into the base of a pump mounted on and sealed to a

concrete pedestal.

Figure 4 - Well Profile and Construction Form

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3.7 Approval of Existing Wells as Public Water Supply Wells

3.7.1 Requirements

Existing private wells, unapproved wells or non-potable wells, to be converted into public water

supply wells shall meet the same requirements and standards as a new well. In addition, assurance is

required that the well has been properly constructed and that the well is in satisfactory condition.

3.7.2 Detail Plan Approval Exemptions

Water systems newly discovered or re-opened after temporarily closing and meeting the definition of

a public water system in OAC Rule 3745-81-01, are exempted from obtaining plan approval for wells if

all of the following conditions are met:

1. A complete well analysis (including total coliforms count and possibly nitrate) is submitted and

demonstrates acceptable water quality, or a variance is granted in accordance with OAC Rule

3745-9-02, except in the following two circumstances:

1.1. Community or nontransient noncommunity public water systems that have been closed for

less than three years;

1.2. Transient noncommunity public water systems that have been closed for less than five

years.

2. A well meeting minimum casing depth or casing height standards, contained in OAC Chapter

3745-9 as documented by the Director,.

3. All well siting requirements are met in accordance with OAC Rule 3745-9-04..

3.7.3 Procedure

Follow the same procedure as for new well approval. In addition, a water system contractor holding a

valid registration from the Ohio Department of Health shall inspect the well for acceptability

regarding:

1. Casing condition.

2. Total cased depth.

3. Total well depth.

4. Length and depth of the well screen(s).

5. Upper terminal development including the pitless installation device, grouting, venting, water

tight well cap and freeze protection for the discharge line. In addition, a well log and/or a well

construction work sheet (see Appendix C and Appendix D) must be completed and submitted.

3.7.4 Standards

1. Corrosion: The casing shall be free of excessive corrosion.

2. Casing Depth: The cased depth shall be at least 25 feet unless otherwise approved.

3. Pitless Installation Device: The pitless installation device shall conform to National Sanitation

Foundation or Water System Council Standards and be free of defects which could lead to

leakage.

4. Freeze Protection: The pitless installation device and discharge line shall be installed at sufficient

depth (normally about 4 feet) below ground surface to avoid freezing.

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3.8 Pumping Tests

A pumping test is required to determine the amount of water that can be safely withdrawn from the well for an

indefinite period of time. The pumping test shall be used to determine the specific capacity of the well at the

anticipated permanent design pumping rate for all high use wells intended to serve as a source to a community

public water system. There are three variations of the pumping test based upon whether the well is classified as

low, medium or high use as explained in the table below.

Classification

Estimated Average Daily Demand of the Well (gallons per day)

Low use

0 - 10,000

Medium use

10,001 - 100,000

High use

greater than 100,000

3.8.1 Pumping Test Rates

Acceptable pumping tests for low, medium or high use classification are as follows:

1. For low or medium use wells, the pumping test shall be conducted at a constant rate for a period

of at least normal operation either at the peak hourly demand, or at least 1.5 times the anticipated

permanent design pumping rate whichever is greater. If the well cannot sustain peak hourly

demand, the pumping test shall be conducted at a minimum of 1.5 times the anticipated design

pumping rate.For a community water system well, the duration of the constant rate pumping test

shall be no less than twenty-four hours.

2. For all high use wells, a step-drawdown test shall be conducted, followed by a constant rate

pumping test.

a. The step-drawdown test shall be used to obtain sufficient hydrogeologic information to

design an appropriate constant rate pumping test for the well. The step draw-down test

shall, at a minimum conform to the following:

i. Consist of three or more steps of progressively increasing pumping rates.

ii. One step shall be performed at the anticipated permanent design pumping rate.

iii. Each step shall be of approximately equal duration.

iv. Each step shall be performed at a constant pumping rate for no less than forty-

five minutes.

b. The constant rate pumping test shall be conducted for at least twenty-four hours at a

pumping rate of at least 1.5 times the anticipated permanent design pumping rate. The

constant rate pumping test shall not commence until the water level has recovered to at

least ninety percent of the drawdown caused by the step-drawdown test or twenty-four

hours after the completion of the step-drawdown test, whichever comes first. For high

use wells, all pumping tests shall include water level measurements from observation or

surrounding wells.

3.8.2 Reduced Rate Pumping Test

For low, medium or high use wells, the constant rate pumping test may be conducted at a lower

pumping rate if it is believed pumping the well at 1.5 times the anticipated permanent pump design

rate will be excessive, will not be possible, or will have adverse effects on the long-term performance

of the well or aquifer. The test may be conducted at a lower pumping rate if the following criteria are

met:

1. The constant rate pumping test is conducted at no less than 1.2 times the pump design rate.

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2. A demonstration is provided that supports the reasoning for a lower pumping rate that even

under adverse conditions, including but not limited to severe drought, the well will likely be able

to supply water at the anticipated permanent design pumping rate over the anticipated functional

life of the well.

Regardless of well classification, the capacity of the design pump may not exceed the pumping test

rate. The capacity of the permanent pump must be equal to or less than the constant pumping test

rate.

NOTE: It is recommended that a person with demonstrated competency perform the respective

pumping test or aquifer test.

3.8.3 Sampling

Samples shall be collected and analyzed from a public water system well for contaminants at the

conclusion of the constant rate pumping test, and prior to initiation of the recovery period. The list of

contaminants may contain inorganics, radiologicals, synthetic organic chemicals (SOCs), volatile

organic compounds (VOCs), Per- and polyfluoroalkyl Substances (PFAS), and bacteria. The

contaminants required for each type of public water system are listed in the Appendices of OAC Rule

3745-9-09.

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3.9 Reporting

The following records are to be included with detailed plan submission:

3.9.1 Well Logs

A well log is to be recorded with the Ohio Department of Natural Resources (ODNR) by the driller at

the time the well is drilled. A copy of a properly filed ODNR well log must be submitted to Ohio EPA

as part of the detail plans for a new well.

Copies of existing well logs may be obtained from the Water Wells Database provided by ODNR.

Contact ODNR, Division of Geological Survey, by e-mail at geo.survey@dnr.ohio.gov or by phone at

(614) 265-6576 with questions concerning the water well database.

3.9.2 Pumping Test Report

A report shall be submitted which includes the pumping tests with their results, interpretations, and

conclusions. For all wells, the pumping test report shall include items in 1-8 at minimum:

1. Date and times of starting through ending pumping test.

2. Pumping rate and depth at which the pump used for the test was set.

3. A data table for each well used to observe the drawdown and recovery water level

measurements, showing the time after the pump test started and the corresponding water level

measurements to the nearest 0.1 foot.

Water level measurements shall be at these time intervals:

Time after Pumping Test Started

(minute)

Time Interval Between

Measurements (minute)

0-15

16-60

61-120

121-180

181-300

Greater than 300

4. Specific capacity of the well at the tested pumping rates.

5. For high use wells only, the specific capacity of the well at the anticipated permanent design

pumping rate after drawdown has stabilized.

6. Anticipated permanent pump setting depth (in feet below ground).

7. Height above ground (in feet) of the water level measurement reference point.

8. Water level measurements must be taken immediately after termination of the constant rate

pumping test at time intervals of five minutes for the first hour and every thirty minutes

thereafter until the water level has recovered to at least ninety percent of the drawdown caused

by the pumping test.

1. In addition to the requirements 1 through 8 listed above, a high use water system well

pumping test report shall also include:

a) A map showing the location of the pumping wells and the location of other

wells used to observe drawdown. The map shall, at a minimum, include the

names of the wells as used in the report and the distance between the pumping

well and other wells used to observe drawdown.

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b) Graphs plotted on semi-logarithmic graph paper showing the drawdown

measurements on the arithmetic scale and time on the logarithmic scale.

Graphs must be submitted for the pumping well and any other wells used to

observe drawdown and recovery during the pumping test.

c) Graphs plotted on semi-logarithmic graph paper showing the recovery

measurements on the arithmetic scale and time on the logarithmic scale.

Graphs must be submitted for the pumping well and any other wells used to

observe drawdown and recovery during the pumping test.

d) Arithmetic graphs showing all water-level data collected during the pumping

test and recovery period from the pumping well and all observation wells.

9. If the high use well is part of a multiple-well system the report shall also include documentation

demonstrating:

1. The well can supply water at the anticipated permanent design pumping rate while at

minimum maintaining the operational capacity of the well field and without degrading

the water quality of any well in the well field.

2. Analyses of the effects of interference drawdown from other wells owned by the PWS, as

well as other high capacity wells not owned by the PWS. Operational practices and the

potential to cause degradation of water quality at the well field should also be considered

when establishing a permanent design pumping rate for a new PWS well.

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3.10 Disinfection of Wells

3.10.1 Requirements

All wells shall be properly disinfected by chlorination before being placed into service. OAC Rule

3745-9-08 specifies well disinfection procedures and should be consulted; however, a summary is

provided below.

3.10.2 Procedure

1. Disinfectant shall be slowly poured into the well by wetting the inside casing circumference,

drop pipe and electrical cable.

2. Disinfectant concentration in the water column shall be initially at least one hundred

milligrams per liter chlorine. AWWA specification, C654-13, can be consulted to determine the

necessary amount of sodium or calcium hypochlorite needed. If using unscented bleach, the

following formula can be used:

(R)2(D)(0.000272) = gallons of bleach containing 6% sodium hypochlorite

R = radius of the well in inches

D = depth of water in the well in feet

3. Water in the well shall be agitated or surged to ensure even dispersal of the disinfectant

throughout the entire water column. Recirculating water back into the well casing from an

outside spigot may distribute chlorine throughout the water column if the well pump is located

at the bottom of the well.

4. Cap the well and allow it to stand at least eight hours.

5. After disinfection, a well shall not supply water for human consumption until it has been found

to be microbiologically safe. Total coliform samples shall be collected at least eight hours after

disinfection and after all residual chlorine is completely flushed from the well. Total chlorine

shall be tested and the results of the test noted on the sample submission form. Total chlorine

shall be undetectable before total coliform sampling for microbiological samples. Two

consecutive total coliform samples, at least thirty minutes apart, must be total coliform negative

before the well can supply water for human consumption. It is preferred the samples be

collected twenty-four hours apart. An Ohio EPA certified laboratory must be used for bacterial

analysis.

6. If any of the bacterial samples taken from the well in step 5 are reported as total coliform-

positive (unsafe), repeat step 1 through step 5.

7. If the water is reported as total coliform positive (unsafe) after repeating the procedure two

times, contact the District Office.

EXAMPLE

6 inch diameter well

40 feet of water in the well

(3)

(40)(0.000272) = 0.097 gallons (approximately 0.1 gallons, or 1.5 cups)

Therefore: 0.1 gallons (1.5 cups) of bleach containing 6% sodium hypochlorite will

establish a chlorine residual of 100 mg/L in a 6-inch well that has 40 feet of water.

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NOTE: When calcium hypochlorite is used for disinfection, the tablets or granules shall be completely

dissolved in water prior to placement into the well.

Sodium hypochlorite solution with fragrance additives shall not be used for disinfection.

3.11 Sealing of Wells That Are No Longer Used or Needed

3.11.1 Requirements

A well or dry hole whose use has been permanently discontinued, shall be properly sealed. A test

hole that is not converted into a well upon completion of testing shall also be properly sealed.

Sealing shall be in accordance with OAC Rules 3745-9-10 and 3745¬-9-07 and “The State of Ohio

Regulations and Technical Guidance for Sealing Unused Water Wells and Boreholes.”

3.11.2 Procedure

Engage a qualified ground water professional, engineer or Ohio Department of Health registered

well driller familiar with proper sealing procedures to perform or supervise abandonment of the

well. The sealing procedure from OAC Rule 3745-9-10 for a non-artesian well that is constructed

through a single aquifer is summarized below:

1. All obstructions shall be removed, including the pump and related equipment, drop pipe,

pitless adapter, suction line, trash or other debris.

2. The casing shall be removed, ripped or perforated. Casing shall be removed if the annular

seal is inadequate or water is flowing from around the outside of the casing. If none of these

conditions are present the casing may be left intact or in-place with prior approval of the

District Office.

3. If microbiological growth is present, the well shall be disinfected with sodium hypochlorite

or calcium hypochlorite to achieve at least 50 mg/L total chlorine in the water column.

4. The well can be either entirely filled with bentonite or it can be filled with clean and

disinfected sand or gravel in the bottom followed by a bentonite cap. If sand or gravel is to

be used then it may be placed no higher than the top of the aquifer or 25 feet below the

ground surface, whichever is lower.

Coarse grade bentonite can be used to seal wells that are larger than 4 inches in diameter

and less than 200 feet deep. Pelletized bentonite can be used to seal wells that are larger than

4 inches in diameter and less than 100 feet deep. Wells that are either more than 200 feet

deep or less than 4 inches in diameter will require special bentonite placement and the

District Office should be consulted.

If the casing is to be removed, the sealing material and grout shall be placed concurrently

with casing removal.

5. After the sealing material and grout have been placed into the well, the grout shall cure a

minimum of twelve hours to assess whether any settling of the sealing material has

occurred. If settling has occurred, additional grout shall be placed into the well.

6. Casing shall be removed to a depth of at least 3 feet below ground surface. The remaining

hole should be filled with clean clay.

7. Obtain, complete and submit a uniquely numbered well sealing report to the Ohio

Department of Natural Resources, Division of Soil and Water Resources. Also, submit a copy

to the Ohio EPA District Office. A sample well sealing report is included in Appendix F.

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3.12 Standards

Well sealing needs to be done in such a way that there can be no vertical movement of water either within the

well borehole or in the annular space around the well casing.

Chapter 4 - Treatment

4.0 General

This section discusses disinfection, iron and manganese removal, and ion exchange softening. Any proposed

treatment must conform to the guidelines of this publication.

Upon evaluation of chemical, microbiological and radiological test results, the District Office shall determine the

need for additional treatment.

A separate room or building should be used for water treatment chemicals and equipment and should be

accessible only to authorized personnel.

All chemicals, substances and materials added to or brought in contact with water or intended to be used in a

public water system or used for the purpose of treating, conditioning, altering or modifying the characteristics of

such water shall conform with the ANSI/NSF standards 60 and 61.

4.1 Detail Plan Approval Exemptions

Ground water noncommunity public water systems serving less than 250 persons are exempt from obtaining

prior plan approval for the installation of cation exchange softeners and cartridge filters if all of the following

conditions are met:

4.1.1 The public water system submits the following information, in accordance with OAC Rule 3745-91-02

(G):

1. The equipment is certified to meet ANSI/NSF/CAN standards stated in OAC Rule 3745-83-01(D).

2. For cation exchange softeners, the number and size of units, the system well capacities, the

loading rate, the blending information and the method of brine disposal.

3. For cartridge filters, the number of units, the system well capacities, the manufacturer and

model number, whether the units are cleanable or disposable, and the manufacturer's capacity

recommendation.

4. The PWS does not have a raw water nitrate result greater than 5 mg/L or an inorganic result of

greater than 80% of the MCL for applicable contaminants as defined in OAC Chapter 3745-81.

4.2 Disinfection

4.2.1 Requirements

All community public water systems and major noncommunity water systems (those serving 1,000 or

more persons for any 60 days out of the year) must provide disinfection. Noncommunity public water

systems (with storage or large or complex distribution systems), not required to provide disinfection,

should consider the installation of a chlorination system. Gaseous chlorination should not be

considered for small water systems and is not covered by this manual.

A public water system may be encouraged to install a chlorination system if its distribution system is

determined to be the source of a persistent total coliform-positive issue. When a chlorination system

is primarily used to eradicate total coliform bacteria in the distribution system, the public water

system may not be required to provide detention time. A chlorine residual will have to be measured

daily from the distribution system to ensure the chlorine concentration is maintained at a level to

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adequately remove total coliform bacteria. Chlorination systems primarily used for the removal of

total coliform bacteria are usually installed for temporary use.

4.2.2 Design Procedure for Hypochlorite Feed System

1. Equipment: A hypochlorinator feed system consisting of a solution tank and a small diaphragm

pump with a four-way valve placed on the discharge side of the pump or a peristaltic type pump

is used to inject a chlorine solution into the water. Injection ports should be 45 degrees from the

bottom of the pipe and protrude 1/3 of the pipe diameter into the pipe. The pump must be

selected to normally operate in the middle third of its range.

Feed Pump

Well pump

Required

x 1440

Solution

Output

Output Rate

Dosage

Strength

(GPD)

(gpm)

(ppm)

Tanks and appurtenances must be durable, corrosion-resistant material, protected against

freezing and readily cleanable. The tanks must be provided with a cover and a means to measure

the daily usage in the tank.

Redundancy of chlorination system components shall be provided for community and major

noncommunity water systems, any system installing chlorination for ground water rule

compliance, or for systems as required by the Director. Redundancy may include additional

inline pumps, spare pump(s) in storage and/or additional pump components. Contact the

District Office for more information.

2. Chlorine Solution: Chlorine solution can be prepared by one of the following methods:

a) Mix one gallon of sodium hypochlorite (5-1/4% chlorine) with 4 gallons of water in the

solution tank. This will provide a solution of approximately 1% active chlorine (10,000

ppm). Three pints of commercial 15% sodium hypochlorite can be substituted for the

gallon of sodium hypochlorite.

b) Dissolve one-half pound of dry calcium hypochlorite into 4-1/2 gallons of water using

the solution tank. This will provide a solution of approximately 1% active chlorine.

3. Installation: Install hypochlorinator pumps to operate when the well pump operates.

Alternatively, a flow-paced feed system may be required depending upon the system design.

The injection point should be after any softener (if provided) and before the pressure and

detention tanks. If the chlorinator is placed before the softener, compatibility between the

softener resin and chlorine must be confirmed. Ideally, the chlorine concentration upstream of

the softening system should be less than 1 mg/L.

Figures 5 and 6 illustrate typical chlorination installations.

4.2.3 Standards

1. Detention time: The detention tank must be sized and designed to permit a full 30 minutes for

disinfection contact time. Chlorine contact time provided for iron oxidation may be credited

toward the 30 minute minimum chlorine disinfection contact time. This shall be maintained

prior to distribution. The chlorine contact tank should be baffled to minimize short circuiting,

preferably with a large length to width ratio (i.e., 30:1).

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An alternative to providing 30 minutes of disinfection contact time is to provide a minimum 4.0

log inactivation of viruses. Contact your District Representative for guidance.

A pressure tank that is connected to the main line by a single pipe is considered as floating on the

system. This arrangement cannot be considered as providing chlorine contact time. Separate

inlet and outlet pipes may be used to achieve contact volume.

2. Chlorine Content: During the detention period, a minimum free chlorine residual of 0.5 mg/L

should be maintained.

In the distribution system a minimum free chlorine residual of 0.2 mg/L or a minimum combined

chlorine residual of 1.0 mg/L shall be maintained.

The feed rate (pump setting) necessary to obtain the desired residual can be determined by

experimentation using a digital DPD (N, N-Diethyl-p-Phenylene Diamine) chlorine test kit. The

test kit must provide an electronic measurement of the color development and have a digital

display of the result. The DPD test kit must have a method detection limit of 0.1 mg/L.

CAUTION: Hypochlorites are strong oxidants. Avoid storing oil or other combustible materials in the

chlorination area.

Figure 5 - Disinfection

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Figure 6 A & B - Disinfection with Cation Exchange Softening

Notes:

1. The piping between the well and the treatment system (typically a buried pipe) shall be

maintained under system pressure at all times (OAC Rule 3745-9-05). A check valve or

backflow preventer shall not be installed between a pitless adapter or pitless unit and the

pressure tank.

2. The location of the pressure tank has to be considered. Installing it as the first component will

provide for attenuation of potential water hammer produced by the well pump. Installing it at

an intermediate location or as the last component will provide a defined flow rate, as

generated by the well pump, for all the treatment or chemical feed equipment located before

it.

3. Chemicals can be injected into the water system by using a simple flow switch (Figure 6. A) or a

flow paced system (Figure 6. B). The flow switch uses preset thresholds to control when the

dosing pump will operate; a fixed amount of chemical will be injected into the water system

when using a flow switch to control the dosing pump. When using a flow paced system,

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typically signals from a flow meter will alert the dosing pump to increase or decrease the

amount of chemical injected into the water system.

4.3 Iron and Manganese Removal

4.3.1 Treatment Requirements

1. New community water systems shall provide treatment for removal of:

a) Iron to meet the secondary maximum contaminant level (SMCL) of 0.3 mg/L as set forth

in OAC Rule 3745-82-02 when the level of iron in water entering the water plant exceeds

the SMCL.

b) Manganese to meet the SMCL of 0.05 mg/L as set forth in OAC Rule 3745-82-02 when the

level of manganese in water entering the water plant exceeds the SMCL.

2. Existing community water systems that make a substantial change in source or treatment shall

provide treatment for:

a) Iron, if the level of iron at the entry point to the distribution system exceeds the SMCL

set forth in OAC Rule 3745¬-82-02.

b) Manganese, if the level of manganese at the entry point to the distribution system

exceeds the SMCL set forth in OAC Rule 3745-82-02.

3. New nontransient noncommunity water systems shall provide treatment for removal of

manganese to meet the secondary maximum contaminant level at the entry point to the

distribution system, if the level of manganese in the water entering the water plant exceeds 0.24

mg/L set forth in OAC rule 3745-82-02.

4. Existing nontransient noncommunity water systems that make a substantial change in source or

treatment shall provide treatment for removal of manganese to meet the secondary maximum

contaminant level set forth in OAC rule 3745-82-02 at the entry point to the distribution system

should it exceed 0.24 mg/L at the entry point to the distribution system.

4.3.2 Finished Water Standards

Where removal treatment is required or provided, the finished water shall conform to the following:

1. The iron content shall be less than 0.3 mg/L.

2. The manganese content shall be less than 0.05 mg/L.

4.3.3 Treatment Methods

Remove iron and manganese by one of the following methods, as applicable. The flow diagrams in

Figures 7 to 10 show typical iron and manganese removal installations. For all oxidation/filtration

methods, the rate of reaction is pH-dependent.

1. Aeration/Pressure Sand Filtration: Aeration followed by filtration is an acceptable means for

iron removal only. Aeration provides precipitation of dissolved iron through oxidation by the

oxygen in the air. Public water systems required to provide iron removal to meet the SMCL,

shall provide at least 30 minutes detention time after aeration. The detention time required may

be lowered if another oxidant is used in conjunction with air. For more information on design

requirements for various aeration processes, refer to Section 4.7 of Recommended Standards

for Water Works (2018).

2. Cation Exchange: The use of cation exchange softening as a method of iron removal is limited

by the following guidelines. Cation exchange is not recognized as approvable treatment for

manganese for compliance with OAC 3745-91-09.

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a) This process of iron removal should not be used for water containing more than

0.3 milligrams per liter of iron, manganese or combination thereof since the

mineral loading may compromise the efficiency of the softening system by

fouling the resin.

b) This process is not acceptable where either the raw water or wash water contains

dissolved oxygen or other oxidants exceeding the manufacturer’s

recommendations.

c) Pre-treatment is required when a combination of iron and manganese exceeds

1.0 mg/L for community and non-transient non-community systems or as

recommended by manufacturer. Pre-treatment is recommended at this level for

transient non-community.

3. Chlorine Oxidation/Pressure Sand Filtration: In general, this procedure is more applicable to

the removal of iron than manganese. The procedure is to chemically oxidize the iron to its

insoluble state by the use of chlorine, and then to remove the iron by filtration through a

pressure sand filter. At least 20 minutes reaction time is to be provided for oxidation to occur. A

pressure tank that is connected to the main line by a single pipe is considered as floating on the

system. This arrangement cannot be considered as providing reaction time.

4. Chemical Oxidation/Manganese-Coated Sand Pressure Filtration: Manganese-coated sand

typically is regenerated using chlorine and/or permanganate fed continuously prior to the filter

to assist with the removal of manganese and iron. In the continuous feed procedure, oxidation

of manganese and iron occurs as the water interacts with chlorine and/or permanganate and

with the manganese-dioxide coating on the sand.

Figure 7 - Iron Removal

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Figure 8 - Iron and Manganese Removal (Revised)

Notes:

1. The piping between the well and the treatment system (typically a buried pipe) shall be

maintained under system pressure at all times (OAC Rule 3745-9-05). A check valve or

backflow preventor shall not be installed between a pitless adaptor or pitless unit and the

pressure tank.

2. The location of the pressure tank must be considered. Installing it as the first component will

provide for attenuation of potential water hammer produced by the well pump. Installing it at

an intermediate location or as the last component will provide a defined flow rate, as

generated by the well pump, for all the treatment or chemical feed equipment located before

it.

3. Chemicals can be injected into the water system by using a simple flow switch or a flow paced

system. The flow switch uses preset thresholds to control when the dosing pump will operate

(e.g., pressure settings); a fixed amount of chemical will be injected into the water system

when using a simple flow switch. When using a flow paced system, typically signals from a

flow meter will alert the dosing pump to increase or decrease the amount of chemical injected

into the water system. A flow paced system is recommended to reduce the likelihood of

overfeeding a chemical.

Figure 9 - Iron Removal and Ion Exchange Softening

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Figure 10 - Ion Exchange Softening

Notes:

1. The piping between the well and the treatment system (typically a buried pipe) shall be

maintained under system pressure at all times (OAC Rule 3745-9-05). A check valve or backflow

preventor shall not be installed between a pitless adaptor or pitless unit and the pressure tank.

2. The location of the pressure tank has to be considered. Installing it as the first component will

provide for attenuation of potential water hammer produced by the well pump. Installing it at

an intermediate location or as the last component will provide a defined flow rate, as

generated by the well pump, for all the treatment or chemical feed equipment located before

it.

4.3.4 General Filtration Standards

Pressure sand, manganese greensand and manganese-coated sand filter systems shall comply with

the following general requirements:

1. Normal filtration rates should be between 3 gpm/sf and 5 gpm/sf. Higher filtration rates for

alternative media may be permitted based on data submitted to the District Office. The District

Office may require a pilot study to verify the filter will perform as designed under actual

conditions at the water treatment plant.

2. Red water waste (backwash) shall be discharged to a sanitary sewer or through a red water

filter. Red water filters are regulated by Ohio EPA’s Division of Surface Water and may require

NPDES permits. An overview of design requirements for red water filters is provided in Section

4.8. Contact Division of Surface Water for more information.

3. Drain lines for filter waste streams must terminate in an air gap (i.e., “free fall discharge”) equal

to at least two pipe diameters, but no less than one inch, above the flood rim of a floor drain.

4. A bypass should be provided around any and all filter units.

5. Sampling taps must be provided on each of the filter influent and effluent lines.

6. Each filter must have an air release valve and an access opening to facilitate inspection or

repair.

7. Filters should be backwashed until the effluent is clear (typically 10 to 15 minutes), as

necessary.

8. Filters should be backwashed consecutively when possible.

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9. Testing equipment and methods acceptable to Ohio EPA shall be provided to measure iron and

manganese.

10. Tanks subject to pressurization shall comply with ASME Code requirements or an equivalent

requirement of the state and local laws and regulations for the construction and installation of

unfired pressure vessels.

11. No piping may pass down through the filter media when treating for the removal of a primary

contaminant to minimize the risk of short circuiting.

4.3.5 Pressure Sand Filtration Systems Standards

Pressure sand filtration systems shall comply with the following specific design standards:

1. Where aeration oxidation is used, at least 30 minutes detention time shall be provided. Where

chlorine oxidation is used, this detention time shall be at least 20 minutes, unless justification is

provided for a reduced detention time. This justification is based upon water chemistry and rate

of oxidation. Detention shall be provided ahead of filtration to ensure more complete oxidation

of the iron.

2. The filter media shall have a total depth of not less than 24 inches and generally not more than

30 inches.

3. Filter vessel dimensions shall provide 18 inches for bed expansion between the top of the

washwater collectors and the surface of the media.

4. The filter sand shall have an effective size range of 0.45 mm to 0.55 mm and a uniformity

coefficient no greater than 1.65.

5. A filter backwash rate of 15 to 20 gpm/sf shall be provided.

4.3.6 Pressure Manganese-Coated Sand and Manganese Greensand Filtration Systems Standards

Pressure manganese-coated sand and manganese greensand filtration systems shall comply with the

following specific design standards:

1. For a continuous feed system, sampling taps shall be provided prior to application of

permanganate and at the filter effluent. Sample taps should be provided halfway down the

manganese greensand and at a point between the anthracite media and the manganese

greensand. Two feed points are recommended for the permanganate. One point should be as

far ahead of the filter as possible and the second point should be immediately ahead of the

filter.

2. Other oxidizing agents or processes, such as chlorination, may be used. Aeration can be used in

addition to a chemical oxidant.

3. An anthracite media cap having a minimum depth of 6 inches must be provided over

manganese greensand. The anthracite media shall have an effective size of 0.8 mm to 1.2 mm

and a uniformity coefficient no greater than 1.85.

4. Air scouring is recommended for all different types of filters.

5. Backwash rates shall be 8 to 10 gpm/sf for greensand, and 15 to 20 gpm/sf for manganese-coated

silica sand for about 15 minutes, or until the backwash water runs clean. Different backwash

rates are required for the two media due to the difference in effective size.

4.3.7 Other Available Media

Other media can be considered based upon proven performance with applicable water quality. Table 1

provides manufacturers' recommendations for commonly used media. Demonstration testing may be

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required for filtration rates above 3.0 gpm/sf. Additional raw water quality information may impact the

final design. Contact your District Office for additional information.

In most cases, manufacturer’s design criteria will be accepted for treatment of secondary MCLs unless the

District Office’s experience determines other criteria or more stringent standards should be followed.

Treatment for Primary MCLs and/or HALs is beyond the scope of this manual.

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Table 1 - General Media Guidance

Type of Media

Media

Flow

Through

Rate

(gpm/ft

)

Anthracite

Backwash

Effective

Size (mm)

Uniformity

Coeff.

Bed Depth

(in)

Density

(lbs/ft

)

Effective

Size (mm)

Uniformity

Coeff.

Bed Depth

(in)

Velocity

(gpm/ft

)

Min Expan

(%)

Pressure Sand

0.45 – 0.55

< 1.65

24 – 30

~100

N/A

15 – 20

Varies

Manganese

Greensand

0.3 – 0.35

< 1.85

3 – 5

0.8 – 1.2

< 1.85

≥ 6” if used

8 – 10

Manganese-Coated

Filter Sand

0.43 – 0.51

1.7 – 2.0

Varies

2 – 5

0.8 – 1.2

< 1.85

≥ 6” if used

Varies

Activated Manganese-

Coated Filter Sand

0.48 – 0.59

1.96 – 2.71

30 – 36

44-50

3.5 – 5.0

N/A

10 – 12

20 – 40

Granular Manganese

Dioxide Media

0.40 – 0.60

< 2.0

24 – 36

50-55

3 – 5

N/A

10 – 12

20 – 40

Manganese-Coated

Sand

0.3 – 0.35

< 1.6

15 – 18 w/

anth. cap

2 – 12

(demo req’d)

0.8 – 1.2

< 1.85

15 – 18

24 w/o

anth. cap

Non-Hydrous Silicon

Dioxide

0.67

2.1

24 – 36

24 – 26

N/A

8 – 10

20 – 40

Ceramic Media

0.20 – 1.20

< 1.4

24 – 36

52 – 73

8 – 12

N/A

Varies

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Type of Media

Constraints

Oxidation Requirements

Regeneration

Practical Influent

Conc.

Type

Contact Time

Batch

Continuous

Pressure Sand

: 20 minutes

Air: 30 minutes

Manganese

Greensand

6.2 – 8.5

S] = 5 mg/L

[Fe

] = 15 mg/L

[Mn

] = 15 mg/L

MnO

KMnO

and/or chlorine or

aeration

Manganese is

primary target

Iron is primary

target

Manganese-Coated

Filter Sand

6.2 – 9.0

S] = 2 mg/L

[Fe

] = 15 mg/L

[Mn

] = 5 mg/L

Other

MnO

and/or Cl

Filters up to

3 ft

Filters over 3 ft

Activated

Manganese-Coated

Filter Sand

Alkalinity >

2 x ([SO

]+ [Cl])

Other

Continuous MnO

and/or

chlorine or aeration.

MnO

added at and

immediately before filter

N/A

Granular Manganese

Dioxide Media

6.2 – 8.5

Other

KMnO

for 30 minutes

or KMnO

both

Manganese-Coated

Sand

6.2 – 8.5

Non-Hydrous Silicon

Dioxide

Wide

range

Air: 30 minutes

: 20 minutes

Ceramic Media

No polyphosphates prior to filter

No oils present

No H

S. Free chlorine < 0.5 mg/L

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1. Manganese-Coated Filter Sand

Manganese-coated filter sand filtration systems shall comply with the following specific design

standards:

a) Manganese-coated filter sand is tolerant to waters that are low in silica, TDS and hardness. It is

primarily used for removing soluble iron, manganese, hydrogen sulfide, arsenic and radium

from ground water sources.

b) Chlorine or another strong oxidant should be fed at least 10-20 seconds up stream of the filter,

or as far upstream as possible to ensure adequate contact time. A free chlorine residual carried

through the filter will remain in the media in a continuously regenerated condition.

c) Manganese-coated filter sand is generally used in a dual media bed type with a minimum of 15

inches of manganese-coated filter sand and 15 inches of anthracite.

d) After initial placement of the manganese-coated filter sand into the filter basin, the media must

be sufficiently backwashed prior to adding the anthracite cap to ensure fine grains are

removed. After backwashing, the media must be conditioned with chlorine to provide

activation.

e) The water in contact with the media should have a pH in the range of 6.2 and 8.5.

f) The filter sand should have an effective size range of 0.3 mm to 0.35 mm and a uniformity

coefficient no greater than 1.6.

g) A minimum filter backwash rate of 12 gpm/sf should be provided.

2. Activated Manganese-Coated Filter Sand

a) Description

Activated manganese-coated filter sand is a manufactured media using sand or other base

media as the substrate. A manufactured coating over the substrate provides the actual

contaminant removal or serves as a catalyst to enable physical removal through filtration. The

manufactured coating is specific to the filter media manufacturer and the intended

contaminant removal.

b) Design Criteria

Due to the variability between similar products, universal design criteria are not easily

developed. In general, the following criteria will be followed:

1. Filtration rates shall not exceed the manufacturer’s maximum rate. In general, a rate of

3 to 5 gpm/sf should be the maximum target rate.

2. Filter media bed depth should be 30 inches at a minimum.

3. Sample taps for raw water, filter influent and filter effluent must be provided.

4. Backwashing of the filter media must meet manufacturer’s minimum requirements.

5. For media types requiring periodic chemical regeneration, provisions for this chemical

feed must be provided. Regeneration must meet manufacturer’s minimum

requirements. A procedure for regeneration shall be included in the facility’s asset

management program.

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6. Pre-treatment may be required to meet filter media operating parameters. This may

include the following:

a) Aeration to ensure minimum dissolved oxygen is maintained.

b) Chlorine removal or chlorine addition.

c) pH adjustment.

d) Oil and polyphosphate removal.

e) Removal of raw water parameters detrimental to the filter media. These may

include sulfates, chlorides, alkalinity, and background bacterial or organic

content.

c) Backwash disposal

All backwash water and regeneration wastes shall be disposed in an acceptable manner. Please

refer to Section 4.8 for more information.

d) Operations

Raw and treated water should be periodically checked for key operational parameters to ensure

media performance is maintained. It is recommended that a water meter be provided to

determine treatment capacity for each specific installation.

3. Non-Hydrous Silicon Dioxide Media

a) Non-hydrous silicon dioxide filter media is often used for the reduction of suspended matter

and can be considered for iron removal. Manganese removal with non-hydrous silicon dioxide

filter media requires a successful pilot study.

b) These filtration systems shall comply with the following specific design standards:

1. An appropriate oxidant must be used ahead of the filter.

2. A filter media depth of 24 to 36 inches is recommended. If an anthracite cap is used, a

media depth of 12 to 24 inches is recommended with an anthracite cap of 12 to 24

inches. The total bed depth should not exceed 36 inches.

3. After initial placement of the media into the filter, the media must be sufficiently

backwashed prior to adding anthracite cap to remove the fines.

4. The filter sand shall have an effective size of 0.67 mm and uniformity coefficient no

greater than 1.8.

5. A minimum filter backwash rate of 10 gpm/sf shall be provided.

4. Ceramic Media

Ceramic filter media can be used for the removal of iron, manganese and other contaminants. It is

available in several effective sizes ranging from approximately 0.20 mm to 1.20 mm. Uniformity

coefficients typically are about 1.3 or 1.4. Piloting studies are recommended for media selection and

design performance validation.

a) Vessels are usually down flow, configured with 24 to 36 inches of ceramic filter media. One or

more sizes of ceramic media may be contained within the pressure vessel.

b) Loading rates typically range from 8-12 gpm/sf.

c) A diffusion system is required at the top of the vessel and a collection system is required at the

bottom of the vessel. The diffusion and collection systems are intended to ensure the even

passage of water through the media. The primary purpose of the upper diffuser is to distribute

the influent water evenly over the surface of the media. If a slot-type diffuser is used, the slot

opening must be large enough to allow coagulated solids to escape the vessel during backwash.

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The collection system at the bottom of the vessel must be designed to retain the ceramic filter

media within the pressure vessel.

5. Small Bag and Cartridge Filters

Bag and cartridge filters are often installed upstream of small ion exchange units to increase the

longevity of treatment.

A water system may be exempt from applying for plan approval regarding the installation of these

filters. (See Section 4.1)

The following are requirements for all bag or cartridge filters:

a) The filter housings and filter cartridges/bags must be approved in accordance with OAC Rule

3745-83-01(D).

b) Spare filter cartridges should be kept on site. Routine maintenance is required on the filter and

assembly. The date of any filter cartridge cleaning or replacement must be noted in the

operating record.

Proper cleaning procedures, according to manufacturer’s standards, must be followed during filter

cleaning or replacement.

4.4 Cation Ion Exchange Softening

4.4.1 Requirements

Ohio EPA does not require that water be softened. The acceptable level of hardness depends upon the

experience and the requirements of the water consumers.

The blended water delivered to the distribution system should have a total hardness of at least 80

mg/L (5 grains/gallon) expressed as CaCO3. The recommended range for finished water hardness is

120 mg/L to 150 mg/L (7 to 9 grains/gallon) expressed as CaCO3.

For community and nontransient noncommunity water systems, if blending results in an exceedance

of the SMCL for iron or manganese levels, iron and manganese removal prior to softening will be

required.

When ion exchange is used for iron removal, see Section 4.3 of this document.

4.4.2 Procedure

The procedure is to exchange the hardness-causing ions, calcium and magnesium in the water with

sodium in the salt-brine regenerated resin. The amount of sodium added to the water may be

important to those on restricted or low sodium diets. Figures 9 and 10 show typical ion exchange

softening installations.

1. The rate of softening should not exceed 7 gpm/s.f. or 3.5 gpm/s.f. Design of the ion exchange

softening system shall conform to the following standards: ft3 of resin. Higher softening rates

may be accepted by the District Office if proper documentation is submitted.

2. The backwash rate should meet the manufacturer’s recommended standard backwash rate or a

minimum of 6 gpm/ft2

3. The design capacity of hardness removal should not exceed 20,000 grains/ft3 when the resin is

regenerated with 0.3 pounds of salt per kilograin of hardness removed.

4. Drain lines for brine streams must terminate in an air gap (i.e., “free fall discharge”) equal to at

least two pipe diameters, but no less than one inch, above the flood rim of a floor drain.

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5. A bypass must be provided around each softening unit to produce a blended water as well as to

provide operation of this system when the unit is out of service. Flow meters should be

provided on blending bypass lines to allow control of the blending rate.

6. Smooth-nose (no threads on the spigot) sampling taps must be provided for the collection of

representative samples. Taps shall be located to provide sampling of each softener’s influent,

effluent and blended water.

7. Brine measuring or salt dissolving tanks must be covered and constructed of corrosion-resistant

material.

8. Suitable disposal must be provided for brine waste. (See Section 4.8.)

9. Tanks subject to pressurization shall comply with ASME Code requirements or an equivalent

requirement of state and local laws and regulations for the construction and installation of

unfired pressure vessels.

4.5 Additional Treatment Methods

Treatment methods such as arsenic and radiological removal, reverse osmosis and ultraviolet light for

inactivation credit are not discussed in this document. The Ohio EPA recognizes the existence of alternative

methods for treating contaminants not yet regulated by the Safe Drinking Water Act. The following sections

discuss two of these methods:

4.5.1 Hydrogen Sulfide Removal through Oxidation and Filtration.

1. Description

Hydrogen sulfide removal can be achieved through oxidation and filtration of the oxidized

contaminant. Oxidation can be achieved through pretreatment with air through a venturi valve,

chlorine injection or hydrogen peroxide injection. Typically, a detention tank(s) follows oxidant

injection. Filters are typically utilized after oxidation to filter out oxidized particulates.

Activated carbon filters must be utilized when hydrogen peroxide is used as an oxidant. Due to

the variability of hydrogen sulfide, overfeeding of the oxidant is typical to ensure complete

oxidation is achieved. This section does not address oxidation and/or carbon filtration for the

purpose of removing VOCs or other primary contaminants.

2. Design criteria

Oxidant addition can be done through a variety of means, including venturi-type valves or

compressors for air addition, or metering pumps for sodium hypochlorite or hydrogen

peroxide addition. The design of the treatment system should take the following items into

consideration:

a) The method for injecting air must be sanitary and must have a wide range of dosing

capacity to ensure the maximum demand for hydrogen sulfide can be met. The venturi

assembly must be maintained within sanitary conditions.

b) The chlorine feed system should have capacity to meet the maximum demand of the

hydrogen sulfide.

c) The hydrogen peroxide feed system should have capacity to meet the maximum

demand of hydrogen sulfide. Typically, a hydrogen peroxide: hydrogen sulfide ratio of

1:1 (on a mass basis) should be provided at a pH of 7.0, and increase as the pH

increases.

d) Adequate contact time should be provided before the carbon filter. Typically, a 20-

minute contact time is needed to ensure complete oxidation of all contaminants.

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e) When carbon filters are required, the capacity of the carbon filter should be such that it

will not need to be replaced for at least six months, to ensure adequate continuous

operation. It may be necessary to provide a larger capacity for hydrogen peroxide

systems for safety concerns. The use of air as an oxidant may require an accelerated

replacement of carbon filter media.

f) Sample taps must be provided before and after the carbon filter to enable appropriate

monitoring of the carbon performance. It is recommended a flow meter be installed

before the carbon filter.

g) Backwash provisions may be required dependent upon raw water quality.

h) Systems required to carry a chorine residual in the distribution system must provide a

second chlorinator after the carbon filter. Thirty minutes of detention time is required

after the second chlorinator.

i) Corrosivity can be significantly impacted with hydrogen peroxide or aeration due to the

increased levels of dissolved oxygen in the distribution system. This must be taken into

account with the system design, particularly if the water system is a community or

nontransient noncommunity public water system. Carbon filters may be required by

the Director.

j) Hydrogen peroxide solution should be stored in a solution tank made of compatible

material, typically polyethylene. Appropriate feed pump materials must be provided.

Secondary containment for the solution tank must be provided. Due to the flammable

nature of hydrogen peroxide, flammable materials (wood, paper, oil, cotton, leather

gloves, etc.) should also not be stored near the solution tank. Organic materials

(glycerol, alcohol, acetone, etc.) should not be stored near hydrogen peroxide due to

explosion concerns.

k) Adequate ventilation should be provided for hydrogen peroxide feed systems.

4.5.2 Ultraviolet Light Not Intended for Primary Inactivation

Ultraviolet light systems covered by this publication are Class B type systems. They are designed for

supplemental bactericidal treatment of disinfected public drinking water, or other drinking water

that has been tested and deemed acceptable for human consumption by the Ohio EPA.

Class B systems are designed to reduce normally occurring, nonpathogenic nuisance microorganisms

only. Ohio EPA does not recognize these UV systems as adequate for the disinfection of

microbiologically unsafe water, to provide disinfection credit, or to achieve MCL compliance. UV

systems for the treatment of E. coli or fecal contamination (Giardia, cryptosporidium, and/or viruses)

are outside the scope of this publication.

Ultraviolet light systems shall comply with the following specific design standards:

a) The Class B UV system is required to deliver a minimum UV dose of 16 mJ/cm2 that is sufficient

to inactivate nonpathogenic organisms.

b) UV systems must meet ANSI/NSF 55 standards. Class A UV systems may be used in lieu of Class

B systems; however, inactivation credit will not be granted.

c) Pre-treatment may be required dependent upon raw water quality and the manufacturer’s

recommendation.

d) Routine cleaning and maintenance is required.

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4.6 Corrosion Control

Technical recommendations to help community and nontransient noncommunity public water systems comply

with corrosion control treatment (CCT) requirements of the Lead and Copper Rule (LCR), including designation

of optimal corrosion control treatment (OCCT) can be found in the U.S. EPA Optimal Corrosion Control

Treatment Evaluation Technical Recommendations for Primacy Agencies and Public Water Systems, EPA 816-B-

16-003, March 2016 (Updated 2019). Community and nontransient noncommunity water systems are triggered

into corrosion control treatment (CCT) evaluation when any substantial change in source or treatment is

proposed, in accordance with OAC Rule 3745-81-81(F).

Guidelines for Determining When Source or Treatment Changes Trigger Optimal Corrosion Control Evaluation

(ENG-9119-GD) was created to provide guidance on the potential associated risk to corrosivity for a substantial

change at a public water system and the CCT evaluation required. For substantial changes in source or

treatment, this evaluation may require water quality parameter monitoring, a CCT recommendation, and/or

increased Lead and Copper monitoring. Please refer to ENG-9119-GD for specific requirements based on the

proposed source and/or treatment changes. If the CCT evaluation shows that optimal corrosion control

treatment is warranted, then detail plans for and the installation of treatment will be required.

Regardless of the system is currently in compliance with the lead and copper rule, if a system proposes a source

or treatment change then it must:

1. Notify Ohio EPA of the intent to make a source or treatment change.

2. Submit detail plans for the proposed change.

3. Collect baseline WQPs and complete or update a CCT recommendation, study or plans as required. Note:

Ohio EPA may require the CCT evaluation to be completed prior to detail plan submittal or approval.

4. Notify Ohio EPA when the source or treatment change is made or installed, as required under OAC Rule

3745-81-90(C)(4).

5. If proposed changes are made or treatment is installed, complete two 6-month water quality parameter

(WQP) monitoring periods and two 6-month lead and copper tap monitoring periods, as applicable in

accordance with OAC 3745-81-86(D)(2) and 3745-81-87(C).

4.7 Waste Disposal

All waste handling facilities must be reviewed and approved by Ohio EPA's Division of Surface Water. A separate

permit-to-install application and/or NPDES permit may be required.

4.7.1 Requirements

As indicated in previous sections, provisions must be made for proper wastewater disposal from

water treatment facilities. Stringent requirements may be necessary in order to meet the current

stream standards.

Permit-to-install (PTI) applications must be filed and obtained prior to any construction of the

wastewater disposal system. A National Pollutant Discharge Elimination System (NPDES) permit will

be required if there are any wastewaters discharged to waters of the State.

Consult Ohio EPA's Division of Surface Water if you are uncertain about your situation. All disposal

methods must be approved by the Division of Surface Water of the appropriate District Office before

the Director can approve the proposed drinking water facilities which result in the new or modified

waste stream.

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Some local health Departments have been delegated authority to approve new onsite sewage systems

up to 1000 gpd. The Ohio Department of Health, Environmental Health Section, maintains a list of

health departments with this authority.

Contact the District Office early in the planning phase to assure that the proposed wastewater

treatment and disposal options are acceptable. Failure to do this may result in delays of the project.

4.7.2 Procedures

The following are minimum requirements. Ohio EPA‘s Division of Surface Water may require more

stringent designs in order to reliably and consistently meet discharge limits.

1. Sanitary Waste: Any sanitary waste from restrooms, shower facilities, etc. must be disposed of

using good engineering practice by one of the following methods:

a) Discharge to an approved municipal sanitary sewer system.

b) Discharge to an approved onsite sanitary waste treatment facility designed in

accordance with the recommendations shown in the booklet “Sewage Collection,

Treatment and Disposal Where Public Sewers Are Not Available,” and “Interim Onsite

Sewage Treatment System Guidance Document,” published by Ohio EPA's Division of

Surface Water.

2. Iron Removal Filter Backwash: Backwash water from iron and/or manganese removal must be

disposed of by one of the following methods:

3. Discharge to Sanitary Sewer: Backwash water can be discharged to sanitary sewers. However,

approval must be obtained from the owner of the sewage treatment system and possibly Ohio

EPA's Division of Surface Water. A flow equalization tank may be appropriate to provide

uniform discharge to the sewage treatment plant. A PTI from the Division of Surface Water will

need to be obtained for this flow equalization tank system.

4. Discharge Through an Approved Red Water Filter: Red water filters shall meet the following

design criteria:

a) Total filter area shall be at least 100 square feet. The volume above the sand, with one

red water filter cell out of service, shall be no less than the entire volume of backwash

resulting from the consecutive washing of all filter units at one time. A lesser area may

be approved where presettling is provided, the flow to the red water filters is regulated,

or where a maintenance plan can ensure that all cleaning and rebuilding can be

completed between backwash cycles. No more than 2 feet of backwash water shall

accumulate over the sand surface.

b) The filter media shall consist of a minimum of 12 inches of sand supported on 3 inches

of small gravel and 9 inches of gravel in graded layers.

c) Filter sand shall have an effective size of 0.3 mm to 0.5 mm and a uniformity coefficient

not to exceed 3.5. Clean washed media shall be used.

d) Overflow devices shall not be permitted.

e) The location of the sand filters and the design of the under-drainage system shall be

such that water supply wells are not contaminated.

f) Adequate freeboard shall be provided.

g) An NPDES permit and PTI will be required.

h) The filter must be constructed to provide for routine cleaning.

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4.7.3 Brine Waste

The following are minimum requirements. Ohio EPA‘s Division of Surface Water may require more

stringent designs in order to reliably and consistently meet discharge limits.

1. Discharge to a Sanitary Sewer:

Brine water may be able to be discharged to sanitary sewers with approval from the owner of

the sewage treatment system and possibly Ohio EPA's Division of Surface Water. A flow

equalization tank approved through a PTI may be necessary to provide uniform discharge to the

sewer or sewage treatment plant.

2. Controlled Discharge to a Stream:

Brine water can be discharged to a stream if the flow is controlled and if adequate dilution flow

is available in the stream during low flow conditions. A brine waste flow equalization tank

approved through a PTI sized to provide 20 to 24 hours of uniform discharge to the stream may

be required. Stream standards for total dissolved solids must be met. A separate NPDES permit

from Ohio EPA's Division of Surface Water is required. The Division of Surface Water

recommends preliminary wastewater discharge limits be considered as part of the initial

evaluation of water treatment technologies.

3. Discharge to a Separate Leaching Type Sewage Disposal System:

Brine water can be discharged to leaching type sewage disposal systems if adequate dilution

with the sanitary waste is available to prevent contamination of the ground water. Normally the

diluted concentration of chlorides should not exceed 250 mg/L. A flow equalization tank may be

necessary to provide uniform flow and dilution to the disposal system. Typical maximum

allowable flow is 1,000 gpd for a leaching type sewage disposal system. A separate permit is

required by Ohio EPA's Division of Surface Water.

If brine waste greater than 2500 gallons per month is generated, a permit must be obtained for a

Class V Injection Well in accordance with OAC Chapter 3745-34.

4.7.4 Standards

1. Sanitary Waste: Onsite sanitary waste discharges shall conform to standards established and

maintained by Ohio EPA's Division of Surface Water.

2. Red Water Filter Effluent: Effluent from a red water filter shall meet all the requirements in

the NPDES permit.

3. Brine Discharge: Controlled brine discharge to a stream shall meet all requirements in the

NPDES permit.

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Chapter 5 - Storage

5.0 General

Storage (and pumping facilities) shall be adequate to maintain a minimum pressure of 20 psi throughout the

distribution system at all times. The normal working pressure in the distribution system should be

approximately 60 to 80 psi and not less than 35 psi.

Storage may take the form of a clearwell, a ground level tank or an elevated tank. Hydropneumatic tanks are not

considered as a form of storage, but rather as a form of pressure regulation, and are included here for the sake

of convenience.

Where well capacity is less than peak hourly demand (ten times the average daily demand), storage will be

required to meet system demand. (See Section 3.4)

Storage structures shall follow current AWWA and ASTM standards whenever applicable. Storage structures

shall be disinfected and proven bacterially safe prior to being placed into operation. A 24-hour contact period

using 50 ppm free chlorine solution is one acceptable method. AWWA Standard C-652 lists other acceptable

methods.

Fireflow requirements established by the Department of Insurance State Insurance Services Office should be

met which is beyond the scope of this document.

5.1 Clearwell Storage

Clearwell storage shall meet the same standards, as those for ground level storage, except for Section 5.3. In

addition, clearwell storage shall be sized to provide uniform, constant-rate filter operation. The clearwell shall

be designed to provide the appropriate chlorine contact time, where disinfection is required, and shall be

designed with two independent compartments.

5.2 Ground Level Storage

5.2.1 General Standards

1. The bottom of the tank shall be above the normal ground water table and the maximum flood

level.

2. Any access or pipe connection shall be at least 3 feet above the 100-year flood elevation (does

not apply to clearwell storage).

3. The tank shall be constructed no closer than 50 feet to sewers, drains, standing water and other

sources of pollution.

4. The tank shall be watertight and constructed to prevent entry of birds, animals, insects and

excessive dust.

5. Security shall be provided by fencing, locks and other measures as required to prevent

trespassing, vandalism, sabotage and acts of terrorism.

6. The tank shall not have a direct connection to a sewer or storm drain.

7. A 24 mesh corrosion resistant screened vent shall be provided and terminate in an inverted “U”

at least 24 inches above ground level. For standpipes, vents shall, open downward, and be fitted

with either four mesh non-corrodible screen, or with finer mesh non-corrodible screen in

combination with an automatically resetting pressure-vacuum relief mechanism, as required by

the reviewing authority.

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8. A minimum 24 inch diameter access manhole shall be located above the waterline and should

be elevated not less than 24 inches above the surrounding ground level. The access manhole

shall be fitted with a solid rain proof, locked cover which overlaps the framed opening and

extends down at least 2 inches. Also curbs above the top of the tank shall be provided around

any access or penetration into the top slab and shall be at least 4 inches high.

9. A 24 mesh corrosion resistant screened overflow must be installed so as to have a minimum air

gap of 12 inches above a splash block located at the ground surface. Four-mesh corrosion

resistant screen may be used on standpipes in place of 24-mesh to mitigate potential screen

damage during an overflow. The overflow shall not connect directly to a sewer or storm drain.

10. Final grading shall be carried out so that surface water drains away from the tank.

5.2.2 Fiberglass Tank Standards

Fiberglass storage tank installations shall have the following exceptions and additions to the above:

1. General standards in 5.3.A.1, 5.3.A.5 and 5.3.A.9 do not apply to fiberglass storage tank

installations.

2. Tanks should be pressure tested according to manufacturer’s instructions and fittings tested for

leakage before installation.

3. Tanks shall be anchored to a concrete pad and backfilled with pea gravel, with clean and free

flowing 1/8" to 1/2" diameter stone crushings meeting ASTM C-33, or other backfill material

meeting manufacturer’s recommendations.

4. Combined weight of the empty tank, the concrete pad and the backfill supported on the

concrete pad shall be sufficient to prevent flotation of the empty tank.

5.3 Elevated Storage

Elevated storage should be provided for systems serving more than 500 people or where usage exceeds 50,000

gpd. Storage of at least 100 gallons per capita is recommended.

5.3.1 Standards

Elevated storage tanks shall conform to the following:

1. The tank shall be constructed in accordance with the applicable AWWA Standards including D-

100.

2. The tank shall be painted in accordance with AWWA Standard D-102, where applicable.

3. The tank shall be disinfected in accordance with AWWA Standard C-652.

4. Proper protection shall be given to metal surfaces by paints or other protective coatings, by

cathodic protective devices or by both.

5.3.2 Design Criteria

1. The operating head range of the tank is not to exceed 30 feet.

2. The tanks shall be provided with a 24 mesh corrosion resistant screened overflow which

discharges at an elevation of 12" to 24" above the ground surface over a drainage inlet or splash

plate.

3. The tank shall include minimum 24 inch diameter entrance manholes with locked hatches and

an OSHA approved access ladder. Vents shall, open downward, and be fitted with either four

mesh non-corrodible screen, or with finer mesh non-corrodible screen in combination with an

automatically resetting pressure-vacuum relief mechanism, as required by the reviewing

authority.

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4. A valving arrangement shall be provided to allow the tank to be removed from service.

5. A means to isolate and drain the tank shall be provided; a hydrant may be used for this purpose.

6. Security measures shall be provided including a locking chain-link fence, area flood lights,

aircraft warning lights, etc., as appropriate.

7. Low/high level warning lights and/or alarms shall be provided.

8. A suitable control system shall be provided (e.g., telemetering) to ensure a minimum of 25%

water exchange per drain/fill event.

5.4 Hydropneumatic Tanks

Hydropneumatic tanks are considered primarily as an electrical pump control/pressure control mechanism and

not as storage.

5.4.1 Standards:

Hydropneumatic tanks and their installations shall conform to the following:

1. The drawdown volume of the hydropneumatic tank(s) should be such as to provide a minimum

of 3 minutes run time of the largest supplying pump or combination of pumps or sized to allow

the pump(s) to run for at least the pump manufacturer’s recommended minimum run time. A

hydropneumatic tank with a gross volume of at least ten times the capacity of the largest

supplying pump(s) should be sufficient to meet this requirement.

2. The tanks shall not be buried, nor be located in an underground vault.

3. The tanks shall be completely housed and heated for protection from both physical damage and

freezing.

4. The tanks shall be provided with a bypass to permit operation of the system when the tanks are

out of service.

5. The tanks shall be provided with a drain, a pressure gauge, an air blow-off, a means of adding

air, a pressure-activated off/on switch to control the supply pump and with a sight glass, where

appropriate.

6. Tanks of 1,000 gallons capacity and larger shall be provided with at least a 24 inch by 18 inch

elliptical manhole.

5.5 Constant Pressure Systems

Methods available to control water pressure in these types of systems include specially-designed control valves

and the use of variable speed drives, also known as variable frequency drives (VFDs).

5.5.1 Variable Frequency Drives

Water systems using a VFD are capable of providing constant pressure over a fairly broad range of

flow rates. As the water demand changes, the VFD electronically changes the speed of the pump

motor to meet the change in demand without varying output pressure. Generally, controlled start-up

and shut-down pumping rates can also be realized with VFDs, which helps reduce rapid pressure

changes within the distribution system that potentially cause water hammer. The design of well

pumps or high service pumps which utilize VFDs should ensure design average daily demand and

peak hourly demand flowrates can be attained with the selected pump at the target pressure range or

design pressure point. Power requirements and repair skills of the water system staff should also be

considered.

5.5.2 Surge Tanks

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Conventional pressure tank sizing, as shown in Section 5.5, is not applicable to VFD systems. Smaller

sized pressure tanks or surge tanks are commonly required to prevent water hammer and provide

immediate pressure prior to the pump start up. Follow manufacturer’s specifications regarding the

sizing requirements for surge tanks when VFD pumps are used.

Chapter 6 - Distribution

6.0 Plan Submittal

Plans of the distribution system shall ordinarily be submitted with the plans for the source, treatment and

storage facilities, when such facilities are also proposed or required.

Plans for distribution system extensions must show that the existing source, treatment and storage facilities are

adequate for the proposed increase in water usage.

6.1 Standards

6.1.1 Sizing

The distribution system shall be sized and designed to provide a minimum pressure of 20 psi at any

point in the system at all times.

Typically, the normal working pressure in the distribution system should be approximately 60 to 80

psi and not less than 35 psi. The normal working pressure should be at least 30 psi for noncommunity

systems when using pressure tanks for pump control and pressure regulation. Community systems

using atmospheric storage for pressure regulation or for high service pump supply should provide a

normal working pressure of at least 50 psi and also be capable of meeting fireflow at 20 psi when fire

hydrants are provided. The peak demand on the system may vary considerably according to the

nature of the development.

Water mains for providing fire protection and serving fire hydrants shall be a minimum of 6 inches in

diameter. Adequate flows and pressures must be available for the approval of fire hydrants.

Consideration should be given to future water usage when sizing the distribution system.

6.1.2 Material

Pipe, fittings, valves and fire hydrants shall conform to the latest standards for drinking water issued

by ASTM, AWWA and ANSI/NSF, where such standards exist, and be acceptable to the reviewing

authority.

In the instance of PVC pipe under 4 inches in diameter, and while an AWWA standard on the subject

is unavailable, the thinnest permissible material size is SDR-26.

Materials shall be certified as conforming to ANSI/NSF Standard 60 or 61 in accordance with OAC

Rule 3745-83-01(D).

6.1.3 Valving

Valving should be provided within the distribution system to permit repair to the system with

minimal disruption of service. The number and location of valves will depend on the nature and

layout of the distribution system. Valving should be provided at all junctions so that the number of

valves is no less than the number of lines at the junction minus one.

6.1.4 Flushing Hydrants

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Flushing hydrants shall be provided at dead ends for systems not provided with fire hydrants.

Hydrants should be sized to provide a minimum velocity of 2.5 feet per second in the water main.

6.1.5 Freeze Protection

Water lines shall be installed at a depth sufficient to provide protection from freezing. Although this

depth may vary depending on location, in general, the minimum depth in Ohio should be 48 inches.

The distance shall be measured to the crown of the pipe.

Water systems seeking lesser frost depth can refer to and cite Ohio Building Code frost line value for

a specific project location.

6.1.6 Parallel Installation of Water/Sewer Lines and Manholes

Water mains shall be laid at least 10 feet horizontally from any existing or proposed gravity sewer,

septic tank, leach field and/or subsoil treatment system. The distance shall be measured edge to edge.

No water mains should be closer than 10 feet from any sewer manhole and in no event shall a water

main pass through or come into contact with any part of a sewer manhole. The distance shall be

measured edge to edge.

6.1.7 Crossings of Waterlines/Sewers

Water mains crossing sewers shall provide a minimum vertical distance of 18 inches between the

outside of the water main and outside of the sewer. This shall be the case where the water main is

either above or below the sewer with preference to the water main located above the sewer.

At crossings, one full length of water pipe shall be located midpoint so both joints will be as far from

the sewer as practically possible. Special structural support for the water and sewer pipes may be

required.

6.1.8 Exceptions

When it is impossible to obtain the minimum specified horizontal and vertical isolation, the

reviewing authority may approve a variance from the requirements of Sections 6.1.6 and 6.1.7. Where

gravity sewers are being installed and these requirements cannot be met, the water main may be

installed closer to a gravity sewer, provided that the water main is laid in a separate trench. The

following factors should be considered in determining adequate separation:

1. Materials and type of joints for water and sewer pipes;

2. Soil conditions;

3. Service and branch connections into the water main and sewer line;

4. Compensating variations in the horizontal and vertical separations

5. Space for repair and alterations of water and sewer pipes; and

6. Off-setting of pipes around manholes.

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6.1.9 Force Mains

In all cases, there shall be at least a 10 foot horizontal separation between water mains and sanitary

sewer force mains. There shall be at least an 18 inch vertical separation at crossings.

6.1.10 Testing

The installed pipe shall be pressure tested and leakage tested in accordance with the appropriate

AWWA Standard (C-600 or C-605).

6.1.11 Disinfection

All new distribution systems shall be disinfected in accordance with AWWA C-651.

6.2 Backflow Prevention and Cross-Connection Control

6.2.1 The connection of service lines to the distribution system shall be in accordance with applicable

provisions of OAC Chapter 3745-95 (Backflow Prevention and Cross-Connection Control).

6.2.2 Booster pumps shall not be approved on individual service connections to one, two or three family

dwellings unless an air gap separation is provided.

6.2.3 Private wells should be properly sealed as a condition of providing service to any customer. Where

private wells are allowed to remain in service, they must be physically separated from the plumbing

system and approved reduced pressure principle backflow prevention devices must be installed on

the service connections, unless otherwise controlled according to the provisions of OAC Rule 3745-95-

04. In accordance with OAC Rule 3745-95-04, an example of educational material can be found on

Ohio EPA’s website. .

6.2.4 There shall be no connection between the distribution system and any pipes, pumps, hydrants or

tanks whereby unsafe water or other contaminating materials may be discharged or drawn into the

distribution system.

6.2.5 Auxiliary water systems are prohibited from being interconnected to public water supply systems

unless appropriate backflow prevention devices are used and plan approval is obtained from Ohio

EPA's Division of Drinking and Ground Waters. More detailed information is provided in Ohio EPA’s

“Backflow Prevention and Cross-Connection Control Manual” and in OAC Chapter 3745-95.

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APPENDIX A - Example Well Site Map

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APPENDIX B - Suggested Water Usage Guide

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Facility Type

Gallons per Day

Camps/Parks/Recreation/Travel

Airports (per passenger)

Beaches (per swimmer)

Bowling Alleys (per lane)

Camp Providing Central Bath & Toilet Facilities (per person)

Country Clubs (per member)

Golf Course (per person)

Highway Rest Area (per person)

Overnight with Flush Toilets, no shower (per person)

Picnic Areas with Flush Toilets (per person)

Picnic Areas with Bathhouses, Showers and Toilets (per person)

Primitive Camp (per person)

Recreational Vehicle/Travel with Centralized Comfort Station without Water & Sewer (per space)

Recreational Vehicle/Travel with Water & Sewer (per space)

125

Swimming Pools (per swimmer)

Youth and Recreational Camps (per person)

Employment Facilities

Factories, no showers (per person)

Factories with showers (per person

Office Buildings (per person)

Retail Stores (per employee)

Hotels/Motels

Boardinghouse/Bed & Breakfast (per boarder)

Hotels/Motels (per room)

Hotels/Motels with Kitchen (per room)

100

Resort Hotels and Motels (per person)

100

Institutions

Assisted Living (per person)

125

Hospitals (per bed)

300

Nursing Homes (per bed)

150

Nursing Homes (per resident employee)

100

Nursing Homes (per non-resident employee)

Residential/Correctional Facilities (per person)

100

Miscellaneous

Assembly/Dance Halls (per person)

Churches (per seat)

Churches with Kitchen (per seat)

Laundries, Self-Service (per machine)

400

Service stations (per 1

bay or pump island)

1,000

Service Stations (additional bay or pump island)

500

Residential Communities

Apartment, One Bedroom

250

Apartment, Two Bedrooms

300

Apartment, Three Bedrooms

350

Cottages, Seasonal Occupancy (per resident)

Migrant Labor (per person)

Mobile Homes (per unit)

300

Multiple Family (per bedroom)

120

Single Family (per house)

400

Per Capita

100

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Facility Type

Gallons per Day

Restaurants

Banquet Rooms (per seat)

Fast Food (per customer)

Ordinary Restaurants, not 24-Hour (per seat)

Restaurant/Truck Stop along Freeway (per seat)

100

24-Hour Restaurant (per seat)

Schools

Boarding (per person)

Elementary/Day Care (per person)

High & Jr. High (per person)

Theaters

Drive-In (per car space)

Movie (per seat)

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APPENDIX C - Sample ODNR Well Log and Drilling Report

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APPENDIX D - Well Construction Worksheet for Existing Wells

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Well Construction Worksheet for Existing Wells

The Ohio Administrative Code (OAC) establishes standards for public water system well construction. If the well

log is not available, have this worksheet completed by a state-registered driller and returned to the appropriate

district office.

Inspected For

Water System Name:

Address:

City:

Zip:

County:

PWS-ID:

Well Number:

Location Description:

Contact Person:

Phone:

Fax:

Construction Details

Casing Diameter:

Inches

Latitude:

Casing Length:*

Feet

Latitude:

Determined by:

Casing Depth Indicator Down-Hole Camera

Depth to Bedrock:

Feet

Elevation:

*Casing length cannot be estimated.

Observable Deficiencies

Excessive Corrosion or Pin-holing of the Casing

Yes No CND*

Pitless Unit Secure

Yes No CND*

Bent or Dented Casing Below Ground

Yes No CND*

Well Grouted

Yes No CND*

*Could not be determined

Inspector Information

Inspected by (drilling firm):

Inspector Name:

Address:

City:

State:

Zip:

Date of Inspection:

/ /

Phone:

Fax:

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APPENDIX E - 24-Hour Pumping Test Report

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24-Hour Pumping Test Report

Name of Entity:

County:

PWS-ID:

Well Number:

ODNR Well Log #:

Name of Person Preparing Report:

Well Location:

Construction Details

Latitude:

West

Longitude:

North

Pump Setting Depth:

Feet

Static Level (So):

Feet

The distance from the ground to the surface of the water column in the well measured after at least 12 hours without

pumping to ensure a constant static level.

Discharge Rage:

Gallons per Minute

The test is to be run at the peak hourly demand or at least 1.5 times the design pumping rate if the well cannot sustain peak

hourly flow.

Method for Measuring Flow Rate:

Please explain how the discharge rate was measured during the pumping test. Ohio Administrative Code Rule 3745-9-09

(B)(5) specifies the flow rate shall be measured by using an orifice weir with manometer or by using another method

acceptable to the director.

Duration of Pumping:

Pumping shall continue for at least 24 hours, unless the daily usage is less than 10,000 gallons (low usage). For low usage

facilities, the pump test must be as long as the normal operating hours of the proposed entity.

RECOVERY LEVELS AT VARIOUS TIME INTERVALS (ATTACH)

The distance from the ground to the water surface in the well after pumping has ceased. Levels should be recorded every 5

minutes for the first hour and every ½ hour thereafter until essentially there is no change in the water level.

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Pumping Test

Date (start of pump test):

/ /

Time

(Military)

Time since

pumping started

(minute)

Depth to

Water (S)

Change in

Water Level

(S-So)

Discharge

Rate

(GPM)

Comments

(Include Weather Conditions)

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Time

(Military)

Time since

pumping started

(minute)

Depth to

Water (S)

Change in

Water Level

(S-So)

Discharge

Rate

(GPM)

Comments

(Include Weather Conditions)

60 (1hr)

100

110

120 (2hr)

140

160

180 (3hr)

210

240 (4hr)

270

300 (5hr)

360 (6hr)

420 (7hr)

480 (8hr)

540 (9hr)

600 (10hr)

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Time

(Military)

Time since

pumping started

(minute)

Depth to

Water (S)

Change in

Water Level

(S-So)

Discharge

Rate

(GPM)

Comments

(Include Weather Conditions)

660 (11hr)

720 (12hr)

780 (13hr)

840 (14hr)

900 (15hr)

960 (16hr)

1020 (17hr)

1080 (18hr)

1140 (19hr)

1200 (20hr)

1260 (21hr)

1320 (22hr)

1380 (23hr)

1440 (24hr)

Date (end of pump test):

/ /

Specific capacity of well at the tested pumping rate(s):

Specific Capacity = Pumping rate/change in water level

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Recovery

Time

(Military)

Time since

pumping started

(minute)

Depth to

Water (S)

Change in

Water Level

(S-So)

Discharge

Rate

(GPM)

Comments

(Include Weather Conditions)

60 (1hr)

120 (2hr)

150

180 (3hr)

210

240 (4hr)

270

300 (5hr)

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APPENDIX F - Sample ODNR Water Well Sealing Report

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APPENDIX G - Hauled Water System – Design Requirements

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Hauled Water System - Design Requirements

Public water systems using hauled water are exempt from Section 6109.02 of the Ohio Revised Code if all of the

following conditions are met:

1. Consists only of distribution and storage facilities and does not have any collection and treatment

facilities.

2. Obtains all of its water from, but is not owned or operated by, a public water system.

3. Does not sell water to any person.

4. Is not a carrier which conveys passengers in interstate commerce.

If the proposed hauled water system will qualify for the exempt status, then the District Office should be notified

accordingly. If it will not qualify as an exempt system, then detail plans must be submitted and approved prior

to construction of the hauled water system. Hauled water systems should only be considered for noncommunity

public water systems. General design criteria and the type of information to be presented on the detail plans are

as follows:

1. Name of the project

2. Owner’s name and address

3. Vicinity map showing project location

4. Name of person/firm preparing the plan

5. A site plan, drawn to scale, showing existing and/or proposed:

a) Property lines

b) Outline of buildings, including those relevant to the project which are located on adjacent

properties

c) Water system location

d) Sewerage system location

e) North arrow to show orientation

f) Underground utilities which are possible sources of contamination to a buried bulk water tank

(storm sewer, sanitary sewer, oil/gas lines, etc.)

6. Design parameters

7. Tank:

1. Tank should be sized to provide 3 to 5 days storage; however, the tank should not be less than

either 2,500 gallons or the size of the water hauler’s tank. Under special conditions or extremely

low flows, tanks smaller than 2,500 gallons can be considered. Supplemental chlorination may

be necessary if the tank will sized for more than 5 days of storage. A very large hauled water

system shall be constructed with multiple tanks that can be independently isolated and de-

watered to facilitate cleaning and maintenance.

2. Tank materials include: concrete, fiberglass, plastic and steel. Steel tanks should not be buried.

Buried fiberglass or plastic tanks must be secured to a concrete pad to address flotation

concerns. If in an area of VOC contamination, fiberglass and plastic tanks are not permitted

below grade.

3. Means to evaluate water level

4. Low level alarm

5. 24 inch diameter access manhole

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6. Sanitary fill

7. Overflow

8. Vent

9. Security

10. Drain

11. Final grading provides positive drainage away from tank

8. Discharge pump/pressure tank:

1. Discharge pump capacity ≥ peak hourly demand

2. Discharge pump centerline to be below lowest water level

3. Pressure tank(s) drawdown must satisfy pump manufacturer’s minimum run time

9. Miscellaneous:

1. Sample tap(s)

2. Associated piping approved for potable water

3. Identification of water hauler (must be registered with the local health department)

4. Identification of water source(s) (must be from an approved municipal supply)

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Central Office

Lazarus Government Center

50 W. Town St., Suite 700

Columbus, OH 43215

(614) 644-3020

Northwest District Office

347 N. Dunbridge Rd.

Bowling Green, OH 43402

(419) 352-8461

(800) 686-6930

Northeast District Office

2110 E. Aurora Rd.

Twinsburg, OH 44087

(330) 963-1200

(800) 686-6330

Central District Office

Lazarus Government Center

50 W. Town St., Suite 700

Columbus, OH 43215

(614) 728-3778

(800) 686-2330

Southeast District Office

2195 E. Front Street

Logan, OH 43138

(740) 385-8501

(800) 686-7330

Southwest District Office

401 E. Fifth St.

Dayton, OH 45402

(937) 285-6357

(800) 686-8930

Toll-free numbers are for citizens with questions or concerns about environmental issues.

The regulated community should use the business line for routine business.

Spills and emergencies should be reported to (800) 282-9378.