12-003 Code Vt. R. 12-030-003-X - CHAPTER 21 - WATER SUPPLY RULE
Introduction.
Applicability of This Rule
This rule, known as the Water Supply Rule, applies to all Public water systems in Vermont, which include Public water systems, and bottled water systems. Only portions of this rule apply to each type of water system. The section below, entitled "Types of Water Systems," helps the reader to identify his or her type of water system. There may also be other jurisdictions with regulations affecting water systems. This rule is not intended to, and does not affect, modify or repeal existing orders of the Board of Health.
Purpose of This Rule
This rule is intended to serve a number of purposes. First, and most important, the rule's primary purpose is to regulate water systems in the state so that they provide clean and safe drinking water to Vermont's citizens. The rule also establishes well construction standards (contained in Part 12 of Appendix A).
Second, by implementing this rule, Vermont qualifies to retain "primacy" for the Safe Drinking Water Act from the federal US Environmental Protection Agency (EPA). Primacy means that the state will administer the federal regulations that apply to all public water systems in the country, instead of EPA. Without state regulations that are at least as strict as the federal ones, Vermont may not administer the federal regulations.
Having primacy represents an advantage to Vermont's water systems. The federal regulations contain some optional provisions that create exceptions to the regulations when mitigating factors make it difficult or impossible to follow the regulation. Also, there are situations where interpretations of the federal regulations can be made by states with primacy that provide some benefit to the public water systems. EPA has stated that, in the event that they have to administer their own rules in a state without primacy, they will not have the resources to provide most of these permitted exceptions to the regulations.
Types of Water Systems
This rule varies in its applicability to the different types of water systems. Due to the comprehensive nature of this rule, and for the convenience of the reader, the water systems have been categorized into groups, and the introduction at the beginning of each subchapter in the rule explains which sections apply to which water systems. Also, when these categories of water systems are referred to in this rule, they are displayed in bold type. The following figure displays the different categories in graphical format, although the reader is cautioned that there are formal definitions for each type of water system contained in the Rule.
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Public and Non-Public
All water systems are initially classified as either Public water systems or Non-Public water systems. Classification as a Public water system depends on the number of service connections (15 or more) or people served (25 or more) by the system, as is explained in the definition for Public water systems in Subchapter 21-2.
Community and Non-Community
Public water systems are further subdivided into Public Community water systems and Public NonCommunity water systems. Generally, Public Community water systems are those which serve residents on a year-round basis, while Public Non-Community water systems serve nonresidential groups of people (e.g., restaurants, schools).
Non-Transient and Transient
Public Non-Community water systems are further subdivided into those systems who serve non-residential users who don't change over time (Public Non-Transient Non-Community water system), such as schools and offices, and those non-residential users who do change over time (Public Transient Non-Community water system), such as restaurants and motels.
Bottled water systems are considered to be a special case of Public water systems, and are regulated specifically under Subchapter 21-11. They are not included in the categories addressed here.
In summary, then, there are four categories of water systems referred to throughout this rule and grouped for convenience:
The formal definitions for (a) through (d) above (i.e., the Public water systems) are contained in Subchapter 2, Definitions. Public water systems are also subject to regulation under the federal Safe Drinking Water Act. By enacting this rule, the federal regulations will be administered by the Department of Environmental Conservation when it has "primacy," or primary administrative and enforcement authority.
The design and construction standards for Public Non-community water systems are contained in Appendix A, Part 11. Continued operating requirements, including operating permits, fees, and other requirements, are administered by the Drinking Water and Groundwater Protection Division of the Department of Environmental Conservation.
Organization of the Rule
The complete Water Supply Rule consists of the sixteen subchapters and four appendices. The chapters are divided into Sections (e.g., 2.12) and Subsections (e.g., 2.18(a)(1)). Each subchapter contains a brief introduction which identifies which type(s) of water systems are regulated by that subchapter. These subchapters contain regulatory requirements that water systems must follow.
Appendix A of the rule contains the Vermont Standards for Water System Design, Construction, and Protection. These are technical standards that apply to persons designing, constructing, and operating water systems. This appendix contains twelve Parts, and the introduction at the beginning of the appendix identifies which parts of the appendix apply to which water systems. The numbering in Appendix A is divided into Parts (e.g., 5) and Subparts (e.g., 5.1.2(a)).
Parts 1 through 9 of Appendix A apply to Public Community water systems and Bottled water systems with sources in Vermont. Part 11 contains the technical standards for Public Non-community water systems which are considerably simplified from those for Public Community systems. Finally, Part 12 contains standards for water sources for which permits are required from the Drinking Water and Groundwater Protection Division.
Appendix B contains the requirements for the Long Range Plan, a document required under the. rules, whose purpose is to assist water systems in proper planning for the continued viability of their systems.
Appendix C is a table of the sampling frequencies required for bacteriological monitoring.
Appendix D contains the standards for Operation & Maintenance (O&M) Manuals, which are also required under this rule.
Introduction
This subchapter applies to all water systems.
This rule is adopted under the authority of 10 V.S.A. Chapter 48, Groundwater Protection; 10 V.S.A. Chapter 56, Public Water Supply; and 18 V.S.A. § 1218. Related statutes include: 3 V.S.A. § 2822 (j), regarding fees; 18 V.S.A. § 501b, regarding certification of laboratories; 18 V.S.A. § 503, regarding use of laboratory by people; and 24 V.S.A. Chapter 120, regarding funding of public water supply planning and construction.
This rule refers to and adopts the authority of the Federal Safe Drinking Water Act: 42 U.S.C. 300 f. et. seq. and except as explicitly provided herein, the rule adopts and incorporates by reference the National Primary Drinking Water Regulations, 40 CFR 141 (July 1, 2009), the National Primary Drinking Water Regulations Implementation, 40 CFR 142 (July 1, 2009),and the National Secondary Drinking Water Regulations, 40 CFR 143 (July 1, 2009), under an agreement with the US Environmental Protection Agency, by which the State of Vermont has primary enforcement authority (primacy) in Vermont for the Safe Drinking Water Act.
Where necessary to protect the public health, but subject to appeal, the Secretary may require additional drinking water permit conditions under this rule.
The purpose of this rule is to protect the public health by assuring safe, affordable drinking water from Public Water systems, and to implement and enforce the provisions of the Federal Safe Drinking Water Act and Vermont statutes.
The granting of a permit under this rule does not relieve the water supplier of the responsibility for the satisfactory functioning of the water system, nor limit his/her responsibility or liability under other statutes or rules.
DEFINITIONS AND ABBREVIATIONS
Introduction
This subchapter applies to the following water systems:
Additional definitions applying only to Non-Community water systems and Non-public water systems requiring permits are contained in Part 11 of Appendix A.
Additional definitions are also contained in 40 CFR, Sections 141.2, 142.2, and 143.2 which are adopted herein. These definitions apply to federal regulations which affect Public water systems (see below for definition of Public water systems).
The following definitions and abbreviations shall apply in the interpretation and enforcement of this rule.
ACTION LEVEL means the concentration of a substance in drinking water which clearly provides adequate public health protection, as determined by the Vermont Department of Health.
AGENCY means the Vermont Agency of Natural Resources.
BOTTLED WATER means any non-carbonated, non-flavored water placed in a sealed container for sale or distribution to the public with the express or implied intent of providing water for human consumption.
BOTTLED WATER SYSTEM means a Public water system which bottles drinking water for public distribution and sale. A Domestic Bottled Water System is a Bottled Water System with at least one source located within Vermont. An Imported Bottled Water System is a Bottled Water System with all sources located outside of Vermont.
BULK WATER means drinking water delivered to consumers or water purveyors by means other than pipeline or bottled water.
CAPACITY means that a public water system has the technical, financial, and management capabilities to consistently comply with current performance standards, including the requirements of this rule and the Safe Drinking Water Act, 42 U.S.C. Section 300f et. seq., as amended.
CERTIFIED OPERATOR means any person who has a responsibility for the operation of any water system and holds the class of certification equal to or greater than the class of the water system.
CLEAN COMPLIANCE HISTORY means having no E. coli violations, no monitoring violations under 40 CFR 141 Subpart Y, no coliform Treatment Technique trigger exceedances, or coliform Treatment Technique Violations.
COLIFORM TREATMENT TECHNIQUE VIOLATION means a violation that occurs when a water system exceeds a treatment technique trigger pursuant to 40 CFR 141.859 and fails to conduct the required assessment or corrective actions within the timeframe specified or when a seasonal system fails to complete a state start-up procedure.
COLOR UNIT means the color produced by 1 mg/l platinum in the form of the chloroplatinate ion.
COMMISSIONER means the Commissioner of the Vermont Department of Environmental Conservation or the Commissioner's designee.
CONFINING LAYER means a continuous, extensive geologic unit of low permeability.
CONSECUTIVE WATER SYSTEM means a public water system that is permitted to receive some or all of its finished water from one or more wholesale systems. Delivery may be through a direct connection or through the distribution system of one or more consecutive systems or a non-piped connection via water delivery via tanker truck or trailer.
CROSS CONNECTION means any actual or potential connection between the public water supply and a source of contamination or pollution.
DEPARTMENT means the Vermont Department of Environmental Conservation.
DESIGNATED CERTIFIED OPERATOR means the certified operator designated by the water facility owner to be responsible for quality, quantity, process control, and system integrity decisions involving public health, treatment, storage, distribution, and standards compliance. The Designated Certified Operator shall hold a valid certification equal to or greater than the classification of the treatment facility or distribution system or both. This individual may delegate responsibilities to Certified operators or uncertified on-site personnel. Compliance with the requirements of this rule with respect to any delegated tasks are the ultimate responsibility of the Designated Certified Operator.
DRINKING WATER means non-carbonated, non-flavored water that is intended for human consumption or other consumer uses whether provided by a Public water system or in a container, bottle or package or in bulk, including water used for production of ice, foodstuffs or other products designed for human consumption.
DRINKING WATER FACILITY means a bottled or bulk water facility requiring a permit to operate under this rule.
ENTRY POINT TO THE DISTRIBUTION SYSTEM: (also referred to as "entry point") The location at which water enters the distribution system from any applicable source(s), storage tank, pumping facility, treatment plant or other water system facility immediately prior to or at the first location where water can be consumed. This location reflects all applicable source water treatment and disinfection contact time.
EMERGENCY SOURCE means a water source which is not permitted for use by a Public water system. It is identified only as an alternate water source that may be used for a limited duration emergency in the event of an unforeseen circumstance that prevents the water system's permitted sources from supplying either adequate quantity or quality of water.
GROSS BETA ACTIVITY means the total radioactivity due to beta particle emission as inferred from measurements on a dry sample.
GROUNDWATER means water below the land surface in a zone of saturation.
HYDROGEOLOGIST means a person with training or experience in bedrock geology, glacial geology, and groundwater hydrology sufficient to prepare adequately the hydrogeologic analyses required by this rule.
INFILTRATION GALLERY means a subsurface collection system located so as to intercept ambient groundwater or surface water flow and generally designed with roughly horizontal collection pipes.
LABORATORY CERTIFICATION means that a laboratory meets the minimum Vermont Department of Health requirements for specific parameters and that the laboratory is granted approval for analyses of these parameters for a maximum of three (3) years.
LEVEL 1 SITE ASSESSMENT means, as defined in 40 CFR § 141.2, a detailed inspection by the water system's operator or an operator of the same or higher class, that looks for all possible sanitary defects that could allow bacterial contamination into the system and examines sample protocol, methods, and sampling equipment used in collecting coliform samples. This is a form comprised of yes/no answers to assist in the operator's ability to assess the system.
LEVEL 2 SITE ASSESSMENT means an event triggered under the requirements of 40 CFR § 141.859 i-iii. The site assessment is a comprehensive inspection performed by the State or a party approved by the State with specific training necessary to perform these detailed reviews. The question form is complex and involves detailed review of system infrastructure, interviews with system staff, and investigation of protocol, methods, and sampling equipment used in collecting coliform samples. This is a detailed form comprised of specific questions and topics designed to identify possible defects.
MAN-MADE BETA PARTICLE AND PHOTON EMITTERS means all radionuclides emitting beta particles and/or photons listed in Maximum Permissible Body Burdens and Maximum Permissible Concentration of Radionuclides in Air or Water for Occupational Exposure, NBS Handbook 69, except the daughter products of thorium 232, uranium-235 and uranium-238.
MICROSCOPIC PARTICULATE ANALYSIS (MPA) means the analysis described in the US Environmental Protection Agency document, "Consensus Method for determining groundwaters under the direct influence of surface water using microscopic particulate analysis" (EPA document # 910/9-92-029).
MONITORING WELL means any well constructed for the purpose of monitoring groundwater quantity or quality.
OPERATOR means an individual who accepts responsibility for operational activities that will directly affect the quality and/or quantity of drinking water provided to consumers, and who is certified as such by the State of Vermont.
OWNER means the person(s) who owns or has an ownership interest in a Public water system. An OWNER may designate an authorized representative who has the authority to act on the owner's behalf in all matters regarding the Public water system, and is designated to be the contact person in place of the OWNER for all communications from the Secretary regarding the water system.
PERMIT means a written document issued by the Secretary (see below) pursuant to these regulations, giving a designated person approval to operate and/or construct, alter or renovate a specific water system or drinking water facility.
PERSON means an individual, partnership, fire district, association, cooperative, syndicate, company, firm, trust, corporation, government corporation, municipal corporation, institution, state, federal, or municipal government department, division, bureau, agency, or any other entity recognized by law.
POTABLE WATER means water free from impurities in amounts sufficient to cause disease or harmful physiological effects, and having bacteriological, chemical, physical and radiological quality conforming to applicable standards of the Secretary.
POTENTIAL SOURCE OF CONTAMINATION means any activity or condition which may adversely affect water quality.
PRIMARY DRINKING WATER STANDARD means a standard which:
PROTECTED SOURCE means a source that has no outstanding sanitary defects, has a valid source permit or otherwise is acknowledged as predating the permitting program but has been recognized as a source serving the water system, has a valid Groundwater Under the Direct Influence of Surface Water determination and is determined to be groundwater, and for NTNC and Community drinking water system, does not have an outstanding Source Protection Plan or Source Protection Plan Update. This is included for the purpose of compliance with 40 CFR § 141 subpart Y.
PUBLIC WATER SOURCE means any surface water or groundwater intake used, or permitted to be used, as a source of drinking water for a Public water system.
PUBLIC WATER SOURCE PROTECTION AREA means a surface and subsurface area from or through which contaminants are reasonably likely to reach a Public water system source.
PUBLIC WATER SYSTEM means any system(s) or combination of systems owned or controlled by a person, that provides drinking water through pipes or other constructed conveyances to the public and that has at least fifteen (15) service connections or serves an average of at least twenty five (25) individuals daily for at least sixty (60) days out of the year. Such term includes all collection, treatment, storage and distribution facilities under the control of the water supplier and used primarily in connection with such system, and any collection or pretreatment storage facilities not under such control which are used primarily in connection with such system. Public water system shall also mean any part of a system which does not provide drinking water, if use of such a part could affect the quality or quantity of the drinking water supplied by the system. Public water system shall also mean a system which bottles drinking water for public distribution and sale (see also Bottled Water System).
PUBLIC WATER SYSTEM CLASS means the grouping of Public water systems based on type of treatment technology and type of Public water system. A Class may, where appropriate, also be grouped according to size of population served by the system.
PUBLIC WATER TREATMENT PLANT means a facility providing for the treatment of water, or the protection of water by treatment, by any one, or any combination of the controlled processes of coagulation, flocculation, sedimentation, adsorption, filtration, disinfection, or other processes which produce potable water.
REPEAT COMPLIANCE PERIOD means any subsequent compliance period after the initial compliance period.
REGIONAL ADMINISTRATOR means the Regional Administrator of the United States Environmental Protection Agency, Region 1, in Boston, Massachusetts.
REGISTERED PROFESSIONAL ENGINEER means an engineer registered with the Vermont Board of Professional Engineering.
RESPONSIBLE CHARGE means the operator(s) in responsible charge is defined as the person(s) designated by the owner to be the certified operator(s) who makes decisions regarding the daily operational activities of a public water system, water treatment facility and/or distribution system that will directly affect the quality and/or quantity of drinking water.
RUNNING ANNUAL AVERAGE means the average of all sample analytical results taken during the previous four calendar quarters.
SANITARY DEFECT means a defect that could provide a pathway of entry for microbial contamination into the water system or that is indicative of a failure or an imminent failure of an existing barrier.
SANITARY SURVEY means an onsite review of the water source, facilities, equipment, operation and maintenance of a public water system for the purpose of evaluating the adequacy of such source, facilities, equipment, operation and maintenance for producing and distributing safe drinking water.
SEASONAL SYSTEM means the only type of system in Vermont to be categorized as a seasonal water system are select TNC systems. These systems must startup and shutdown throughout the year and be closed for an entire calendar quarter (January - March; April - June; July - September; or October -December). If the water system serves water in each calendar quarter of the year, they are considered year-round, even if they close for part or most of the monitoring period. Seasonal systems may or may not completely depressurize during their off- season. It is possible for a water system to have multiple seasonal periods in which they serve public population(s).
SECONDARY DRINKING WATER STANDARD means a standard which is not a primary standard, which applies to Public water systems, and specifies the maximum contaminant levels which, in the judgment of the Secretary, are requisite to protect the public welfare. Such standards may apply to any contaminant in drinking water which may:
SECRETARY means the Secretary of the Agency of Natural Resources or the Secretary's designee.
SERVICE CONNECTION means each single family home, each living unit within a condominium, single rental unit, mobile home, store, or other commercial, educational, or industrial establishment, or other living unit which obtains water from a water system.
SHALL means that the person or system designated must comply with the associated action verb or be subject to enforcement action (see SHOULD).
SHOULD means that compliance with the associated action verb is recommended, but not required and that no enforcement action will follow (see SHALL).
SOURCE PROTECTION AREA means a PUBLIC WATER SOURCE PROTECTION AREA (see above).
SPRING means a groundwater source entirely dependent on gravity to move water from the source to the distribution system.
SURFACE WATER (for purposes of determining isolation distance from a groundwater source under Subsection 3.5.8) means any body of surface water including rivers, streams, creeks, brooks, reservoirs, natural or artificial ponds, lakes, swamps and marshes which have discernible edges and in which terrestrial vegetation does not grow.
TURBIDITY UNIT (TU) means the unit of measurement of particulate matter in a water sample based upon a comparison of the intensity of light scattered by the sample under defined conditions with intensity of light scattered by a standard reference suspension under the same conditions.
UNCERTIFIED ON-SITE PERSONELL means any person who performs activities or tasks related to water system operation but does not hold a valid certification from the State of Vermont or holds a certification lower than what is required for the subject water system. This individual is performing activities under the direction and certification of the Designated Certified Operator. This person may not make process control/system integrity decisions about water quality and quantity that may affect public health.
VERMONT HEALTH ADVISORY LEVEL means the concentration of a substance in drinking water below which the water does not pose a public health risk, or public health hazard as defined in 18 V.S.A. Chapter 1, and for which there is no Maximum Contaminant Level identified in this rule.
VIRUS means a virus of fecal origin which is infectious to humans by waterborne transmission.
VULNERABLE means a Public water system, or source, which is at risk of contamination by a constituent or constituents because of known conditions in the water system, geologic setting, or land uses in the source protection area.
WATER SUPPLIER means any person who owns or operates a Public water system or who provides or sells bottled or bulk drinking water.
WATER VENDING MACHINE shall mean a water-connected vending machine designed to dispense drinking water, and to reduce or remove turbidity, off-tastes and odors and to provide disinfection. Processes for dissolved solids reduction or removal may also be used.
WELL means any hole drilled, driven, bored, excavated, or created by similar method into the earth to locate, monitor, extract, or recharge groundwater where the water table or potentiometric surface is artificially lowered through pumping.
ANSI means the American National Standards Institute
API means the American Petroleum Institute
ASME means the American Society of Mechanical Engineers
ASSE means the American Society of Sanitary Engineering
ASTM means the American Society for Testing Materials
AWWA means the American Water Works Association
BOCA means the Building Officials and Code Administration
CDC means the Center for Disease Control
CEUs means Continuing Education Units
CFR means Code of Federal Regulations
CT means "Concentration X Time" (see definition in 40 C.F.R. Subpart A)
DPD means N,N-diethyl-p-phenylenediamine or ferrous titrimetric
EPA means the Environmental Protection Agency, of the United States
GAC means Granular Activated Carbon
GMPRs means Good Manufacturing Practice Regulations
HAV means Hepatitis A Virus
NIOSH means National Institute for Occupational Safety and Health
NSF means the National Sanitary Foundation
NTNC means Non-Transient Non-Community
MPA means Microscopic Particulate Analysis
MCL means Maximum Contaminant Level
MCLG means Maximum Contaminant Level Goal mg/l means milligram per liter
MRDL means Maximum Residual Disinfection Level
NTNCWS means Non-Transient Non-Community Water System
O& M means Operation and Maintenance
OIT means Operator-In-Training
OSHA means the Occupational Safety and Health Administration
PE means Professional Engineer ppm means parts per million
PSI means pounds per square inch.
PSOC means Potential Sources Of Contamination
PVC means Polyvinyl Chloride
ROW means Right Of Way
SMCL means Secondary Maximum Contaminant Level
SPA means Source Protection Area.
SPP means Source Protection Plan
TDS means Total Dissolved Solids
TNC means Transient Non-Community
TNCWS means Transient Non-Community Water System
TU means Turbidity Unit
ug/l means microgram per liter
USC means United State Code
USGS means the United States Geological Survey
UV means Ultraviolet
VOSHA means the Vermont Occupational Safety and Health Administration
VDH means the Vermont Department of Health
VHA means Vermont Health Advisory
VOC means Volatile Organic Chemicals
V.S.A. means Vermont Statute Annotated
Introduction
Unless otherwise stated below, this subchapter applies to the following water systems:
This subchapter applies to Source Permits, Construction Permits, Operating Permits, and Approvals to Sell Bottled Water in Vermont. Operating Permits consist of Operating Permits.
This subchapter applies to Source Permits for Public Community, Non-Transient Non-Community, and Domestic Bottled water systems.
For Public Transient Non-Community water systems, Construction Permits and development of new drinking water sources are administered by the Drinking Water and Groundwater Protection Division.
A permit issued under this rule allows specific actions by the permittee. However, it does not relieve the permittee of obligations he or she may have under other statutes, regulations or permitting authorities including but not limited to Act 250, Agency of Natural Resources, Department of Public Safety, Department of Agriculture, Food and Markets, Department of Education, Public Service Board, Agency of Human Services, and Department of Public Service.
A request for approval of alternatives to the requirements of the Vermont Standards for Water System Design, Construction and Protection (Appendix A) shall be filed in writing. The application for a variance shall state the manner in which the proposed system or design varies from the specified criteria of these standards, and a basis for finding that the proposal meets the criteria set forth in Subsection 3.7.2 below. Requests for approval under this section shall be reviewed by the Secretary within 30 days of application.
For Public Transient Non-Community Construction Permits, variances may only be issued under the criterion in Subsection 3.7.2(e), below.
The Secretary shall maintain a file available to the public of all decisions issued under this section.
The Secretary may permit an alternative to the requirements of the standards in Appendix A upon finding that:
The Secretary may require bonding or other security of an appropriate amount to ensure performance or replacement of any alternative in the event that it fails to meet the purpose of this rule. Security or bonding shall be established for a specified time period in each case.
The Secretary shall make the decision to allow or deny an alternate proposal in writing and shall state the reasons therefore. A copy of each decision granted or approved under this section shall be posted for at least one month in the offices of the municipalities in which the project is located. Additionally, public notification to the users of the system shall be made in accordance with the provisions of Subchapter 2110.
On petition of a person who may be affected by a statute or rule administered by the Agency, the Secretary shall issue a declaratory ruling as to the applicability of any statutory provision or any rule as provided for in 3 V.S.A. § 808.
The Secretary may issue a permit to the applicant subject to the conditions consistent with the purposes of this rule. No person shall proceed with a construction project except in accordance with the terms and conditions of the permit.
Introduction
This subchapter applies to the following water systems:
Source permits for Public Community and Domestic Bottled water systems shall be governed by Section 4.1 of this subchapter, and the requirements of Appendix A, Part 3. Source permits for Public Non-Transient Non-Community water systems shall be governed by Appendix A Part 11.
Construction permits for, or improvements to, Public Community and Domestic Bottled water systems shall be governed by Section 4.2 of this subchapter, as well as the requirements of Appendix A, Parts 1 through 10, and 12.
Construction permits for Public Non-Transient Non-Community, and Public Transient Non-Community water systems shall be governed by Sections 4.2.4, and 4.2.8 of this subchapter and the requirements of Appendix A, Parts 11 and 12. For Public Non-Transient Non-Community and Public Transient NonCommunity water systems, some provisions of Parts 1-10 apply and are clearly noted in the text of Part 11 of Appendix A.
No person shall begin construction of, alter, renovate, or convert for use as a Public water system, any system or any portion thereof, except as provided in Section 4.0.2 of this subchapter, without first receiving a Source Permit or Construction Permit from the Secretary.
No Construction Permit for Public water systems will be required for minor system improvements such as replacement of hydrants on existing distribution line(s), pipe extension projects of less than 500 feet, minor alterations or maintenance of an existing water system, and no source permit will be required for minor maintenance such as replacement of source pump or source structure repair, which would not in and of itself affect the quality or quantity of water service rendered, providing work is done according to the Vermont Standards for Water System Design, Construction and Protection (see Appendix A of this rule). It is recommended that the water supplier contact the Secretary for consultation on plans for minor improvements.
In addition to meeting the applicable requirements of this rule, all water system changes including construction, alteration, renovation, installation, extension and/or connection after the date this rule become effective shall conform to the Vermont Standards for Water System Design, Construction and Protection in Appendix A.
For the purpose of determining first-in-time for rights to water source development or groundwater degradation, and to accommodate compatible land uses, the following shall be recognized as initiating a project:
The Secretary uses a step-by-step process culminating in the permitting of a Public Community and Domestic Bottled water source. No Source Permit or Construction Permit will be issued until all of the Secretary's concerns are addressed.
Applicants for a Source Permit shall apply for and receive, as appropriate:
Application Form
The purpose of the Source Permit Application is to record information required to determine whether the site at the proposed location is suitable for source construction.
Applications for a Source Permit shall be submitted on forms provided by the Secretary that request information such as maps indicating source locations, nearby land use activities, project plans, and property ownership.
A site inspection shall be conducted by the Drinking Water and Groundwater Protection Division, along with the applicant and/or consultants.
The Secretary shall give public notice for each proposed public water source by publication in a newspaper of general circulation for the area containing the proposed system and by posting a notice in the clerk's office for the municipality containing the proposed source. The Secretary shall provide an opportunity for written comment or a public hearing, or both, on the application before ruling on the application.
The purpose of the source testing application is to provide the applicant and Secretary with a review of the information needed to determine that the testing and data to be collected will address the concerns of the Secretary with respect to source yield, quality, site, interference/allocation, source protection area delineation, ground water under the direct influence of surface water, and the risk from potential sources of contamination.
Source evaluation reports must be prepared under the supervision of a hydrogeologist or engineer, knowledgeable in the field of well hydraulics and contaminant hydrogeology. Each report must consider and comment on the following:
The Secretary shall give public notice of each proposed Public water source protection area by publication in a newspaper of general circulation for the area containing the proposed protection area and by causing a notice to be posted in the clerk's office for the municipality containing the proposed area. The Secretary shall also give notice to landowners within the source protection area and all appropriate officials of municipalities and state agencies. The Secretary shall provide an opportunity for written comment or a public hearing, or both, on the proposed area before designating the area.
In addition to meeting applicable requirements of this rule, all new Public Community and Non-Transient Non-Community water systems shall submit a long range plan (including but not limited to managerial capacity and financial capacity criteria. See Appendix B) and an Engineer's Report (See Appendix A, Subpart 1.2). This plan and report must be approved by the Secretary and a determination made that the system has demonstrated capacity in accordance with Subchapter 21-15 and other applicable requirements prior to issuance of a construction permit.
New water systems and modifications to water systems shall be constructed in accordance with the plans and specifications approved by the Secretary. Proposed deviations from the approved plans or specifications, operating units, the functioning of water treatment processes, or proposed change in the quality of the water to be delivered must be submitted in writing, except for minor field changes, for review and approval. A construction permit shall be obtained or amended by the Secretary before such changes are made.
A construction permit may be suspended or revoked in accordance with Section 3.2 of this rule.
To the extent practicable, no new or expanded water system, or parts thereof, shall be located at a site which:
Construction permits issued under this rule may include, but shall not be limited to, conditions which:
For Public Community, Public Non-Transient Non-Community, and Domestic Bottled water systems, a construction permit shall be valid for two years, and may be renewed at the discretion of the Secretary.
A construction permit for a Public water system shall not be issued or renewed if the Secretary determines that operation of the system will constitute a public health hazard or public health risk.
In cases where the Public Service Board has authority over a water system, a condition of any construction permit issued will require that the applicant receive a Certificate of Public Good (CPG) from the Board prior to commencing any construction. In the event that the CPG requires material modifications to the approved plans and specifications, the applicant must receive an amended construction permit from the Secretary before beginning construction.
Water systems under the jurisdiction of the Public Service Board are specified in 30 V.S.A., § 203(3), and are generally any system, not municipally owned, which sells water to one or more users. Applicants are encouraged to contact the clerk of the Public Service Board for additional information.
An applicant for a construction permit under this rule is responsible for timely application to the Public Service Board for its approval of the proposed water system and its rates.
Introduction
This subchapter applies to:
No person shall conduct, control, manage, operate or maintain a Public water system without first receiving from the Secretary an operating permit.
The water supplier shall post the current and valid operating permit in a conspicuous place at the Public water system headquarters or Public water system treatment plant.
Public water system operating permits issued under this rule may include, but shall not be limited to, conditions which:
The maximum daily output and average daily output of the system or source shall be determined by the Secretary during the source permitting process in accordance with Part 3 of Appendix A. Factors limiting the maximum and daily output of the system or source may include, but shall not be limited to:
Introduction
This subchapter applies to:
Waivers of the requirements of this section may be granted by the Secretary, in accordance with the provisions of Subsection 6.2.2.
The Secretary, when making the determination under this subsection, will use the criteria established under the provisions of 40 CFR, § 142.16 as set out in Appendix A, Subpart 3.4.
All water systems using groundwater sources shall provide the Secretary information necessary to determine whether a source is under the direct influence of surface water.
Public water systems that use surface water or groundwater under the direct influence of surface water and serve 10,000 people or more shall comply with the provisions of 40 CFR, Part 141, Subpart P -Enhanced Filtration and Disinfection. See Subsection 7.9 for Composite Correction Program requirements.
All Public water systems that use surface water or ground water that is under the direct influence of surface water shall comply with the provisions of 40 CFR, Subpart T Sections 141.500-571 and Subpart W Sections 141.700-723. The purpose of the Long Term 2 Enhanced Surface Water Treatment (LT2) rule is to reduce disease incidence associated with Cryptosporidium and other pathogenic microorganisms in drinking water.
Public Community and Non-Transient Non-Community water systems which add a chemical disinfectant to the water in any part of the drinking water treatment process shall comply with the provisions of 40 CFR, Part 141, Subpart L Section 141 . 130-135, Disinfectant Residuals, Disinfection Byproducts, and Disinfection Byproduct Precursors and Subpart G - National Primary Drinking Water Regulations: Maximum Contaminant Levels and Maximum Residual Disinfectant Levels.
The Stage 2 Disinfection Byproduct (DBP) rule applies to Public Community and Non-Transient NonCommunity water systems that add and/or deliver water that is treated with a primary or residual disinfectant other than ultraviolet light. These systems shall comply with the provisions of 40 CFR Part 141, Subpart U Section 141.600-605 and Subpart V Section 141.620-629. The Stage 2 DBP rule builds upon earlier rules that addressed disinfection byproducts to improve drinking water quality and provide additional public health protection from disinfection byproducts.
All Public water systems, except Domestic Bottled water systems, shall comply with the provisions of 40 CFR, Part 141, Subpart I, Control of Lead and Copper, including Section 141.80-91.
Systems shall complete the assessment and submit the form within 30 days. These are completed by any certified operator of the same class of the system or greater. The forms have contact phone numbers for Division staff to assist in the process if the system has questions while performing the assessment.. Systems must seek an extension in writing, using the Level 1 form if additional time is required for the assessment. Staff will follow-up with the necessary system personnel after manually reviewing the form if there is need for discussion.
Level 2 site assessments are conducted by trained individuals or Division staff. The forms have contact phone numbers for Division staff to assist in the process if the system has questions while performing the assessment. Systems must seek an extension in writing, using the water system portion of the Level 2 form if additional time is required for the assessment.
Staff will follow-up with the necessary system personnel after manually reviewing the form if there is need for discussion.
The fecal indicator for all public water systems in Vermont shall be E.coli.
All Public water systems shall conduct organic chemical monitoring in accordance with 40 CFR § 141.24, Organic Chemical, Sampling and Analytical Requirements.
All Public water systems shall conduct radionuclide monitoring in accordance with 40 CFR, § 141.26, Monitoring Frequency for Radioactivity in Community water systems.
All Public water systems using surface water sources and groundwater sources under the direct influence of surface water (see definition in 40 CFR, § 141.2) must comply with the provisions of 40 CFR, Part 141, Subpart H, Recycle Provisions.
The Maximum Contaminant Levels and Maximum Residual Disinfectant Levels of 40 CFR Part 141 are adopted herein. The Secretary, with the concurrence of the Vermont Commissioner of Health, has established a more stringent MCL for uranium (listed in Table 6-1) than published in 40 CFR, Part 141. The Secretary has also adopted the Vermont Department of Health's Health Advisory for Nickel as an MCL and the Vermont Department of Health's Health Advisory for five per- and polyfluoroalkyl substances (PFHxS, PFHpA, PFNA, PFOS, and PFOA) as a cumulative (sum of all 5 analyte results) MCL.
Table 6-1 summarizes the contaminants and the maximum contaminant level (MCL) and maximum residual disinfectant level (MRDL) standards which apply to Public water systems. If any discrepancy exists between the values in Table 6-1, with the exception of nickel, uranium, PFHxS, PFHpA, PFNA, PFOS, and PFOA, and the referenced sections in 40 CFR, Part 141, the MCLs in 40 CFR, Part 141 shall apply.
Table 6-1 also summarizes the maximum contaminant level goals (MCLG) and the maximum residual disinfection level goals (MRDLG) which apply to Public water systems. If any discrepancy exists between the values in Table 6-1, with the exception of nickel, and the referenced sections in 40 CFR, Part 141, the MCLGs and MRDLGs in 40 CFR, Part 141 shall apply.
The provisions of 40 CFR, Section 142.63, prohibiting variances and exemptions from the MCL for total coliform, is adopted herein.
Table 6-1 -CONTAMINANT STANDARDS
|
CONTAMINANT |
STANDARD MCL or MRDL as noted (mg/l unless otherwise noted)* |
MCLG or MRDLG (as noted) |
Initial Source Testing Required |
|
1. Microbiological |
MCL |
MCLG |
|
|
A. Total coliform bacteria |
None |
Zero (including fecal coliforms and Escherichia coli |
Yes |
|
B. Fecal Coliform or Escherichia coli (E. coli) repeat samples |
When the system has an E. coli- positive repeat sample following a total-coliform routine sample; a total coliform- positive repeat sample following an E. coli-positive routine sample; the system fails to take all required repeat samples following an E. coli-positive routine sample; or the system fails to test for E. coli when any repeat sample tests positive for coliform |
Zero |
Yes |
|
Giardia lamblia |
---- |
zero |
Only if MPA testing required |
|
Viruses |
--- |
zero |
No |
|
Legionella |
--- |
zero |
No |
|
Cryptosporidium |
--- |
zero |
Only if MPA testing required |
|
2. Turbidity |
Yes |
||
|
A. Unfiltered systems required to install filtration |
See 40 CFR, $S141.13 |
--- |
--- |
|
B. Unfiltered systems that have been granted approval for avoiding filtration |
See 40 CFR, $S141.71 |
--- |
--- |
|
C. Conventional, Direct, Slow Sand, Diatomaceous earth filtration and other filtration technologies |
See 40 CFR, $S141.73 |
--- |
--- |
|
3. Primary Inorganic Chemicals |
MCL |
MCLG |
|
|
Arsenic |
0.010 mg/l |
zero |
Yes |
|
Asbestos |
7 million fibers/liter (longer than 10 um) |
7 million fibers/liter (longer than 10 um) |
No |
|
Barium |
2 mg/l |
2 mg/l |
Yes |
|
Cadmium |
0.005 mg/l |
0.005 mg/l |
Yes |
|
Chromium |
0.1 mg/l |
0.1 mg/l |
Yes |
|
Copper |
1.3 mg/l (Action Level) |
1.3 mg/l |
Yes |
|
Fluoride |
4.0 mg/l |
4.0 mg/l |
Yes |
|
Lead |
0.015 mg/l (Action Level) |
zero |
Yes |
|
Mercury |
0.002 mg/l |
0.002 mg/l |
Yes |
|
Nitrate |
10.0 (as Nitrogen) |
10mg/l (as Nitrogen) |
Yes |
|
Nitrite |
1.0 (as Nitrogen) |
1 mg/l (as Nitrogen) |
Yes |
|
Total nitrate & nitrite |
10.0 (as Nitrogen) |
10 mg/l (as Notrogen) |
Yes |
|
Selenium |
0.05 mg/l |
0.05 mg/l |
Yes |
|
Antimony |
0.006 mg/l |
0.006 mg/l |
Yes |
|
Beryllium |
0.004 mg/l |
0.004 mg/l |
Yes |
|
Cyanide (as free cyanide) |
0.2 mg/l |
0.2 mg/l |
Yes |
|
Nickel |
0.1 mg/l |
0.1 mg/l |
Yes |
|
Thallium |
0.002 mg/l |
0.0005 mg/l |
Yes |
|
4. Disinfection Byproducts |
MCL |
MCLG |
|
|
Bromodichloromethane Dibromochloromethane Tribromethane (Bromoform) Trichloromethane (Chloroform) |
0.080 mg/l as the sum of all concentrations (Total Trihalomethanes): 0.080 mg/l |
Zero 0.06 mg/l Zero 0.07 mg/l |
No |
|
Monochloroacetic acid Dichloroacetic acid Trichloroacetic acid Monobromoacetic acid Dibromoacetic acid |
0.060 mg/l as the sum of all concentrations (Haloacetic acids (five) HAA5) |
0.07 mg/l Zero 0.02 mg/l No MCLG No MCLG |
No |
|
Bromate (systems treating with ozone) |
0.010 mg/l |
zero |
No |
|
Chlorite (systems treating with chlorine dioxide) |
1.0 mg/l |
0.8 mg/l |
No |
|
5. Disinfectant residuals |
MRDL |
MRDLG |
|
|
Chlorine |
4.0 mg/l (as Cl2) |
4 mg/l (as Cl2) |
No |
|
Chloramines |
4.0 mg/l (as Cl2) |
4 mg/l (as Cl2) |
No |
|
Chlorine Dioxide |
0.8 mg/l (as Cl2) |
0.8 mg/l (as Cl2) |
No |
|
6. Volatile Organic Chemicals |
MCL |
MCLG |
|
|
Vinyl Chloride |
0.002 mg/l |
zero |
Yes |
|
Benzene |
0.005 mg/l |
zero |
Yes |
|
Carbon Tetrachloride |
0.005 mg/l |
zero |
Yes |
|
1,2-Dichloroethane |
0.005 mg/l |
zero |
Yes |
|
Trichloroethylene |
0.005 mg/l |
zero |
Yes |
|
para-Dichlorobenzene |
0.075 mg/l |
0.075 mg/l |
Yes |
|
1,1-Dichlorethylene |
0.007 mg/l |
0.007 mg/l |
Yes |
|
1,1,1-Trichloroethane |
0.2 mg/l |
0.2 mg/l |
Yes |
|
cis-1,2-Dichloroethylene |
0.07 mg/l |
0.07 mg/l |
Yes |
|
1,2-Dichloropropane |
0.005 mg/l |
zero |
Yes |
|
Ethylbenzene |
0.7 mg/l |
0.7 mg/l |
Yes |
|
Monochlorobenzene |
0.1 mg/l |
0.1 mg/l |
Yes |
|
o-Dichlorobenzene |
0.6 mg/l |
0.6 mg/l |
Yes |
|
Styrene |
0.1 mg/l |
0.1 mg/l |
Yes |
|
Tetrachloroethylene |
0.005 mg/l |
zero |
Yes |
|
Toluene |
1 mg/l |
1 mg/l |
Yes |
|
trans-1,2-Dichloroethylene |
0. 1 mg/l |
0.1 mg/l |
Yes |
|
Xylenes (total) |
10 mg/l |
10 mg/l |
Yes |
|
Dichloromethane |
0.005 mg/l |
zero |
Yes |
|
1,2,4-Trichlorobenzene |
0.07 mg/l |
0.07 mg/l |
Yes |
|
1,1,2-Trichloroethane |
0.005 mg/l |
0.003 mg/l |
Yes |
|
7. Synthetic Organic Chemicals |
MCL |
MCLG |
|
|
Alachlor |
0.002 mg/l |
zero |
Yes |
|
Atrazine |
0.003 mg/l |
0.003 mg/l |
Yes |
|
Carbofuran |
0.04 mg/l |
0.04 mg/l |
Yes |
|
Chlordane |
0.002 mg/l |
zero |
Yes |
|
Dibromochloropropane |
0.0002 mg/l |
zero |
No |
|
2,4-D |
0.07 mg/l |
0.07 mg/l |
Yes |
|
Ethylene Dibromide |
0.00005 mg/l |
zero |
Yes only for groundwater sources |
|
Heptachlor |
0.0004 mg/l |
zero |
Yes |
|
Heptachlor Epoxide |
0.0002 mg/l |
zero |
Yes |
|
Lindane |
0.0002 mg/l |
0.0002 mg/l |
Yes |
|
Methoxychlor |
0.04 mg/l |
0.04 mg/l |
Yes |
|
Polychlorinated biphenols |
0.0005 mg/l |
zero |
Yes |
|
Pentachlorophenol |
0.001 mg/l |
zero |
Yes |
|
Toxaphene |
0.003 mg/l |
zero |
Yes |
|
2,4,5-TP Silvex |
0.05 mg/l |
0.05 mg/l |
Yes |
|
Benzo$(a$)pyrene |
0.0002 mg/l |
zero |
Yes |
|
Dalapon |
0.2 mg/l |
0.2 mg/l |
No |
|
Di(2-ethylhexyl) adipate |
0.4 mg/l |
0.4 mg/l |
Yes |
|
Di(2-ethylhexyl) phthalate |
0.006 mg/l |
zero |
Yes |
|
Dinoseb |
0.007 mg/l |
0.007 mg/l |
Yes |
|
Diquat |
0.02 mg/l |
0.02 mg/l |
No |
|
Endothall |
0.1 mg/l |
0.1 mg/l |
No |
|
Endrin |
0.002 mg/l |
0.002 mg/l |
Yes |
|
Glyphosate |
0.7 mg/l |
0.05 mg/l |
No |
|
Hexachlorobenzene |
0.001 mg/l |
zero |
Yes |
|
Hexachlorocyclopentadiene |
0.05 mg/l |
0.05 mg/l |
Yes |
|
Oxamyl (Vydate) |
0.2 mg/l |
0.2 mg/l |
Yes |
|
Picloram |
0.5 mg/l |
0.5 mg/l |
Yes |
|
Simazine |
0.004 mg/l |
0.004 mg/l |
Yes |
|
2,3,7,8-TCDD (Dioxin) |
3 x 10-8 mg/l |
zero |
No |
|
8. Radionuclides |
MCL |
MCLG |
|
|
Gross Alpha Particle Activity (including radium226 but excluding radon and uranium) |
15 pCi/l |
zero |
Yes |
|
Combined Radium-226 and Radium-228 |
5 pCi/l2 |
zero |
Yes |
|
Uranium |
20 ug/l |
zero |
Yes |
|
Beta particle and photon radioactivity from manmade Radionuclides1 |
An annual dose equivalent to the total body or any internal organ greater than 4 millirem/year (mrem/year)3 |
zero |
No |
|
Gross Beta Activity1 |
50 pCi/l |
--- |
No |
|
Tritium1 |
20,000 pCi/l |
--- |
No |
|
Strontium-901 |
8 pCi/l5 |
--- |
No |
|
8. Treatment Technique |
MCLG |
||
|
Acrylamide |
---- |
zero |
No |
|
Epichlorohydrin |
---- |
zero |
No |
|
9. Per- and polyfluoroalkyl substances (PFAS) |
Cumulative MCL |
MCLG |
|
|
Perfluorohexane sulfonic acid (PFHxS) |
0.000020 mg/l6 |
zero |
Yes |
|
Perfluoroheptanoic acid (PFHpA) |
0.000020 mg/l6 |
zero |
Yes |
|
Perfluorononanoic acid (PFNA) |
0.000020 mg/l6 |
zero |
Yes |
|
Perfluorooctanesulfonic acid (PFOS) |
0.000020 mg/l6 |
zero |
Yes |
|
Perfluorooctanoic acid (PFOA) |
0.000020 mg/l6 |
zero |
Yes |
|
* The conversion from mg/l to ug/l is 1 mg/l=1000 ug/l. As an example 5 mg/l is equal to 5000 ug/l. The conversion from mg/l to ng/l (ppt) is 1 mg/l =1,000,000 ng/l (ppt). As an example, 0.000020 mg/l is 20 ng/l. 20 ng/l is equivalent to 20 ppt. 1 Public Community Water Systems designated by the Secretary as vulnerable must sample for this contaminant 2 The combined radium-226 and radium-228 value is determined by the addition of the results of the analysis for radium-226 and radium 228. 3 See 40 CFR Section 141.66 for calculation of the MCL. 4 Average annual concentration assumed to produce a total body or organ doses of 4 mrem/yr. For tritium the critical organ is total body. See 40 CFR Section 141.66. 5 Average annual concentration assumed to produce a total body or organ doses of 4 mrem/yr. For strontium-90 the critical organ is bone marrow. See 40 CFR Section 141.66. 6 The MCL is 0.000020 mg/L for any combination of these PFAS: PFOA, PFOS, PFHxS, PFHpA, and PFNA. |
|||
Table 6-2 -DOMESTIC BOTTLED WATER MONITORING REQUIREMENTS
|
Category of Contaminant(1) |
Sampling Frequency |
Number of Samples |
|
|
Source |
Product |
||
|
Microbiological Total Coliform Heterotrophic Plate Count (HPC) |
Monthly(2) Monthly(2) |
1 1 |
4. 4 |
|
Primary Inorganic Chemicals (including lead and copper) |
3 Years |
1 |
1 |
|
Volatile Organic Chemicals |
3 Years |
1 |
1 |
|
Synthetic Organic Chemicals |
3 Years |
1 |
1 |
|
Per- and polyfluoroalkyl substances (PFAS) |
See $S 6.18 |
||
|
Radionuclides: Gross Alpha, Combined Radium 226 & 228, and Uranium |
3 Years |
1 |
1 |
|
Disinfectant By-products and Disinfectant Residual |
According to 40 CFR, Part 141, Subpart L |
||
|
(1) See Table 6-1 for a detailed list of contaminants and associated MCLs and MRDLs. (2) If bottling does not occur monthly, a letter must be submitted in place of the monthly sample to avoid receiving a monitoring violation. |
|||
|
Table 6-3 SECONDARY CONTAMINANT STANDARDS |
||
|
CONTAMINANT |
STANDARD |
INITIAL SOURCE TESTING REQUIRED? |
|
Aluminum |
0.2 mg/l |
No |
|
Chloride |
250 mg/l |
Yes |
|
Color |
15 color units |
Yes |
|
Copper |
1.0 mg/L |
Yes as Primary Contaminant |
|
Corrosivity |
Non-corrosive (between +0.5 and -0.5 Langelier Saturation Index) |
Yes |
|
Fluoride |
2.0 mg/L |
Yes as Primary Contaminant |
|
Foaming Agents |
0.5 mg/l |
No |
|
Iron |
0.3 mg/l |
Yes |
|
Manganese |
0.05 mg/l |
Yes |
|
Odor |
3 threshold odor number |
Yes |
|
pH |
6.5-8.5 |
Yes |
|
Silver |
0.1 mg/l |
No |
|
Sodium |
250 mg/l |
Yes |
|
Sulfate |
250 mg/l |
No |
|
Total dissolved solids (TDS) |
500 mg/l |
Yes |
|
Zinc |
5 mg/l |
No |
The Maximum Contaminant Level Goals (MCLGs) contained in 40 CFR Part 141 are herein adopted (see Table 6-1 and Section 6.12). The MCLGs in the referenced sections of 40 CFR Part 141 shall apply throughout the entire Public water System.
A maximum contaminant level goal shall serve as the basis for design for any proposed treatment units using best available technology on existing water Systems and sources. Maximum contaminant level goals shall serve as the basis for design for new Public water Systems. Where feasible, new sources shall meet maximum contaminant level goals without treatment.
For contaminants which may be detected in a Public water System for which MCLs or MCLGs have not been adopted, and the Vermont Commissioner of Health has established a Vermont Health Advisory Level for it, the Secretary may adopt the Advisory Level as an MCL or MCLG.
If a system draws water from more than one source and the sources are combined before distribution, for that sampling site the system shall sample at an entry point to the distribution system where water is representative of all sources supplying the entry point.
Introduction
This subchapter applies to the following water Systems:
The design, construction, installation, extension, modification, location, maintenance and operation of all Public water Systems and bottled water and bulk water plants or parts thereof shall comply with the requirements of this rule, Appendices A through D, and the relevant sections of 40 CFR, Part 141 as provided below.
Secondary control Systems for fluoride chemical feed devices shall be required by the Secretary as a means of reducing the possibility for overfeed or for pacing fluoride delivery to water flow. These may include flow or pressure switches or other devices.
Standards and Criteria for Source Protection Plans covered under this subchapter shall follow the criteria and standards for source protection as set forth in Subchapter 21-16 and in the statutory requirements of 10 V.S.A., Chapter 56.
All Public water System facilities and operations shall comply with OSHA and VOSHA regulations, as applicable, including but not limited to confined space posting and entry requirements, chemical storage and handling, electrical safety, personal protective equipment, fall protection, lockout and tagout procedures, excavation safety, stairway and ladder safety, record keeping, reporting, and training. This section does not impose more stringent requirements than is independently imposed on water Systems by OSHA/VOSHA regulations.
The Secretary may require a Public water System to conduct a Composite Correction Program (CCP) and to require that the Public water system implement any follow-up recommendations that result as part of the CCP. The CCP consists of two elements-a Comprehensive Performance Evaluation (CPE) and Comprehensive Technical Assistance (CTA). A CPE is a thorough review and analysis of a plant's performance-based capabilities and associated administrative, operation and maintenance practices. It is conducted to identify factors that may be adversely impacting a plant's capability to achieve compliance and emphasizes approaches that can be implemented without significant capital improvements. A CTA is the performance improvement phase that is implemented if the CPE results indicate improved performance potential. During the CTA phase, the system must identify and systematically address plant-specific factors. The CTA is a combination of utilizing CPE results as a basis for follow-up, implementing process control priority-setting techniques and maintaining long-term involvement to systematically train staff and administrators.
Introduction
This subchapter applies to the following water Systems:
Introduction
This subchapter applies to the following water Systems:
Sample collection for the analyses identified in (b) through (g) above, as applicable, shall be from water at the Entry Point to the Distribution System. The summary shall be submitted either on a form or in digital format prescribed by or approved by the Secretary. All laboratory test results submitted shall include copies of the original test reports on the letterhead of the laboratory which performed the analyses unless other arrangements have been approved by the Secretary.
Introduction
This subchapter applies to the following water Systems:
PFAS is a group of chemicals that may affect different systems in the body. Although more research is needed, some studies in people have shown that these chemicals may affect growth, learning, and behavior in babies and children; lower a woman's chance of getting pregnant; interfere with the body's natural hormones; increase cholesterol levels; affect the immune system; and increase the risk of cancer.
The Secretary may require any combination of the following forms of notification that he or she deems are necessary to adequately inform the consumers:
Within ten days of issuance of a required public notice, the water System owner shall submit to the Secretary a certification that it has fully complied with the public notification requirements, on a form supplied by the Secretary. The water System owner shall include with the certification a representative copy of each type of notice distributed, published, posted, and made available to the persons served by the System and to the media.
In addition to these requirements, the Secretary may issue any notice(s) he or she determines is necessary to inform consumers and the general public of possible public health risks or hazards.
All Public Community water suppliers shall prepare and directly deliver an annual consumer confidence report on the quality of the water by July 1 of each year to the customers of the water System. The report shall be based on the immediately preceding calendar year. All Public Community water Systems shall comply with the provisions of 40 CFR, Part 141, Subpart O Consumer Confidence Reports including Appendix A to Subpart O of Part 141 -Regulated Contaminants and the following requirements.
Introduction
This subchapter applies to the following water systems:
Additionally, this subchapter applies to systems that distribute or transport bulk water intended for human consumption or other consumer uses (i.e., a bulk water hauler):
Bottled or bulk water intended for human consumption and other consumer uses meets the definition of drinking water at 10 V.S.A., Section 1671, and therefore is regulated by this rule. The public distribution and sale of bottled water shall be permitted by the Secretary before such water is sold or delivered in Vermont. Facilities which produce bottled water, Domestic and Imported Bottled water systems, are considered Public water systems and shall meet all the applicable requirements of this rule, including the Appendices.
Table 11-1 -IMPORTED BOTTLED WATER MONITORING REQUIREMENTS
|
Category of Contaminant(1) |
Sampling Frequency |
Number of Samples |
|
|
Source |
Product |
||
|
Microbiological Total Coliform Heterotrophic Plate Count (HPC) |
Monthly(2) Monthly(2) |
1 1 |
4 4 |
|
Primary Inorganic Chemicals (including lead and copper) |
3 Years |
1 |
1 |
|
Volatile Organic Chemicals |
3 Years |
1 |
1 |
|
Synthetic Organic Chemicals |
3 years |
1 |
1 |
|
Per- and polyfluoroalkyl substances (PFAS) |
3 Years |
1 |
1 |
|
Radionuclides: Gross Alpha, Combined Radium 226 & 228, and Uranium |
3 Years |
1 |
1 |
|
Disinfectant By-products and Disinfectant Residual |
According to 40 CFR, Part 141, Subpart L |
||
|
(1) See Table 6-1 for a detailed list of contaminants and associated MCLs and MRDLs. (2) If bottling does not occur monthly, a letter must be submitted in place of the monthly sample to avoid receiving a monitoring violation. |
|||
Bulk water is potable water for human consumption delivered to the consumer or a Public water system by means other than a pipeline or bottled water. It is typically delivered by tanker truck or trailer. Bulk water delivery is usually limited to emergency or temporary situations except for those bulk water operations permitted by the Secretary to be used as a source for Bottled water systems.
No person shall distribute, transport, or provide bulk water for human consumption or other consumer uses unless:
Introduction
This subchapter applies to the following Public water systems:
All Public water systems shall be operated by a certified operator of the appropriate class as defined in this subchapter. A certified operator is one who has met the requirements of this subchapter and has a current, valid certification from the Secretary.
All Public water systems must have a Designated Certified Operator in responsible charge available at all times. "Available" means a Designated Certified Operator must be on site or able to be contacted as needed to initiate the appropriate action within one (1) hour if not already on-site when an issue requiring Operator attention occurs.
The Secretary may revoke an operator's certification and/or direct an owner to cease participation with a contract operator if one of the following occurs:
For purposes of certifying Public water system operators, each Public water system shall be classified according to the type of source water, degree of treatment, and in the case of Class 4, according to size of population served. The class of operator certification required is dependent upon the classification of such facility.
The certified operator shall comply with the following requirements as a condition of his or her certification:
Any operator who fails to renew his or her certificate within sixty days following the expiration date of the certificate may not receive a new certificate until he or she successfully passes the qualifying examination and meets the requirements set forth in Section 12.3.1.
Each Public water system is to be classified by the Secretary as set forth in this rule. There will be five classes, 1 through 4 and D.
This class of Public water system includes Transient Non-Community water systems with distribution and using any of the following technologies
This class of Public water system includes Transient Non-Community water systems with distribution and using any of the following technologies:
A higher class of operator is not required for point of use treatment at commercial establishments undertaken for aesthetic purposes. Aesthetic purposes as used here includes soda machines, beverage machines, coffee production, and similar activities, and such classification will be made at the discretion of the Secretary.
This class of Public water system includes Public Community, Bottled, and Public Non-Transient NonCommunity water systems with distribution and any of the following technologies to treat groundwater:
This class of Public water system applies to all Public water systems with distribution and any of the following technologies to treat groundwater:
This class also includes all Public water systems using groundwater determined to be under the direct influence of surface water and which have a filtration waiver.
This class of Public water system includes water systems which treat surface water, or which have groundwater determined to be under the direct influence of surface water with respect to which a filtration waiver has not been issued. Class 4 is further differentiated by population served by the system in the following sub-classes:
4A, for served populations between 25 and 500;
4B, for served populations between 501 and 3,300; and
4C, for served populations greater than 3,300
For a system categorized in 4A or 4B above that is growing and whose class changes between sanitary surveys or other routine regulation, the Secretary shall consider administratively upgrading the class of the respective operators to accommodate the growth of the system.
or
All satisfactory experience as noted above shall be credited toward the total experience required for certification in the particular class for which application is made. Operating experience is defined as time spent at a facility, plant, or system in satisfactory performance of operational duties.
Table 12-1 -OPERATOR CLASSIFICATION REQUIREMENTS
|
Public Water System Class(s) |
Class of Operator |
Operating Experience Required (Yrs) |
|
ALL |
Operator-in-Training(OIT) |
NONE |
|
ALL |
Provisional |
NONE |
|
1A |
Operator Class 1A |
NONE |
|
1B |
Operator Class 1B |
NONE |
|
2 |
Operator Class 2 |
1.5 |
|
3 |
Operator Class 3 |
1.5 |
|
4A1 |
Operator Class 4A1 |
2 |
|
4A |
Operator Class 4A |
2 |
|
4B |
Operator Class 4B |
2.5 |
|
4C |
Operator Class 4C |
3 |
|
D |
Operator Class D |
1.5 |
The burden of certification renewal is assumed by the applicant and failure of the Secretary to provide notice shall not constitute a basis for contesting the expiration of an operator certificate. The applicant bears the burden to renew their certification. The applicant may not use the Secretary's failure to provide notice of a required renewal to contest an expired operator certificate.
Table 12 - 2 Duration of drinking water operator certificates
|
Class of Certificate |
Duration of Certificate, Years |
Method of Certification |
|
1A |
3 |
Registration |
|
1B, 2, 3, 4A, 4B, 4C, and D |
3 |
Satisfaction of TCH requirements |
Table 12 -3 Training Categories
|
Category 1 |
Category 2 |
Category 3 |
|
|
Topics |
Regulatory |
Treatment |
All other approved training topics |
|
Public Health |
Distribution |
||
|
Management and/or |
Source Protection |
||
|
Finance |
|||
|
Operation and Maintenance |
|||
|
Minimum Hours Class 2 |
3 hours per renewal |
3 hours per renewal |
No minimum |
|
Minimum Hours Classes 3, 4 |
6 hours per renewal |
6 hours per renewal |
No minimum, |
Table 12-4
|
Category 1 |
Category 2 |
Category 3 |
|
|
Topics |
Regulatory |
Treatment |
All other approved training topics |
|
Public Health |
Management and/or Finance |
||
|
Distribution |
Operation and Maintenance |
||
|
Work site safety |
Hydraulics (pumps, pressure, etc.) |
||
|
Minimum Hours Class D |
10 hours per renewal |
6 hours per renewal |
No minimum |
Trainings listed in Category 3 in Table 12-3 or 12-4 may not count toward "dual" credit and may only count toward the treatment certification when an operator possess multiple certifications. Operators who chose to use "dual" credit must otherwise complete the requirements specified in the tables related to their respective treatment and distribution classes.
Introduction
This subchapter applies to the following water systems:
All laboratories doing analyses which are to be submitted by Public water systems under this rule, must be certified by the Vermont Department of Health and all shall be subject to the laboratory certification provisions of 40 CFR, Part 141, Subpart C, and § 142.10(b)(3) and (b)(4).
(RESERVED)
Introduction
This subchapter applies to:
Introduction
This subchapter applies to the following water systems:
All Public Community, Domestic Bottled water systems, and Non-Transient Non-Community Water Systems shall have an approved Source Protection Plan. The owner shall prepare and submit a Source Protection Plan to the Secretary for approval. Public Transient Non-Community water systems are encouraged, but not required, to complete Source Protection Plans.
A Source Protection Plan shall consist of a map of the delineated Source Protection Area; an inventory of the potential and actual sources of contamination in the Source Protection Area located on the map; a management plan for the risks from the potential and actual sources of contamination; and a contingency plan. Some parts of the Source Protection Plan may also be required in the Operation and Maintenance Manual (see Appendix D of this rule).
The Source Protection Plan shall include a topographic map showing:
For Public Community Water Systems, the Source Protection Area shall be:
Where multiple Source Protection Areas have been delineated for a particular source, only the most current, approved, Source Protection Area shall be in effect.
Non-Transient, Non-Community water systems with groundwater sources shall delineate a Source Protection Area in accordance with Vermont's Wellhead Protection Program Guidance Document. NonTransient, Non-Community water systems with a surface water source or Groundwater Under the Direct Influence of Surface water source shall use the delineation methodology in Appendix A Part 3 of this Rule.
Surface water systems with a 3000 foot radius circle Source Protection Area shall redelineate their Source Protection Area(s) in accordance with Appendix A of this Rule, except for surface water systems using Lake Champlain as a source.
Surface water systems using Lake Champlain as a source shall redelineate their Source Protection Areas in accordance with Appendix A of this Rule or in accordance with the EPA approved Assessment Protocol for Great Lakes Sources, dated August 8, 1999. The public water system shall choose which method to use.
The Source Protection Plan shall include an inventory of all potential and actual sources of contamination within the Source Protection Area. The inventory shall include the type of facility or business and the contact name and address. As required in 16.2.1, a map shall be included showing the location of the potential sources of contamination in relation to the Source Protection Area and the sources.
With prior approval of the Secretary, certain potential sources of contamination may be grouped together instead of listed individually.
The Source Protection Plan shall include an assessment of high, medium, or low risk for the potential source of contamination to affect the public water source(s). The Source Protection Plan shall include justification for the ranking.
The actual risk to the source and the health of persons from each contaminant at each activity will be made upon considering the following factors:
For Zone 1 of a groundwater source, the risk ranking shall be "high" for any activity identified as a "prohibited land use" in Appendix A Subpart 3.3.1.2(e).
For any actual sources of contamination, the risk ranking shall be "high."
The Source Protection Plan shall contain a plan for managing the potential and actual sources of contamination. This plan shall be directed towards controlling existing potential sources of contamination and, where possible, reducing risks of potential contamination.
At a minimum, the water system shall notify all landowners within the Source Protection Area of the Source Protection Plan. Other techniques may include educational efforts on protecting groundwater and surface water, zoning ordinances, purchase of land or conservation easements to protect the drinking water quality, maintaining buffer zones for surface water sources, educating the residents about proper septic systems and storage tank maintenance, developing educational programs for schools, etc.
Water systems using Lake Champlain as a source shall include information about watershed protection in their management plan. The Secretary will prepare this information.
All Source Protection Plans shall include a Contingency Plan. The Contingency Plan shall include, but not be limited to:
Source Protection Plans shall be updated by the Public Water System every three years. The updates shall be submitted to the Secretary for review and approval. The update shall include, but is not be limited to:
An owner who also owns sewer lines in its water system's Source Protection Area shall provide for adequate protection of the source water quality as part of the design and construction of any new sewer lines in the Source Protection Area. The Secretary may develop procedures on sewer line construction standards in Source Protection Areas.
Appendix A Vermont Standards for Water System Design, Construction, and Protection.
Introduction
This Part applies to:
An application for a Permit to Construct or for a Source Permit must be submitted on an application form supplied by the Secretary. An application must be submitted a minimum of 30 days prior to the date of which action by the Secretary is desired. For larger projects contact the Drinking Water and Groundwater Protection Division for typical review times. Preliminary plans and the engineer's report for municipal projects should be submitted for review prior to the preparation of final plans. Approval for construction will not be issued until complete, detailed plans and specifications have been submitted to the Secretary and found to be satisfactory. Documents submitted for consideration of formal approval shall include but not be limited to:
The requirements for filing an application with the Secretary shall include but are not limited to:
The Engineer's Report for water system improvement shall, where pertinent, present the following information:
Where two or more feasible solutions exist for providing Public water system facilities, including connection to an existing Public water system, the applicant shall discuss the alternative plans. Reasons shall be given for selecting the one recommended, including financial considerations, implementability and a comparison of the minimum classification of the water system operator required for operation of each alternative facility.
A summary of complete design criteria shall be submitted for the proposed project containing, but not limited to, the following:
A hydraulic analysis shall be performed on all proposed water systems, and may be required on major improvements to existing systems, demonstrating the ability of the system to meet pressure and flow requirements.
Describe the existing sewerage system and indicate location of existing and known future sewage treatment works, with special reference to their proximity to existing or proposed water system structures which may affect the operation of the water system, or which may affect the quality of the supply.
Describe the proposed source or sources of water supply to be developed, the reasons for their selection and provide information as needed to gain a Source Permit as required in Subchapter 21-4. (Provide details of operation when two or more sources are used.)
Summarize and establish the adequacy of proposed processes and unit parameters for the treatment of the specific water under consideration. Alternative methods of water treatment and chemical use should be considered as a means of reducing water handling and disposal problems. Pilot studies are required when the proposed treatment deviates from the conventional complete treatment involving coagulation, flocculation, sedimentation and filtration with standard rates. Pilot studies may range from review of pilot studies on similar systems with similar raw water quality to full scale pilot system construction and evaluation.
Discuss the various wastes from the water treatment plant, their volume, proposed treatment and points of discharge. Disposal of water treatment plant sludge shall occur in a manner that is in accordance with the Agency of Natural Resources requirements.
Provide data supporting the selection of automatic equipment, for treatment plants, including the servicing and operator training to be provided. Manual override must be provided for any automatic controls.
Include a discussion of:
Summarize planning for future needs and services.
Plans for water system improvements shall, where pertinent, provide the following:
Include:
Introduction
This Part applies to:
The design of a water system or treatment process encompasses a broad area. Application of this part is dependent upon the type of system or process involved.
The water treatment plant, water system sources, and pump stations shall be designed for maximum day demand at the design year, recommended 20 years hence. Water system treatment plants, for water systems planning on future growth, shall be designed for maximum day demands expected at least 10 years hence. Water mains and transmission lines shall be designed for 50 years projected growth. Public water systems serving fewer than 100 connections, such as condominiums or subdivisions, need only plan for known projected demand. Specific per capita per day demands as outlined in Subpart 2.2, Table A2-1, shall be used to establish initial average day demand.
When a water system, expecting future growth, reaches 90% of the capacity of treatment or pumping systems capacity, it shall commence planning for the required additional capacity. When pumping or treatment capacities reach 100%, the water system shall initiate construction of these facilities.
Source yields will be compared against the maximum demands of the water systems to determine the adequacy of the source(s) to meet the expected demand.
The source's ability to meet the average day demand is based on pumping 12 hours per day. When a water system's average day demand is being met by pumping in excess of 12 hours per day at the permitted rate the water system shall immediately apply for additional source capacity.
When the peaking factor is two (2), meeting the maximum day demand is based on finished water production when pumping 24 hours per day at the same rate (GPM) as needed to meet the average day demand.
Maximum day demands are determined as follows:
Average day demands x peaking factor = maximum day demands. In the absence of site specific data the peaking factor shall be two (2).
Please note that the basis of design, including the definitions for average day demand and maximum day demand differ in Part 11, Small Scale Systems.
Table A2-1 -UNITIZED AVERAGE DAY FLOWS
Engineering Design Criteria Unitized Average Day Flow Quantities
|
ESTABLISHMENT |
DESIGN VALUE |
Gallons Per Person Per Day(Unless otherwise noted below) |
|
Assembly Areas, Conference Rooms |
5 |
|
|
Airports |
5 |
|
|
Bathhouses |
5 |
|
|
Bowling Alley (no food service) |
75 |
Per Lane |
|
Camps: |
||
|
Campground with central comfort stations (4 people per site |
100 |
Per Site |
|
With flush toilets, no showers (4 people per site) |
75 |
Per Site |
|
Construction Camps (semi-permanent) |
50 |
|
|
Day camps (no meals served) |
15 |
|
|
Day Care Centers |
15 |
Per Child or Employee, Per Shift |
|
Resort camps (night & day) with limited plumbing |
50 |
|
|
Cafeterias |
50 |
Per Seat |
|
Churches Sanctuary seating x 25% |
5 |
|
|
Church Suppers |
8 |
|
|
Cottages |
50 |
|
|
Country Clubs |
100 |
Per Resident Member |
|
Country Clubs |
25 |
Per Non-Resident Member Present |
|
Dairy Farms |
20 |
per tie-up |
|
Dentists' Office |
35 |
Per Staff Member |
|
Plus |
200 |
Per Chair |
|
Doctors' Office |
35 |
Per Staff Member |
|
Plus |
10 |
Per Patient |
|
Dwellings |
||
|
Apartments |
75 |
Per Person with Minimum of 2 People Per Bedroom |
|
Boarding Houses |
50 |
|
|
Plus Addition for non-resident boarders |
10 |
|
|
Multiple dwelling (condominiums, town houses, clustered housing) |
75 |
Per Person with Minimum of 2 People/Bedroom |
|
Den with Couch |
55 |
|
|
Rooming House |
40 |
Per Occupant Bed Space |
|
Single Family Dwellings |
150 |
Per Bedroom |
|
Factories |
15 |
Gallons Per Person, Per Shift, exclusive of Industrial Wastes |
|
Gyms |
10 |
Per Participant |
|
3 |
Per Spectator |
|
|
Hairdressers |
10 |
Per Operator |
|
Plus |
150 |
Per Chair |
|
Hotels ** with Private Baths |
50 |
Per Sleeping Space |
|
Hospitals |
250 |
Per Bed |
|
Institutions other than hospitals |
125 |
Per Bed |
|
Laundries, self-service |
500 |
Per Machine |
|
Mobile Home Parks |
||
|
Systems Serving 4 or fewer trailers |
450 |
Per Space |
|
Systems Serving 5 or more trailers |
250 |
Per Space |
|
Motels ** with private baths |
50 |
Per Sleeping Space |
|
Nursing Homes |
125 |
|
|
Picnic Parks (toilet waste only/picnickers) |
5 |
|
|
Restaurants (toilet and kitchen wastes, including restaurant and bar seats) |
30 |
Per Seat |
|
Additional for restaurant serving 3 meals per day |
15 |
Per Seat |
|
Restaurants (fast food-see Cafeteria) |
||
|
Schools |
||
|
Boarding |
100 |
|
|
Day, without gyms, cafeterias & showers |
15 |
|
|
Day, with gyms, cafeterias & showers |
25 |
|
|
Day, with cafeteria, but without gyms and showers |
20 |
|
|
Service Stations |
500 |
First set of gas pumps |
|
Plus |
300 |
Each set thereafter |
|
Shopping Centers/Stores; |
||
|
Large Dry Goods |
5 |
Per 100 Square Feet |
|
Large supermarkets with meat department, without garbage grinder |
7.5 |
Per 100 Square Feet |
|
Large supermarkets with meat department, with garbage grinder |
11 |
.Per 100 Square Feet |
|
Small Dry Goods (in shopping centers) |
100 |
Per Store |
|
Subdivision |
450 |
Per Lot or 150 Gallons Per Day Per Bedroom, whichever is larger |
|
Theaters |
||
|
Movie |
5 |
Per Auditorium Seat |
|
Drive-in |
5 |
Per Car Space |
|
Travel trailer parks without individual water & sewer hookups |
||
|
Comfort Station |
90 |
Per Trailer Space |
|
Dumping Station |
35 |
Per Trailer Space |
|
Travel trailer parks with individual water & sewer hookups |
125 |
Per Trailer Space |
|
Veterinary clinic (3 or fewer doctors) |
||
|
Without animal boarding |
750 |
Per Clinic |
|
With animal boarding |
1500 |
Per Clinic |
|
Workers |
||
|
Construction (at semi-permanent camp) |
50 |
|
|
Day at schools and offices |
15 |
Per Person Per Shift |
|
*Elderly housing may be calculated at 1.5 people per bedroom. **Does not include laundry or restaurant demand. |
||
Design shall consider:
Design shall provide for:
Main switch gear electrical controls shall be located above grade, in areas not subject to flooding. All electrical panels, including control panels, shall be listed and labeled by a nationally recognized testing agency.
Standby power may be required so that water may be treated and/or pumped to the distribution system during power outages. If not proposed as part of the project, the engineer shall provide reasons for not including standby power.
Adequate facilities should be included for shop space and storage consistent with the needs of the designed facilities.
Each Public water system shall have minimum equipment and facilities for laboratory testing as approved by the Secretary and as necessary to assure proper operation. Laboratory equipment shall be based on the characteristics of the raw water source and the complexity of the treatment process involved.
As a minimum, or as approved by the Secretary, the following laboratory equipment shall be provided:
Sufficient bench space, ventilation, lighting, safety equipment, storage and a laboratory sink shall be provided.
Water treatment plants shall have monitoring equipment to monitor water being discharged to the distribution system as follows:
Sample taps shall be provided so that water samples can be obtained from each water source and from appropriate locations in each unit operation of treatment. Taps shall be consistent with sampling needs and shall not be of the petcock type. Taps used for obtaining samples for bacteriological analysis shall be of the smooth nosed type without interior or exterior threads, shall not be of the mixing type, and shall not have a screen, aerator, or other such appurtenance. Provision shall be made for sampling untreated well water using a sampling tap.
The facility water supply service line and the plant finished water sample tap shall be supplied from a source of finished water at a point where all chemicals have been thoroughly mixed, and the required disinfectant contact time has been achieved (see Appendix A Subpart 4.3.2). There shall be no cross connections between the facility water supply service line and any piping, troughs, tanks, or other treatment units containing wastewater, treatment chemicals, raw or partially treated water.
Whenever pipes pass through walls of concrete structures, consideration shall be given to providing extra wall castings built into the structure to facilitate future uses.
All water systems shall have an acceptable means of metering the finished water.
To facilitate identification of piping in plants and pumping stations, it is recommended that the following color scheme will be utilized.
|
Chemical Lines |
|
|
Water Lines |
|
|
Raw |
Olive green |
|
Settled or Clarified |
Aqua |
|
Finished or Potable |
Dark blue |
|
Alum or Primary Coagulant |
Orange |
|
Ammonia |
White |
|
Carbon Slurry |
Black |
|
Caustic |
Yellow/green band |
|
Chlorine (Gas and Solution) |
Yellow |
|
Fluoride |
Light blue/red band |
|
Lime Slurry |
Light green |
|
Ozone |
Yellow/orange band |
|
Phosphate Compounds |
Light green/red band |
|
Polymers or Coagulant Aids |
Orange/ green band |
|
Potassium Permanganate |
Violet |
|
Soda Ash |
Light green/orange band |
|
Sulfuric Acid |
Yellow/red band |
|
Sulfur Dioxide |
Light green/yellow band |
|
Waste Lines |
|
|
Backwash Waste |
Light brown |
|
Sludge |
Dark brown |
|
Sewer (Sanitary or Other) |
Dark gray |
|
Other |
|
|
Compressed Air |
Dark green |
|
Gas |
Red |
|
Other lines |
Light gray |
In situations where two colors do not have sufficient contrast to easily differentiate between them, a six-inch band of contrasting color will be on one of the pipes at approximately 30 inch intervals.
The name of the liquid or gas will also be on the pipe. In some cases it may be advantageous to provide arrows indicating the direction of flow.
All walls, pipe, tanks, and equipment which can convey or store potable water shall be disinfected in accordance with AWWA procedures. See Appendix A Subparts 7.0.19 and 8.5.7 for details. Plans or specifications shall outline the procedure and include the disinfectant dosage, contact time, and method of testing the results of the procedure. The tablet method is not acceptable.
An operation and maintenance manual (see Appendix D) including equipment maintenance and a parts list shall be supplied to the water system as part of any proprietary unit installed in the facility.
Provision shall be made for operator instruction at the start up of a water system water treatment plant or pumping station.
Consideration must be given to the design requirements of other federal, state, and local regulatory agencies for items such as safety requirements, special designs for the handicapped, plumbing and electrical codes and construction in or near the flood plain.
Introduction
This Part applies to:
In selecting the source of water to be developed, the applicant for a Source Permit shall show, to the satisfaction of the Secretary, that an adequate quantity of water will be available, and that the water which is to be delivered to the consumers will meet the current requirements of the Secretary with respect to microbiological, physical, chemical and radiological qualities. Each water system should take its raw water from the best available source which is economically reasonable and technically feasible. Proposed sources are evaluated against six criteria; site, construction, water quality, water quantity, interference, and source protection.
Not all subparts of Part 3 of Appendix A may be relevant for a pre-existing source. The applicant is advised to consult with the Secretary for further guidance.
General procedural requirements for a Source Permit are outlined in Subchapter 4. Technical requirements for surface water are in Appendix A Subpart 3.2 and for groundwater in Appendix A Subpart 3.3.
A surface water source includes all tributary streams and basins, natural lakes and artificial or natural impoundments above the point of water supply intake.
Site preparation shall provide for, where applicable:
All surface water sources shall be filtered and disinfected, or receive an avoidance of filtration waiver, in accordance with Section 6.2 of Subchapter 21-6.
The quantity of water at the source shall be shown to supply the design year average day demands given either a 1Q20 low flow condition for intakes without raw water impoundments; or a 20 to 50 year drought condition using a mass diagram for systems with raw water impoundments, and shall consider other withdrawals in the stream, including minimum stream flow requirements of the Secretary.
In the absence of suitable long term gaged flows, existing information from surrounding watersheds may be used. Hydrology models used to predict low flow conditions must include gaged flows from the water shed in question. The proposed watershed shall be _gaged on a daily basis during at least 30 days of the year's low flow conditions. Low flow conditions may be late summer and mid winter depending on the watershed. The method proposed for determination shall be approved by the Secretary prior to use.
The proposed source shall be tested for the water quality constituents listed in Table 6-1 of this rule, except for the disinfection by-products and disinfection residuals, and any additional constituents that the Secretary requires. Section 6.14 contains information about Maximum Contaminant Level Goals.
Interference with existing withdrawals shall be evaluated. The proposed withdrawal rate shall not create a potential health hazard nor interfere with existing uses of the surface water source. These existing uses are to be identified by the applicant. These shall include but not be limited to: deeded or legislated water rights, uses for minimum stream flow, and uses for assimilative capacity.
A source protection area shall be delineated for the surface water source and a source protection plan (see Subchapter 21-16) shall be developed which mitigates risks associated with existing and potential sources of contamination.
Source protection areas delineation for surface water sources shall include the following zones:
A Source Protection Plan shall be developed in accordance with Subchapter 21-16.
A groundwater source includes all water obtained from dug, drilled, bored or driven wells, springs, and infiltration lines and galleries. The degree of treatment required for a groundwater source may be similar to that of surface water sources in cases where the groundwater source is under the direct influence of surface waters as determined in Subpart 3.4.
Proposed source site locations shall be remote from all sources of contamination, hydraulically upgradient of major sources of contamination, and situated so as to minimize the impact from water quality threats. Proposed source sites will not be approved by the Secretary in areas which may create a public health hazard or unacceptable risk. Fencing or posting of source sites to restrict access may be required by the Secretary on a case-by-case basis. On site sewage disposal systems located within the recharge area shall be located a minimum of a two year travel time in saturated materials from proposed source sites.
The source isolation zone shall be a water system controlled 200' radius around the proposed source unless approved otherwise based on site specific considerations as follows.
or:
Legal control of land uses within the isolation zone by the water system must be tied to the land deeds for all parcels within the source isolation zone and run with the land regardless of future land ownership so long as the source is used for a Public water system.
Construction of Public water system drilled wells shall comply with the well construction standards in Part 12 of Appendix A.
All drilled or driven wells shall have a physical means of protecting the above grade well casing from collisions by installation of a permanent barrier, such as surrounding posts, a containing structure, or fencing.
Construction of springs and shallow wells shall only be permitted when drilled wells are not feasible or upon waiver by the Secretary. Specific reasons shall be submitted to the Secretary and may include results of test wells on the project site, results of existing well yields in the project area, or detailed hydrogeologic analysis. 3.3.2.1.1 Construction Materials
Acceptable materials include:
Spring and shallow well site construction shall include the following:
Spring yields determined from random measurements throughout summer and fall shall be divided by 4 and compared against maximum day demands to determine the adequacy of the source. Springs issuing from a defined bedrock or sand and gravel aquifer, and having a detailed hydrologic low flow analysis will be compared against maximum day demands, in a 1Q20 drought condition.
Detailed hydrologic analysis must include at least the following:
All safe yield analyses shall use methodologies appropriate to the hydrogeologic setting and published methodologies, unless previously approved by the Secretary.
All pump tests shall consist of and be conducted in the following order: a step drawdown test, a constant discharge test, and a recovery test. The constant discharge test shall be conducted after full recovery from the step test. The recovery test shall immediately follow the constant discharge test. Tests shall be evaluated using standard published methodologies or any pre- approved proprietary method proposed by the consultant and approved by the Secretary. All recordings and evaluations (including graphical) appropriate to the testing program shall be provided to the Secretary.
|
0 - 10 minutes |
every 1 minute |
|
10 - 20 minutes |
every 2 minutes |
|
20 - 60 minutes |
every 5 minutes |
|
60+ minutes |
every 10 minutes |
The constant discharge test shall be conducted after full recovery from the step test. The following table shall be used to determine the duration of constant discharge tests:
|
Pump Test Rate (GPM) |
Duration |
Constant Discharge Within: |
|
0-49 |
72 hours |
± 5% |
|
50-99 |
96 hours |
± 3% |
|
100 or greater |
120 hours |
± 3% |
The constant discharge test shall include but not be limited to the following:
|
TIME INTO TEST, MINS |
READING FREQUENCY |
|
0-10 |
every 1 minute |
|
10-30 |
every 2 minutes |
|
30-90 |
every 5 minutes |
|
90-180 |
every 10 minutes |
|
180-420 |
every 30 minutes |
|
420-1440 |
every 60 minutes |
|
1440-end of test |
every 2 to 4 hours |
The first 24 hours of the constant discharge test shall be free of interruptions. If an interruption occurs the test shall be terminated, the source allowed to fully recover and the test restarted. After the first twenty four (24) hours, if the constant discharge test is interrupted a total of two (2) hours or longer, the test shall be terminated, the source allowed to fully recover and the test re-started.
|
RECOVERY TIME, MINS. |
FREQUENCY |
|
0-10 |
every 1 minute |
|
10-20 |
every 2 minutes |
|
20-60 |
every 5 minutes |
|
60-120 |
every 15 minutes |
|
120-360 |
every 60 minutes |
|
360-600 |
every 120 minutes |
|
600-2880 |
every 360 minutes |
Combined approved yield for all sources shall not exceed the system's maximum day demand except in the case of water systems serving municipalities where the approved yield may include the maximum day demand as projected over a 20 year time period. When a system's metered maximum day demand equals 90% of the previously projected maximum day demand, the water supplier should project a new maximum day demand and develop additional sources of water supply at that time.
Source interference monitoring shall be conducted on all sources, when permitted by the source owner, within the monitoring radius defined in this subpart unless a waiver is granted by the Secretary. Source interference analyses determine whether a proposed pumping source will result in a source interference problem at a neighboring water system. See Appendix A Subpart 3.3.5.4 for the definition of unacceptable source interference.
|
PUMP TEST RATE, GPM |
MONITOR RADIUS |
DURATION |
|
0-19 |
1000 feet |
72 hours |
|
20-49 |
2000 feet |
72 hours |
|
50-99 |
2500 feet |
96 hours |
|
100+ |
3000 feet |
120 hours |
Source interference information shall be submitted in the Source Evaluation Report on forms provided by the Secretary.
If, as a result of source interference, existing Public and private water systems cannot meet their design demands, then a source interference problem exists. Applicants are advised to contact the Secretary for additional guidance on calculating interference effects on private water systems.
Public and private water systems depleted by the testing of proposed sources (and existing permitted sources seeking an increase in approved yield) shall be able to meet their expected demand while the proposed Public water system is pump tested for approval. Unless more specific information is available, the reliable long-term yield for a private source should be assumed to be one-half (1/2) the driller's reported yield. Depending upon system use, this long-term yield must satisfy the minimum values found in Table A2-1 in this rule for Public water systems.
Interference problems may also include water quality problems resulting from public source testing. Interference will be determined based on measurement or calculation of interference effects from the production source pumping at the approvable rate at the end of 180 days at average day demand plus 3 or 7 days at maximum day demand.
A Source Protection Area shall be delineated for the water system source and a Source Protection Plan shall be developed which minimizes, to the extent practicable, risks from potential sources of contamination.
Identification of sources of contamination, development of a conceptual hydrogeologic model, and preliminary SPA based on existing data collection and assessment;
The applicant shall propose the method of SPA delineation, state what data are to be collected from the pumping test and how it will be used in the SPA delineation. The proposal may include:
Each SPA shall be delineated after careful consideration of all existing information. The SPA shall be presented on a original unfolded USGS map of scale 1:24000 or as required by the Secretary. A georeferenced digital file of the area may also be submitted. This map shall include the following:
A narrative which describes the following for each SPA shall be included in the Source Evaluation Report.
Note: As data is gathered during source development, refinement of the understanding of the groundwater flow system should occur. It is therefore expected that the methodologies employed for SPA delineation be adjusted to the hydrogeologic environment and that all existing data be considered to define a reasonable area to be used to protect the source.
Source protection areas shall be delineated with the following zones, in a manner that reflects the hydrogeologic setting.
Zone 1 Shall consist of the isolation zone as described in Appendix A Subpart 3.3.1.2. This is the area where impacts are likely to be immediate and certain.
Zone 2 Shall consist of the contributions from the monitoring radius established in Appendix A Subpart 3.3.5.2(c), and outside the Zone 1 Isolation Zone. This area is one where there will be probable impacts from potential sources of contamination.
Zone 3 Shall consist of remaining recharge area(s) or area of contribution to the source not delineated as Zone 2 and where there may be possible impacts from potential sources of contamination. Groundwater under the direct influence of surface water shall include upstream areas in the watershed within 200 feet of any surface water potentially influencing the source.
2YTT Two year travel time (2YTT) zone shall be used to identify a protection area to provide adequate protection from pathogen threats resulting from onsite disposal of sewage.
Source protection plans shall be developed for groundwater sources and shall meet the requirements of Subchapter 21-16.
Infiltration galleries should only be considered when development of alternative sources is shown not to be technically viable.
All systems not otherwise exempted under Appendix A Subpart 3.4.1.2, and using groundwater sources, shall use the Microscopic Particulate Analysis (MPA) test when the source meets any one or more of the following criteria:
A water system shall conduct water quality testing if the Secretary determines a source is at risk of GWUDI. Sources are at risk of GWUDI when:
The Secretary will determine if the source is GWUDI based on the available information, site visits, and water quality testing data. The system shall provide the Secretary with the information needed to make this determination.
Introduction
This Part applies to:
The design of treatment processes and devices shall depend on evaluation of the nature and quality of the particular water to be treated and the desired quality of the finished water.
Plants designed for processing surface water shall:
Rapid mix shall mean the rapid dispersion of chemicals throughout the water to be treated, usually by violent agitation.
Flocculation shall mean the agitation of water at low velocities for long periods of time.
Sedimentation shall follow flocculation. The detention time for effective clarification is dependent upon a number of factors related to basin design and the nature of the raw water. The following criteria apply to conventional sedimentation units.
Units are acceptable for clarification where water characteristics are not variable and flow rates are uniform. Clarifiers should be designed for the maximum uniform rate and should be adjustable to changes in flow which are less than the design rate and for changes in water characteristics. A minimum of two units are required for surface water treatment.
Chemicals shall be applied at such points and by such means as to insure satisfactory mixing of the chemicals with the water.
A rapid mix device or chamber ahead of solids contact units may be required by the Secretary to assure proper mixing of the chemicals applied. Mixing devices employed shall be so constructed as to:
The equipment should provide either internal or external concentrators in order to obtain a concentrated sludge with a minimum of waste water.
The detention period shall be as approved by the Secretary based on the individual units used, and the raw water characteristics.
The units should be equipped with either overflow weirs or orifices constructed so that water at the surface of the unit does not travel over 10 feet horizontally to the collection trough.
Unless supporting data is submitted to the Secretary to justify rates exceeding the following, the rate of flow shall not exceed 1.0 gpm per square foot of area at the sludge separation line.
Proposals for settler unit clarification must include pilot plant and/or full scale demonstration satisfactory to the Secretary prior to the preparation of final plans and specifications for approval.
Acceptable filters shall include, at the discretion of the Secretary, the following types:
The application of any one type must be supported by water quality data representing a reasonable period of time to characterize the variation in water quality. Experimental treatment studies may be required to demonstrate the applicability of the method of filtration proposed.
The use of rapid rate gravity filters shall require pretreatment through the addition of constituents to enhance the treatment process.
The rate of filtration shall be determined through consideration of such factors as raw water quality, degree of pretreatment provided, filter media, water quality control parameters, competency of operating personnel, and other factors as required by the Secretary. In any case, the filter rate must be proposed and justified by the designing engineer to the satisfaction of the Secretary prior to the preparation of final plans and specifications.
The filter structure shall be so designed as to provide for:
Washwater troughs should be constructed to have:
The media shall be clean silica sand or other natural or synthetic media approved by the Secretary, having the following characteristics:
|
Size |
Depth |
|
2-1/2 to 1-1/2 inches |
5 to 8 inches |
|
1-1/2 to 3/4 inches |
3 to 5 inches |
|
3/4 to 1/2 inches |
3 to 5 inches |
|
1/2 to 3/16 inches |
2 to 3 inches |
|
3/16 to 3/32 inches |
2 to 3 inches |
Reduction of gravel depths may be considered upon justification to the Secretary when proprietary filter bottoms are specified.
Departures from these standards may be acceptable for high rate filters and for proprietary bottoms. Porous plate bottoms shall not be used where iron or manganese may clog them or with waters softened by lime. Manifold type collection systems shall be designed to:
Surface or subsurface wash facilities are recommended and may be accomplished by a system of fixed nozzles or a revolving type apparatus. All devices shall be designed with:
The following shall be provided for every filter:
It is recommended the following be provided for every filter:
The use of these filters is not recommended and generally not approved since their effectiveness is easily reduced and their operation difficult to monitor, however, they may be the only economic solution in certain circumstances.
Minimum criteria relative to number, rate of filtration, structural details and hydraulics, filter media, etc., provided for rapid rate gravity filters also apply to pressure filters where appropriate.
The rate shall not exceed three gallons per minute per square foot of filter area, except where pilot study or in plant testing as approved by the Secretary has demonstrated satisfactory results at higher rates.
The filters shall be designed to provide for:
The use of these filters may be considered for application to surface water with low turbidity and low bacterial contamination, and may be used for iron removal for groundwater, providing the removal is effective and the water is of satisfactory sanitary quality before treatment.
Diatomaceous earth filters are expressly excluded from consideration for the following conditions:
Installation of a diatomaceous earth filtration system shall be preceded by a pilot plant study on the water to be treated.
Pressure or vacuum diatomaceous earth filtration units will be considered for approval. However, the vacuum type is preferred for its ability to accommodate a design which permits observation of the filter surfaces to determine proper cleaning, damage to a filter element, and adequate coating over the entire filter area.
Treated water storage capacity in excess of normal requirements shall be provided to:
See Appendix A Subpart 4.2.1.3 for information on number of units.
A body feed system to apply additional amounts of diatomaceous earth slurry during the filter run is required to avoid short filter runs or excessive head losses.
A satisfactory method to thoroughly remove and dispose of spent filter cake shall be provided.
The following shall be provided for every filter:
The use of these filters shall require prior engineering studies to demonstrate the adequacy and suitability of this method of filtration for the specific raw water supply.
Slow rate gravity filtration will generally be limited to waters having maximum turbidities of 10 units and maximum color of 5 units: such turbidity must not be attributable to colloidal clay. Raw water quality data must include examinations for algae.
At least two units shall be provided. Where only two units are provided, each shall be capable of meeting the plant design capacity (normally the projected maximum daily demand) at the approved filtration rate. Where more than two filter units are provided, the filters shall be capable of meeting the plant design capacity at the approved filtration rate with one filter removed from service.
Slow rate gravity filters shall be so designed as to provide:
The permissible rates of filtration shall be determined by the quality of the raw water and shall be on the basis of experimental data derived from the water to be treated. The nominal rate may be 45 to 150 gallons per day per square foot of sand area, with somewhat higher rates acceptable when demonstrated to the satisfaction of the Secretary.
Each filter unit shall be equipped with a main drain and an adequate number of lateral underdrains to collect the filtered water. The underdrains shall be so spaced that the maximum velocity of the water flow in the lateral underdrain will not exceed 0.75 feet per second. The maximum spacing of the laterals shall not exceed 3 feet.
The supporting gravel shall conform to the size and depth distribution provided for rapid rate gravity filters. See Appendix A Subpart 4.2.1(6)(e)(5).
Design shall provide a depth of at least three feet of water over the sand. Influent water shall not scour the sand surface.
Each filter shall be equipped with:
Direct filtration, as used herein, refers to the filtration of a surface water without prior settling. The nature of the treatment process will depend upon the raw water quality. A full scale direct filtration plant shall not be constructed without prior pilot studies which are acceptable to the Secretary. In-plant demonstration studies may be appropriate where conventional treatment plants are converted to direct filtration.
Where direct filtration is proposed, an engineering report shall be submitted prior to conducting pilot plant or in-plant demonstration studies. In cases where a direct filtration plant is effectively treating the same source, pilot plant studies may be eliminated.
In addition to the items considered in Appendix A Subpart 1.2, "Engineer's Report," the report should include a historical summary of meteorological conditions and of raw water quality with special reference to fluctuations in quality, and possible sources of contamination. The following raw water parameters should be evaluated in the report:
The report should also include a description of methods and work to be done during a pilot plant study or where appropriate, an in plant demonstration study.
After approval of the engineering report, a pilot study or in-plant demonstration study shall be conducted. This study shall be conducted under average and adverse water quality conditions and shall emphasize but not be limited to the following items:
Prior to the initiation of design plans and specifications, a final report including the engineer's design recommendations shall be submitted to the Secretary.
The final rapid mix and flocculation basin design should be based on the pilot plant or in-plant demonstration studies augmented with applicable portions of Appendix A Subpart 4.1.1 Rapid Mix and Appendix A Subpart 4.1.2 Flocculation.
Historically chlorine has been the preferred disinfecting agent. However, disinfection may be accomplished with liquid chlorine, monochloramines, calcium or sodium hypochlorite or chlorine dioxide. Other disinfecting agents will be considered, providing reliable application equipment is available and testing procedures for residual are recognized in Standard Methods for the Examination of Water and Wastewater, latest edition or an equivalent means of measuring effectiveness exists. Disinfection is required for all Subpart H systems including surface water supplies and groundwater under the direct influence of surface water, and for any groundwater at risk of contamination. The required amount of primary disinfection needed shall be specified by the reviewing authority and shall be consistent with levels of treatment required by these rules. Consideration must be given to the formation of disinfection byproducts (DBPs) when selecting the disinfectant.
Solution feed gas chlorinators or hypochlorite feeders of the positive displacement type must be provided (See Part 5 of Appendix A). Use of gas is limited to large, operator on-site, or monitored, 24 hour facilities, under very specific conditions.
The chlorinator capacity shall be such that a free chlorine residual of at least 2 milligrams per liter can be maintained in the water with CT values as required in Appendix A Subpart 4.3.2(c) when maximum flow rate coincides with anticipated maximum chlorine demand. The equipment shall be of such design that it will operate accurately over the desired feeding range. (See Appendix A Subpart 5.0.1.)
Where chlorination is required for protection of the supply, standby equipment of sufficient capacity shall be available to replace the largest unit. Spare parts shall be made available to replace parts subject to wear and breakage.
Automatic switchover of chlorine cylinders shall be provided, where necessary, to assure continuous disinfection.
Automatic proportioning chlorinators will be required where the rate of flow or chlorine demand is not reasonably constant.
Each eductor must be selected for the point of application with particular attention given to the quantity of chlorine to be added, the maximum injector waterflow, the total discharge back pressure, the injector operating pressure, and the size of the chlorine solution line. Gauges for measuring water pressure and vacuum at the inlet and outlet of each eductor should be provided.
The chlorine solution injector/diffuser must be compatible with the point of application to provide a rapid and thorough mix with all the water being treated. The center of a pipeline is the preferred application point.
The required minimum primary disinfection is the disinfection needed for the entire surface water and Subpart H treatment process to meet the overall treatment requirement of 3 log Giardia and 4 log virus removal/inactivation. Regardless of any filter efficiency, a 0.5 log minimum inactivation of Giardia by disinfection is required.
The following table provides a summary of the expected minimum level of surface water and Subpart H treatment performance in well operated filter systems and the required level of disinfection.
|
Expected Log Filtration Removals |
Required Disinfection (Log Inactivations) |
|||
|
Giardia |
Viruses |
Giardia |
Viruses |
|
|
Conventional |
2.5 |
2.0 |
0.5 |
2.0 |
|
Direct |
2.0 |
1.0 |
1.0 |
3.0 |
|
Slow Sand |
2.0 |
2.0 |
1.0 |
2.0 |
|
Diatomaceous Earth |
2.0 |
1.0 |
1.0 |
3.0 |
The Secretary may require greater removals/inactivation depending on the degree of contamination in the source water.
Minimum free chlorine residual at distant points in a water distribution system should be 0.1 milligrams per liter. Higher residuals may be required depending on pH, temperature and other characteristics of the water.
|
System Population |
Samples/day* |
|
less than or equal to 500. |
1 |
|
501-1,000. |
2 |
|
1,001-2,500. |
3 |
|
2,501-3,300 |
4 |
|
(*: The minimum time between samples is 1 1/2 hours) |
|
The chlorinator water supply piping shall be designed to prevent contamination of the treated water supply by sources of questionable quality. At all facilities treating surface water, pre and post chlorination systems must be independent to prevent possible siphoning of partially treated water into the clear well. The water supply to each eductor shall have a separate shut-off valve. No master shut off valve will be allowed.
The pipes carrying elemental liquid or dry gaseous chlorine under pressure and liquid chlorine must be schedule 80 seamless steel tubing or other materials recommended by the Chlorine Institute (never use PVC).
A chlorine solution is defined as a solution of chlorine in water and, therefore, its handling differs from that of elemental liquid or dry gaseous chlorine. For chlorine solution piping and fittings, rubber, PVC, polyethylene, or other materials recommended by the Chlorine Institute must be used.
Nylon products are not acceptable for any part of the chlorine solution piping system.
Adequate housing must be provided for the chlorination equipment and for storing the chlorine (see Appendix A Part 5).
|
Table A4-1 - CT VALUES FOR VIRUSES CT VALUES FOR INACTIVATION OF VIRUSES BY FREE CHLORINE (1,2) |
||||||
|
Log Inactivation |
2.0 |
3.0 |
4.0 |
|||
|
pH |
6-9 |
10 |
6-9 |
10 |
6-9 |
10 |
|
Temperature (°C) |
||||||
|
0.5 |
6 |
45 |
9 |
66 |
12 |
90 |
|
5 |
4 |
30 |
6 |
44 |
8 |
60 |
|
10 |
3 |
22 |
4 |
33 |
6 |
45 |
|
15 |
2 |
15 |
3 |
22 |
4 |
30 |
|
20 |
1 |
11 |
2 |
16 |
3 |
22 |
|
25 |
1 |
7 |
1 |
11 |
2 |
15 |
|
NOTES: 1. Data adapted from Sobsey (1988) for inactivation of Hepatitis A Virus (HAV) at pH = 6, 7, 8, 9, and 10 and temperature = 5 C. CT values include a safety factor of 3. 2. CT values adjusted to other temperatures by doubling CT for each 10 C drop in temperature. |
||||||
Table A4-2 - GIARDIA INACTIVATION
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Design and installation of disinfection methods other than chlorine based systems, such as ultraviolet light, may be permitted, provided such designs conform to the Secretary's written guidelines.
The softening process selected shall be based upon the mineral qualities of the raw water and the desired finished water quality in conjunction with requirements for disposal of sludge or brine waste, cost of plant, cost of chemicals and plant location. Applicability of the process chosen shall be demonstrated.
Design standards for rapid mix, flocculation and sedimentation are in Appendix A Subpart 4.1. Additional consideration shall be given to the following process elements.
When split treatment is used, the bypass line should be sized to carry total plant flow, and an accurate means of measuring and splitting the flow shall be provided.
Determinations should be made for the carbon dioxide content of the raw water. When concentrations exceed 10 milligrams per liter, the economics of removal by aeration as opposed to removal with lime should be considered if it has been determined that dissolved oxygen in the finished water will not cause corrosion problems in the distribution system.
Lime and recycled sludge should be fed directly into the rapid mix basin.
Rapid mix basins shall not exceed 30 seconds detention time with adequate velocity gradients to keep the lime particles dispersed.
Equipment for stabilization of water softened by the lime or lime-soda process is required. (see Appendix A Subpart 4.7).
Provisions shall be included for proper disposal of softening sludge. (see Appendix A Subpart 4.10).
The use of excess lime shall not be considered an acceptable substitute for disinfection.
The plant processes shall be manually started following shut-down.
Alternative methods of hardness reduction should be investigated when the sodium content and dissolved solids concentration is of concern.
Iron, manganese, or a combination of the two, should not exceed 0.3 milligrams per liter in the water as applied to the ion exchange resin. Pre-treatment is required when the content of iron, manganese, or a combination of the two, is one milligram per liter or more. (see Appendix A Subpart 4.5). Waters having 5 units or more turbidity should not be applied directly to the cation exchange softener.
The units may be of pressure or gravity type, of either an upflow or downflow design. Automatic regeneration based on volume of water softened should be used unless manual regeneration is justified and is approved by the reviewing authority. A manual override shall be provided on all automatic controls.
The design capacity for hardness removal should not exceed 20,000 grains per cubic foot when resin is regenerated with 0.3 pounds of salt per kilograin of hardness removed.
The depth of the exchange resin should not be less than three feet.
The rate of softening should not exceed seven gallons per minute per square foot of bed area and the backwash rate should be six to eight gallons per minute per square foot of bed area. Rate-of- flow controllers or the equivalent shall be installed for the above purposes.
The freeboard will depend upon the specific gravity of the resin and the direction of water flow. Generally, the washwater collector should be 24 inches above the top of the resin on downflow units.
The bottoms, strainer systems and support for the exchange resin shall conform to criteria provided for rapid rate gravity filters. (see Appendix A Subparts 4.2.4.5 and 4.2.4.7).
Facilities should be included for even distribution of the brine over the entire surface of both upflow and downflow units.
Backwash, rinse and air relief discharge pipes should be installed in such a manner as to prevent any possibility of back-siphonage.
A bypass shall be provided around softening units to produce a blended water of desirable hardness. Totalizing meters shall be installed on the bypass line and on each softener unit. The bypass line shall have a shutoff valve and should have an automatic proportioning or regulating device. In some installations, it may be necessary to treat the bypassed water to obtain acceptable levels of iron and/or manganese in the finished water.
Silica gel resins should not be used for waters having a pH above 8.4 or containing less than six milligrams per liter silica and should not be used when iron is present. When the applied water contains a chlorine residual, the cation exchange resin shall be a type that is not damaged by residual chlorine. Phenolic resin should not be used.
Smooth-nose sampling taps shall be provided for the collection of representative samples. The taps shall be located to provide for sampling of the softener influent, effluent and blended water. The sampling taps for the blended water shall be at least 20 feet downstream from the point of blending. Petcocks are not acceptable as sampling taps. Sampling taps should be provided on the brine tank discharge piping.
Total salt storage should have sufficient capacity to provide for at least 30 days of operation.
An eductor may be used to transfer brine from the brine tank to the softeners. If a pump is used, a brine measuring tank or means of metering should be provided to obtain proper dilution.
Stabilization for corrosion control shall be provided. An alkali feeder shall be provided except when exempted by the reviewing authority.
Suitable disposal shall be provided for brine waste (See Appendix A Subpart 4.10). Where the volume of spent brine must be reduced, consideration may be given to using a part of the spent brine for a subsequent regeneration.
Pipes and contact materials shall be resistant to the aggressiveness of salt. Plastic and red brass are acceptable piping materials. Steel and concrete shall be coated with a non-leaching protective coating which is compatible with salt and brine.
Bagged salt and dry bulk salt storage shall be enclosed and separated from other operating areas in order to prevent damage to equipment.
Iron and manganese control, as used herein, refers solely to treatment processes designed specifically for this purpose. The treatment process used will depend upon the character of the raw water. The selection of one or more treatment processes must meet specific local conditions as determined by engineering investigations, including chemical analyses of representative samples of water to be treated, and receive the approval of the Secretary. It may be necessary to operate a pilot plant in order to gather all information pertinent to the design. Consideration should be given to adjusting pH of the raw water to optimize reaction.
Filters shall be provided and shall conform to Subpart 4.2.
This process consists of either a continuous feed of potassium permanganate to the influent of a manganese greensand filter or regeneration of filter media by permanganate.
This process of iron and manganese removal should not be used for water containing more than 0.3 milligrams per liter of iron, manganese or combination thereof. This process is not acceptable where either the raw water or wash water contains dissolved oxygen.
Sequestration process will only be considered as a viable option for use in Vermont under the following conditions:
Taps shall be located on each raw water source, each treatment unit influent and each treatment unit effluent.
Testing equipment should be provided for all plants. The equipment should have the capacity to accurately measure the iron content to a minimum detection level of 0.1 milligrams per liter and the manganese content to a minimum detection level of 0.03 milligrams per liter.
Sodium fluoride, sodium silicofluoride and hydrofluorosilicic acid shall conform to the NSF Drinking Water Treatment Chemicals and System Components Certification. The proposed method of fluoride feed must be approved by the Secretary prior to preparation of final plans and specifications. The proposed method will conform to CDC Water Fluoridation: A Manual for Engineers and Technicians, latest edition.
Fluoride chemicals should be isolated from other chemicals to prevent contamination. Compounds shall be stored in covered or unopened shipping containers and should be stored inside a building. Unsealed storage units for hydrofluorosilicic acid must be vented to the atmosphere at a point outside any building. Bags, fiber drums and steel drums should be stored on pallets.
In addition to the requirements in Appendix A Part 5, fluoride feed equipment shall meet the following requirements:
Protective equipment, as outlined in Appendix A Subpart 5.3.4, and as required by OSHA and VOSHA regulations, shall be provided for operators handling fluoride compounds.
Equipment shall be provided for measuring the quantity of fluoride in the water. Such equipment shall be subject to the approval of the Secretary.
Water that is unstable due to natural causes or to subsequent treatment should be stabilized.
The feeding of polyphosphates may be applicable for corrosion control.
Other treatment for controlling corrosive waters by the use of sodium silicate and sodium bicarbonate shall be used where necessary. Any proprietary compound must receive the specific approval of the Secretary before use. Chemical feeders shall be as required in Appendix A Part 5.
Unstable water resulting from the bacterial decomposition of organic matter in water (especially in dead end mains), the biochemical action within tubercles, and the reduction of sulfates to sulfides should be prevented by the maintenance of a free chlorine residual throughout the distribution system.
Provision shall be made for the control of taste and odor as required by the Secretary. Chemicals shall be added sufficiently ahead of other treatment processes to assure adequate contact time for an effective and economical use of the chemicals. Where severe taste and odor problems are encountered in-plant and/or pilot plant studies are required.
Treatment plants that supply water with known taste and odor problems should have equipment available to treat these problems. The equipment should have several control processes available for treatment flexibility in addressing the problem.
Chlorination can be used for the removal of some objectionable odors. Adequate contact time must be provided to complete the chemical reactions involved. Excessive potential trihalomethane production through this process should be avoided by adequate bench-scale testing prior to design. The breakpoint technique of chlorinating is recommended.
Chlorine dioxide has been generally recognized as a treatment for tastes caused by industrial wastes, such as phenols. However, chlorine dioxide can be used in the treatment of any taste and odor that is treatable by an oxidizing compound. Provisions shall be made for proper storing and handling of the sodium chlorite, so as to eliminate any danger of explosion.
See Subpart 4.2.1.6 of this appendix.
Continuous or periodic treatment of water with copper compounds to kill algae or other growths shall be controlled to prevent copper in excess of 1.3 milligrams per liter as copper in the plant effluent or distribution system. Care shall be taken to assure an even distribution. A permit shall be obtained from the Secretary prior to any such treatment. (See 10 V.S.A., § 1263(a))
See Appendix A Subpart 4.4.
Application of potassium permanganate may be considered, providing the treatment shall be designed so that the products of the reaction are not visible in the finished water.
Ozonation can be used as a means of taste and odor control. Adequate contact time must be provided to complete the chemical reactions involved. Ozone is generally more desirable for treating water with high threshold odors.
The decision to use any other methods of taste and odor control should be made only after careful laboratory and/or pilot plant tests and on consultation with the Secretary.
A microscreen is a mechanical supplement of treatment capable of removing some of the suspended matter from the water by straining. It may be used to reduce nuisance organisms, leaves, weeds and organic matter. It shall not be used in place of:
Provisions must be made for proper disposal of water treatment plant waste such as sanitary, laboratory, clarification sludge, iron sludge, filter backwash water, and brine. All waste discharges shall be permitted by the Secretary. In locating waste disposal facilities, due consideration shall be given to preventing potential contamination of the water supply and groundwater. The Department of Environmental Conservation's Permit Specialists should be contacted (see Rule Introduction) for assistance with regulatory jurisdiction with sludge disposal.
Alternative methods of water treatment and chemical use should be considered as a means of reducing waste handling and disposal problems.
The sanitary waste from water treatment plants, pumping stations, etc., must receive treatment. Waste from these facilities must be discharged directly to a sanitary sewer system, when feasible, or to an on-site waste treatment facility approved by the Secretary.
Lagooning may be used as a method of handling alum sludge. Lagoon size can be calculated using total chemicals used plus a factor for turbidity. Mechanical concentration may be considered. A pilot plant study is required before the design of a mechanical dewatering installation. Freezing changes the nature of alum sludge so that it can be used for fill. Alum sludge can be discharged to a sanitary sewer. However, approval of this method will depend on obtaining approval from the owner of the sewerage system as well as from the Secretary before final designs are made.
Lagoons should be designed to produce an effluent satisfactory to the Secretary and should provide for:
Waste filter wash water from iron and manganese removal plants must be disposed of according to the Secretary's requirements.
Waste filter wash water from surface water treatment plants should have suspended solids reduced to a level acceptable to the Secretary before being discharged. Many plants have constructed holding tanks and returned this water to the inlet end of the plant.
The holding tank should be of such a size that it will contain the anticipated volume of waste wash water produced by the plant when operating at design capacity. A plant that has two filters should have a holding tank that will contain the total waste wash water from both filters calculated by using a 15 minute wash at 20 gallons per minute per square foot. In plants with more filters, the size of the holding tank will depend on the anticipated hours of operation. It is recommended that waste filter wash water be returned at a rate of less than 10 percent of the raw water entering the plant. Filter backwash water should not be recycled when the raw water contains excessive algae, when finished water taste and odor problems are encountered, or when trihalomethane levels in the distribution system may exceed allowable levels. As such, a discharge permit, or municipal sewer connection or alternate means of treatment shall be required for waste filter wash water.
Granular activated carbon (GAC) filtration of contaminants in drinking water that exceed the maximum contaminant levels shall meet the following specifications.
Every construction permit application that proposes installation of GAC treatment at a Public
Water System shall include an Engineer's Report that meets the Requirements of Appendix A, Part 1 of the Rule. The Engineer's Report shall describe the design basis for the proposed treatment, which shall include the following technical information:
Introduction
This Part applies to:
No chemicals shall be applied to treat drinking waters unless specifically allowed by the Secretary.
Plans and specifications shall be submitted for review and approval, as provided for in Subpart 2, and shall include:
Chemicals shall be applied to the water at such points and by such means as to:
General equipment design shall be such that:
Dry chemical feeders shall:
Positive displacement type solution feed pumps should be used to feed liquid chemicals, but shall not be used to feed chemical slurries. Pumps must be sized to match or exceed maximum head conditions found at the point of injection. Specify make and model number of pump for all pumps used.
Liquid chemical feeders shall be such that chemical solutions cannot be siphoned into the water supply by assuring discharge at a point of positive pressure; and
Cross connection control meeting current AWWA Standard C-506 must be provided to assure that:
Chemical feed equipment shall:
In plant water supply shall be:
Chemical shipping containers shall be fully labeled to include:
All products or chemicals which may come in contact with water intended for use in a Public water system shall meet American National Standards Institute/NSF International Standards, specifically ANSI/NSF Standards 60 and 61.
Provisions may be required for assay of chemicals delivered.
A Material Safety Data Sheet must be obtained from each vendor for each chemical used and readily available for in plant review by operating personnel.
Special provisions shall be made for ventilation of chlorine feed and storage rooms.
Respiratory protection equipment, meeting the requirements the National Institute for Occupational Safety and Health (NIOSH), shall be available where chlorine gas is handled, and shall be stored at a convenient location, but not inside any room where chlorine is used or stored. The units shall use compressed air, have at least a 30 minute capacity, and be compatible with or exactly the same as units used by the fire department responsible for the plant.
A bottle of ammonium hydroxide, 56 percent ammonia solution, shall be available for chlorine leak detection; where ton containers are used, a leak repair kit approved by the Chlorine Institute shall be provided. Continuous chlorine leak detection equipment is recommended. Where a leak detector is provided it shall be equipped with both an audible alarm and a warning light.
Proposals for the storage and use of sodium chlorite must be approved by the Secretary prior to the preparation of final plans and specifications. Provisions shall be made for proper storage and handling of sodium chlorite to eliminate any danger of explosion.
Introduction
This Part applies to:
Pumping facilities shall be designed to maintain the sanitary quality of pumped water. Subsurface pits or pump rooms and inaccessible installations should be avoided. No pumping station shall be subject to flooding. Any below grade electrical installation must be provided with a ground fault interrupted electrical service, within 50' of equipment and on all 15-20 amp receptacles.
The pumping station shall be so located that the proposed site will meet the requirements for sanitary protection of water quality, hydraulics of the system and protection against interruption of service by fire, flood or any other hazard.
The station shall be:
Both raw and finished water pumping stations shall:
Suction wells shall:
Pump stations shall be provided with:
Stairways or ladders shall:
Provisions shall be made for adequate heating for:
In pump houses not occupied by personnel, only enough heat need be provided to prevent freezing of equipment or treatment processes.
Ventilation shall conform to existing local and/or state codes. Adequate ventilation shall be provided for all pumping stations. Forced ventilation of at least six changes of air per hour shall be provided for:
In areas where excess moisture could cause hazards to safety or damage to equipment, means for dehumidification should be provided.
Pump stations shall be adequately lighted throughout. All electrical work shall conform to the requirements of the American Insurance Associations and related agencies and to the relevant state and/or local codes.
All pumping stations that are regularly occupied for extended periods should be provided with potable water, lavatory and toilet facilities. Plumbing must be so installed to prevent contamination of a Public water system. Wastes shall be discharged in accordance with Appendix A Subpart 4.10 and with other applicable regulations.
At least two pumping units shall be provided. With any pump out of service, the remaining pump or pumps shall be capable of providing the maximum daily pumping demand of the system. Pumping stations for Public Non-Community systems may be designed with one pumping unit. The pumping unit(s) shall:
Suction lift should:
If suction lift is necessary, provision shall be made for priming the pumps.
Prime water must not be of lesser sanitary quality than that of the water being pumped. Means shall be provided to prevent back siphonage. When an air operated ejector is used, the screened intake shall draw clean air from a point at least 10 feet above the ground or other source of possible contamination, unless the air is filtered by an apparatus approved by the Secretary. Vacuum priming may be used.
Booster pumps shall be located or controlled so that:
Each booster pumping station should contain not less than two pumps with capacities such that peak demand can be satisfied with the largest pump out of service.
All booster pumping stations should contain a totalizer meter.
In addition to the other requirements of this part, inline booster pumps shall be accessible for servicing and repairs.
All automatic stations should be provided with automatic signaling apparatus which will report when the station is out of service. All remote controlled stations shall be electrically operated and controlled and shall have signaling apparatus of proven performance. Installation of electrical equipment shall conform with the applicable state and local electrical codes and the latest edition of the National Electrical Code.
Pumps shall be adequately valved to permit satisfactory operation, maintenance and repair of the equipment. If foot valves are necessary, they shall have a net valve area of at least 2.5 times the area of the suction pipe and they shall be screened. Each pump shall have a positive-acting check valve on the discharge side between the pump and the shutoff valve.
In general, piping shall:
Each pump:
The station should have indicating, totalizing, and recording metering of the total water pumped.
Water seals shall not be supplied with water of a lesser sanitary quality than that of the water being pumped. Where pumps are sealed with potable water and are pumping water of lesser sanitary quality, the seal shall:
Pumps, their prime movers and accessories, shall be controlled in such a manner that they will operate at rated capacity without dangerous overload. Where two or more pumps are installed, provision shall be made for alteration. Provision shall be made to prevent energizing the motor in the event of a backspin cycle. Electrical controls shall be located above grade.
When automatic pre lubrication of pump bearings is necessary and an auxiliary direct drive power supply is provided, the pre-lubrication line shall be provided with a valved bypass around the automatic control so that the bearings can, if necessary, be lubricated manually before the pump is started or the pre lubrication controls shall be wired to the auxiliary power supply.
To ensure continuous service when the primary power has been interrupted, a power supply shall be provided from at least two independent sources or a standby or an auxiliary source shall be provided. If standby power is provided by onsite generators or engines the fuel storage and fuel line must be designed to protect the water system from contamination. Natural gas or bottled gas is the preferred fuel. This requirement may be waived for small sized systems on a case by case basis.
Introduction
This Part applies to:
The materials and designs used for finished water storage structures shall provide stability and durability as well as protect the quality of the stored water. Steel structures shall follow the current AWWA standards concerning steel tanks, standpipes, reservoirs, and elevated tanks wherever they are applicable. Other materials of construction are acceptable when properly designed to meet the requirements of Appendix A Part 7. Design for cast-in-place and pre-cast concrete structures must show the placement of structural steel and specify the material for sealing the joints.
Storage facilities shall have sufficient capacity, as determined from engineering studies, to meet average daily domestic demands, and where fire protection is provided, fire flow demands.
Below grade installation may be acceptable for reservoirs. Provisions shall be made to minimize the risk of reservoir damage and the tendency of the tank to float during high groundwater conditions. The top of any earth covered reservoir shall be covered with a flexible waterproof membrane as approved by the Secretary.
All finished water storage structures shall have suitable watertight roofs which exclude birds, animals, insects, and excessive dust and shall have a perimeter drain at least 4" in diameter, if determined to be necessary, on a case-by-case basis.
Necessary precautions shall be provided to deter trespassing, vandalism, and sabotage.
Inflow and outflow shall be positioned so as to maximize chlorine contact time, if applicable.
No drain on a water storage structure may have a direct connection to a sewer or storm drain. The design shall allow draining the storage facility for cleaning or maintenance without causing loss of pressure in the distribution system.
All water storage structures shall be provided with an overflow which should terminate 12 to 24 inches above the ground surface, and discharges over a drainage inlet structure or a splash plate. No overflow may be connected directly to a sewer or storm drain. All overflow pipes shall be located so that any discharge is visible.
Finished water storage structures shall be designed with reasonably convenient access to the interior floor for cleaning and maintenance. Entrances above the water line shall:
Finished water storage structures shall be vented. Overflows shall not be considered as vents. Open construction between the sidewall and roof is not permissible. Vents shall:
The roof and sidewalls of all structures must be watertight with no openings except properly constructed vents, manholes, overflows, risers, drains, pump mountings, control ports, or piping for inflow and outflow.
The roof of the storage structure shall be well drained. Down spout pipes shall not enter or pass through the reservoir parapets, or similar construction which would tend to hold water and snow on the roof, will not be approved unless adequate waterproofing and drainage are provided.
The safety of employees must be considered in the design of the storage structure. As a minimum, such matters shall conform to pertinent laws and regulations of the area where the reservoir is constructed.
All finished water storage structures and their appurtenances, especially the riser pipes, overflows, and vents, shall be designed to prevent freezing which could interfere with proper functioning.
Every catwalk over finished water in a storage structure shall have a solid floor with raised edges so designed that shoe scrapings and dirt will not fall into the water.
The discharge pipes from all reservoirs shall be located in a manner that will prevent the flow of sediment into the distribution system. Removable silt stops should be provided.
The area surrounding a ground level structure shall be graded in a manner that will prevent surface water from standing within 50 feet of it.
Proper protection shall be given to metal surfaces by paints or other protective coatings, by cathodic protective devices, or by both.
The applicable design standards of Appendix A Subpart 7.0 shall be followed for plant storage.
Washwater tanks shall be sized, in conjunction with available pump units and finished water storage, to provide the backwash water required by Appendix A Subpart 4.2.1.10. Consideration shall be given to the backwashing of several filters in rapid succession.
Clear well storage should be sized, in conjunction with the distribution system storage, to relieve the filters from having to follow fluctuations in water use.
Finished water must not be stored or conveyed in a compartment adjacent to unsafe water when the two compartments are separated by a single wall.
Receiving basins and pump wet wells for finished water shall be designed as finished water storage structures.
Hydropneumatic (pressure) tanks, when provided as the only storage facility, are acceptable only in very small water systems. When serving more than 150 living units, ground or elevated storage designed in accordance with Appendix A Subpart 7.0.1 should be provided. Pressure tank storage is not to be considered for fire protection purposes. Pressure tanks shall meet ASME code requirements.
The tank should be located above the normal ground surface and be completely housed, except that a pressure tank may be placed below grade within a building served by the system if adequate drainage and access are provided.
|
Submersible Pumps |
||
|
Pump Motor Rating |
Cycles per Hour |
Usable Tank Volume |
|
Up to: 3/4 HP single phase or5 HP three phase |
12.5 |
1.2 x PC |
|
1 to 5 HP single phase or 7 1/2 HP & over three phase |
4.17 |
3.6 x PC |
|
7 1/2 HP & over single phase |
2 |
7.5 x PC |
|
Non-submersible Pumps |
||
|
Pump Motor Rating |
Cycles per Hour |
Usable Tank Volume |
|
All horsepower and phases |
2 |
2.5 x PC |
|
* PC = capacity of largest pump in gpm |
||
The tank shall have bypass piping to permit operation of the system while it is being repaired or painted.
Each tank without a separate air bladder shall have an access hole, a drain, and control equipment consisting of pressure gauge, water sight glass, automatic or manual air blow-off, means for adding air, and pressure operated start-stop controls for the pumps. Where practical the access manhole should be 24 inches in diameter.
The applicable design standards of this subpart shall be followed for distribution system storage.
The maximum variation between high and low levels in storage structures providing pressure to a distribution system should not exceed 30 feet. The minimum working pressure in the distribution system should be 35 psi and the normal working pressure should be approximately 60 psi.
When static pressures exceed 100 psi, pressure reducing devices should be provided on mains in the distribution system.
Storage structures which provide pressure directly to the distribution system shall be designed so they can be isolated from the distribution system and drained for cleaning or maintenance without necessitating loss of pressure in the distribution system. The drain shall discharge to the ground surface with no direct connection to a sewer or storm drain.
Controls shall be provided to maintain levels in distribution system storage structures. Level indicating devices should be provided at a central location. Low level alarms are required.
Introduction
This Part applies to:
Pipe, fittings, valves and fire hydrants shall conform to the latest standards issued by the AWWA. Special attention shall be given to selecting pipe materials which will protect against both internal and external pipe corrosion.
Water mains which have been used previously for conveying potable water may be reused provided they meet the above standards and have been restored practically to their original condition.
Packing and jointing materials used in the joints of pipe shall meet the standards of the AWWA, C-111. Pipe having mechanical joints or slip-on joints with rubber gaskets is preferred.
All water mains, including those not designed to provide fire protection, shall be sized after a hydraulic analysis based on flow demands and pressure requirements. The system shall be designed to maintain a minimum pressure of 20 psi at ground level at all points in the distribution system under all conditions of flow. The normal working pressure in the distribution system should be approximately 60 psi and not less than 35 psi.
The minimum size of water main for providing fire protection and serving fire hydrants shall be eight inch diameter. Larger size mains will be required if necessary to allow the withdrawal of the required fire flow while maintaining the minimum residual pressure specified in Appendix A Subpart 8.1.1.
When fire protection is to be provided, system design shall meet the minimum flow standards in Appendix A, Part 7.0.1.
Any departure from minimum requirements shall be justified by hydraulic analysis and future water use, and will be considered only in special circumstances.
Water mains not designed to carry fire flows shall not have fire hydrants connected to them.
Dead ends shall be minimized by looping of all mains whenever practical.
Where dead end mains occur they shall be provided with a fire hydrant if flow and pressure are sufficient, or with an approved flushing hydrant or blow off for flushing purposes. Flushing devices should be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed. No flushing device shall be directly connected to any sewer. The open end of a blow off must be capped and terminate at least 18 inches above grade.
Sufficient valves shall be provided on water mains so that inconvenience and sanitary hazards will be minimized during repairs. Valves should be located at not more than 500 foot intervals in commercial districts, at not more than one block or 800 foot intervals in other districts, and at not more than 5000 foot intervals on transmission lines.
Hydrants should be provided at each street intersection and at intermediate points between intersections as recommended by the state Insurance Services Office. Generally, hydrant spacing may range from 350 to 600 feet depending on the area being served.
Fire hydrants should have a bottom valve size of at least five inches in diameter, one 4.5 inch diameter pumper nozzle and two 2.5 inch diameter nozzles.
The hydrant lead shall be a minimum of six inches in diameter. Auxiliary valves shall be installed in all hydrant leads.
Hydrant drains should be plugged. When the drains are plugged the barrels must be pumped dry after use during freezing weather. Where hydrant drains are not plugged, a gravel pocket or dry well shall be provided unless the natural soils will provide adequate drainage. Hydrant drains shall not be connected to or located within 10 feet of sanitary sewers or storm drains.
At high points in water mains where air can accumulate, provisions shall be made to remove the air by means of hydrants or air relief valves. Automatic air relief valves shall not be used in situations where flooding of the accessway or chamber may occur.
The open end of an air relief pipe from the automatic valve shall be extended to at least 1 foot above grade and provided with a screened, downward-facing elbow. The pipe from a manually operated valve shall be extended to the top of the pit.
Chambers, pits or manholes containing valves, blow-offs, meters, or other such appurtenances to a distribution system, shall not be connected directly to any storm drain or sanitary sewer, nor shall blowoffs or air relief valves be connected directly to any sewer. Such chambers or pits shall be drained to the surface of the ground where they are not subject to flooding by surface water, or to absorption pits underground.
A continuous and uniform bedding shall be provided in the trench for all buried pipe. Back fill material shall be tamped in layers around the pipe and to a sufficient height above the pipe to adequately support and protect the pipe. Stones found in the trench shall be removed for a depth of at least six inches below the bottom of the pipe.
All water mains shall be covered with at least 5.5 feet of earth. Insulation may be used in lieu of cover depth when approved in advance by the Secretary.
All tees, bends, plugs and hydrants shall be provided with reaction blocking, tie rods or joints designed to prevent movement. Specifications shall include a requirement that all air be removed from the pipes before water at test pressure levels is added. Size of blocks shall be specified and design basis shown (i.e. type of soil, design water pressure used).
All types of installed pipe shall be pressure tested and leakage tested in accordance with the latest edition of AWWA Standard C600.
All new, cleaned or repaired water mains shall be disinfected in accordance with AWWA Standard C651, latest published version. The specifications shall include detailed procedures for the adequate flushing, disinfection, and microbiological testing of all water mains. If bacteriological tests show the treatment to be unsatisfactory, the disinfection procedures shall be repeated until satisfactory bacteriological sample results are obtained. The tablet method in AWWA Standard 651 is not acceptable.
The following factors should be considered in providing adequate separation:
Water mains shall be laid at least 10 feet horizontally from any existing or proposed manhole or sanitary sewer. This distance can be reduced to 5 feet for storm sewers. The distance shall be measured edge to edge. In cases where it is not practical to maintain a 10 foot separation, the Secretary may allow deviation on a case-by-case basis if supported by data from the design engineer. Such deviation may allow installation of the water main closer to a sewer, provided that the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the sewer at such an elevation that the bottom of the water main is at least 18 inches above the top of the sewer. See Appendix A Subpart 8.6.4 for approval required for such exception.
Water mains crossing sewers shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and the outside of the sewer. This shall be the case where the water main is either above or below the sewer. At crossings, one full length of water pipe shall be located so both joints will be as far from the sewer as possible. If the sewer main is over the water main, the first sewer pipe joints on each side of the water main must be concrete encased. Special structural support for the water and sewer pipes may be required. Water mains shall not pass through sewer manholes or be submerged in basins containing sewage or other grossly contaminated or hazardous material. Stream crossings shall meet the provisions of Appendix A Subpart 8.7.
The Secretary must specifically approve any variance from the requirements of Appendix A Subparts 8.6.2, 8.6.3, 8.6.6 and 8.6.7 when it is impossible to obtain the specified separation distances. Where sewers are being installed and Appendix A Subparts 8.6.2 and 8.6.3 cannot be met, the sewer materials shall be water main pipe or equivalent and shall be pressure tested to ensure water tightness.
There shall be at least a 10 foot horizontal separation between water mains and sanitary sewer force mains. There shall be an 18 inch vertical separation at crossings as required in Appendix A Subpart 8.6.3.
Distribution lines shall be placed not closer than fifty (50) feet horizontal distance from any septic tank or leach field except as provided in Appendix A Subpart 8.6.4.
Distribution lines shall be placed not closer than twenty five (25) feet horizontal distance from underground storage tanks. Fifty (50) feet separation is preferable except as provided in Appendix A Subpart 8.6.4.
Surface water crossings, whether over or under water, present special problems. The Secretary shall be consulted before final plans are prepared.
The pipe shall be adequately supported and anchored, protected from damage and freezing, and accessible for repair or replacement.
A minimum cover of two feet shall be provided over the pipe. When crossing water courses greater than 15 feet in width, the following shall be provided:
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 system. This does not preclude approved cross connection control devices.
Drains from the fire hydrants, air relief pits and blow off valve pits shall not connect directly to sewer lines or discharge at a point which will permit possible back siphonage conditions. The approval of the Secretary shall be obtained for interconnections between potable water systems.
Each service connection should be individually metered.
Water loading stations present special problems since the fill line may be used for filling both potable water vessels and other tanks or contaminated vessels. To prevent contamination of both the Public system and potable water vessels being filled, the following principles shall be met in the design of water loading stations:
This part provides regulation and guidance for potable water sources, storage, and distribution systems serving Public Non-Transient Non-Community water systems and Public Transient Non-Community water systems. Information to be submitted with permit applications, methodologies to be used in source evaluation, and minimum standards for construction and operation of such systems are provided.
Public Transient Non-Community water systems are administered by the Department's Drinking Water and Groundwater Protection Division.
These standards and limits represent minimum criteria. Designers should note that the use of this part requires professional judgement. The standards are minimal and the safety factors are marginal, and will not yield satisfactory designs, by themselves, in all situations.
These regulations have two principal goals:
The professional engineer may propose alternative engineering designs for water systems and justify the design based on its reliability in providing water of adequate quality and quantity for the size and nature of the project.
The following definitions apply for the purposes of this Part (Appendix A Part 11); additional definitions are contained in Subchapter 21-2.
AVERAGE DAY DEMAND - The volume of water anticipated to be used by a particular building or project in a 24 hour period; expressed in gallons per day (gpd).
CONSTANT DISCHARGE PUMPING TEST - A test of a water source in which the well is pumped for a specified duration at one flow rate to determine the yield of the well, aquifer characteristics and/or well interference.
FLOOD PLAIN - Any area which is flooded with an average frequency of once or more in each 100 years as determined by the Secretary.
FLOODWAY - The channel of a river or other water course and the adjacent land areas that must be reserved in order to discharge a 100 year frequency flood without cumulatively increasing the water surface elevation more than one foot.
HYDROFRACTURING - A method of bedrock well development used to increase the yield of wells, in which high pressures are generated in the well to open fractures. Propping agents may be introduced to keep the fractures open.
HYDROGEOLOGIC CONNECTION - A situation where a water source is down- gradient of a potential source of contamination under either natural groundwater flow conditions or pumping conditions.
INSTANTANEOUS PEAK DEMAND - The instantaneous flow rate that the system must satisfy. This is determined by the number and type of plumbing fixtures on it.
LICENSED WELL DRILLER - An individual licensed under the Vermont Well Driller Licensing Rules and Standards.
LONG-TERM YIELD - The amount of water that the source is capable of providing on a daily basis over the design life of the project; expressed in gallons per minute (gpm).
MAXIMUM DAY DEMAND - For Public Non-Transient Non-Community water systems and Public Transient Non-Community water systems, the rate at which the average day demand is to be used by a particular building or project divided by not more than 720 minutes; expressed in gallons per minute (gpm).
QUALIFIED CONSULTANT - Certified Site Technician, or Vermont Registered Professional Engineer, working within the scope of his or her certification and expertise.
SHALLOW WATER SOURCE - A developed structure to collect groundwater, generally less than 20 feet deep. This includes springs, dug wells, jetted wells, drilled wells, and well points, and other water intake structures which may or may not be under the jurisdiction of the Vermont Well Driller's Rules and Construction Standards.
SOURCE INTERFERENCE - Public water systems and potable water supplies affected by the pumping of other proposed or existing sources.
STATE ELECTRICAL CODE - State of Vermont Electrical Safety Rule adopted by the Vermont Department of Public Safety per 26 V.S.A. § 891.
STATE PLUMBING CODE - State of Vermont Plumbing Rule, adopted by the Vermont Department of Public Safety per 26 V.S.A. § 2173.
TOTAL AVAILABLE HEAD - The difference in elevation between the static water level and the hydraulic base of a well.
WATER SOURCE - An existing or permitted water well or shallow water source designed to collect potable groundwater.
WATER SYSTEM - The source, pumping facility, storage, distribution system and related appurtenances used to provide potable water.
For all Public Non-Transient Non-Community water systems and Public Transient Non-Community water systems, a water source site plan, basis of design statement, and design plans and specifications, along with all available information on the source, must be submitted with the permit application. In addition, a Long Range Plan, Source Protection Plan, and Engineer's Report, as required by Subchapters 4.2.2, 5.5(e), 15.1, and 16.1, must be submitted for new Public Non-Transient Non-Community water systems. Some of this information may be developed in pre-application work and may require review and approval by the Secretary before an application will be considered complete.
Increased demands to existing or previously approved Public Non-Transient Non-Community water systems and Public Transient Non-Community water systems will require analysis of additional maximum day demand and/or instantaneous peak demand.
A water source site plan shall include:
The design plans and specifications shall include:
These projects will be permitted prior to water source development unless there is reason to suspect that sufficient water may not be available, in which case the Secretary may:
These projects will not normally be permitted before the source is developed and tested, unless:
These projects are normally approved prior to source development. Multiple lot subdivisions may need to show evidence that adequate yields are likely to be available, and/or that proposed sources are not likely to cause unacceptable interference in nearby existing or permitted water sources.
The maximum day demand is calculated by dividing the average day demand by not more than 720 minutes. The resulting flow rate is expressed in gallons per minute.
The instantaneous peak demand, expressed in gallons per minute (gpm), shall be calculated as follows:
The proposed site of the water source for the building or project shall be approved by the Secretary before the source is developed.
Adequate horizontal isolation distances between wells and potential sources of contamination are required. The required horizontal minimum distances are listed in Tables A11-1 and A11-2 below. Qualified consultants, Site Technicians, Professional Engineers or Hydrogeologists, as appropriate, are responsible for assuring that these minimums are adequate for individual cases, and should increase them as they deem appropriate in their professional judgement. The Secretary may increase the minimum horizontal isolation distances in Tables A11-1 and A11-2 or prescribe any additional safeguards it deems necessary when the depth to the aquifer or the nature of overburden material is not sufficient to protect the water source from pollution. The Secretary will consider permitting reductions of these individual cases only on the written request of the qualified consultants, which technically justifies the reduction in a particular case.
The minimum recommended horizontal isolation distances in these regulations from water systems to sewage systems are based on sewage treatment in soils, pathogen attenuation, effluent travel time in soil and dispersion, without site specific hydrogeologic information. Site specific data may be collected and justification made for reducing the distances listed in Tables A11-1 and A 11-2.
Table A11-1 -REQUIRED HORIZONTAL MINIMUM SEPARATION DISTANCES
|
POTENTIAL SOURCE OF CONTAMINATION AND OTHER SITING LIMITATIONS |
SEPARATION DISTANCE |
|
Roadway, Parking Lot (outer edge of shoulder) |
25 Feet |
|
Driveway (Fewer than 3 residences) |
15 Feet |
|
Sewage System Disposal Fields |
(See a.) |
|
Subsurface Wastewater Piping and Related Tanks |
50 Feet |
|
Property Line |
10 Feet (See b.) |
|
Limit of Herbicide Application on utility R O W |
100 Feet (See c.) |
|
Surface Water |
10 Feet (See d.) |
|
Flood ways |
(See e.) |
|
Buildings |
10 Feet |
|
Concentrated Livestock Holding Areas and Manure Storage Systems |
200 Feet |
|
Hazardous or Solid Waste Disposal Site |
(See f.) |
|
Non-sewage Wastewater Disposal Fields |
(See f.) |
Table A11-2 -REQUIRED MINIMUM HORIZONTAL SEPARATION DISTANCES TO SEWAGE SYSTEM DISPOSAL FIELDS
[1,] [2] (Feet)
|
Design Flow of Domestic Sewage System Disposal Field (GPD) Fewer than 2,000 2,000 through 6,499 Equal to or Greater than 6,500 |
Water Source Maximum Daily Demand (GPM) |
|||
|
0-1.9 |
2.0-4.9 |
5.0-7.9 |
8.0 |
|
|
100 |
150 |
200 |
200+ a |
|
|
150 |
150 |
200 |
200+a |
|
|
200++ b |
200++b |
200++b |
200+a |
|
FIGURE 11-1.
Click to view image
Wells and sewage system disposal fields should be located to optimize the hydrogeologic separation within the project limitations. The applicant's designer must establish a separation zone around the water source which defines the probable area of groundwater recharge to the water source. The separation zone may be established by a presumptive method which uses ground surface topography and minimum distances.
The minimum separation distances for leachfields can be also estimated by using methods to define Source Protection Areas in accord with procedures defined in this rule (see Appendix A Part 3), or with other methods approved by the Secretary.
To determine the size and shape of the required minimum separation zone between sewage disposal fields and a water well the following steps should be taken (see Figure 11-1):
To determine the size and shape of the required minimum separation zone between sewage disposal fields and a shallow water source, the following steps should be taken (see Figure A11-1):
This subpart applies when a hydrogeologic connection may exist between a sewage system disposal field and a potable water source.
These distances listed in Table A11-1 amp; A11-2 provide a minimal level of protection for water sources. These distances may be increased or reduced based on site specific data.
These distances may be increased up to a maximum of 500 feet if a sewage disposal field is discharging upgradient of a water source and to the same unconsolidated, unconfined aquifer from which the water source is withdrawing.
These distances may be reduced with the use of site specific data under the following conditions:
If required elsewhere in Appendix A Subpart 11.4.2, then a minimum travel time of two years must exist in the materials between a potential source of contamination that may contain pathogenic microorganisms and the drinking water source. The two year travel time is based on the reasonable assurance of pathogen attenuation. Calculations of travel time must take into
account hydraulic gradient, porosity, saturated hydraulic conductivities in the materials with the largest saturated hydraulic conductivity, the cone of influence of production wells or the recharge area of springs being considered, and mounding of the water table due to groundwater recharge by discharge of the sewage effluent.
The potential source(s) of contamination may not increase the level of contamination in any drinking water source to more than the Maximum Contaminant Levels (MCL) of the Drinking Water Standards in Subchapter 21-6 of this rule. Nitrate (expressed as N) may be used as an indicator when dealing with domestic (non-industrial) wastes. Calculations must take into account the concentration of nitrate-nitrogen at the base of the leachfield, which is assumed to be 40 mg/l, dilution by precipitation and groundwater flow, dispersion, background concentrations of nitrate-nitrogen, and other existing sources of nitratenitrogen, including fertilizers, in the subsurface drainage basin, using the assumption that no denitrification takes place in the subsoil. Methods of calculation and evaluation must closely approximate actual conditions and should be determined in consultation with the Secretary before any work is done.
The minimum separation distances for leachfields can be also estimated by using methods to define Source Protection Areas as contained in Appendix A Part 3 or with other methods approved by the Secretary.
The requirements of this subpart presume that water wells are constructed in compliance with Appendix A, Part 12 (Construction and Isolation Standards for Wells).
Acceptable materials include:
Spring and shallow well site construction shall include the following:
These projects:
These projects shall conduct a constant discharge pumping test in accord with Subpart 11.6.1 to determine the long term yield of the well.
When a constant discharge test is required by the provisions of Appendix A Subpart 11.6.0, the following conditions shall be met:
Table A11-3 - CONSTANT DISCHARGE PUMPING TEST DURATION
|
MAXIMUM DAY DEMAND OF WELLa |
MINIMUM TEST LENGTH, HOURS |
|
0.0 - 1.9 gpm |
24 |
|
2.0 - 4.9 gpm |
36 |
|
5.0 - 7.9 gpm |
48 b |
|
8.0 - 49.9 gpm |
72 |
|
50.0 - 99.9 gpm |
96 |
|
100 gpm or Greater |
120 |
|
a. Rounded to nearest tenth. b. This duration may be increased to 72 hours if interference or special studies are required. |
|
These sources shall be tested in accordance with the requirements of Appendix A Subpart 11.6.1.1. and take into account seasonal fluctuations in water level.
The following material shall be submitted to the Secretary for approval:
The analysis shall predict the long term yield that shall meet or exceed the following criteria:
Analysis of monitoring data shall follow accepted hydrogeologic methods such as low flow analyses or other suitable methods.
Analyses shall be in accordance with Appendix A Subpart 11.6.2.1 and take into account seasonal low static water level.
Public and private water systems affected by the pumping of other proposed or existing groundwater sources shall be able to meet their average day demand while the proposed water system is operated at the proposed pumping rates. If, as a result of predicted source interference, existing water systems cannot meet their design demands, then unacceptable interference exists. Unacceptable interference may also include water quality problems resulting from source testing.
Table A11-4 -MONITORING DISTANCES FROM TEST WELLS
|
MONITORING DISTANCE FROM TEST WELL TO A POTABLE WATER SOURCE |
|
|
MAXIMUM DAILY DEMAND OF TESTED WELL, GPM |
DISTANCE, FT. |
|
0 - 1.9 |
0 - 200 |
|
2 - 4.9 |
0 - 500 |
|
5 - 19.9 |
0 - 1000 |
|
20 - 49.9 |
0 - 2000 |
|
50 - 99.9 |
0 - 2500 |
|
100 or greater |
0 - 3000 |
Public Transient Non-Community water systems shall be designed to provide potable water. The requirements for water quality testing are as follows:
|
Table A11-5 - SECONDARY CONTAMINANT STANDARDS FOR Public Transient Non-Community water systems |
|
|
Secondary Contaminant Standards |
Secondary Maximum Contaminant Level |
|
Chloride |
250 mg/l |
|
Sodium |
250 mg/l |
|
Iron |
0.3 mg/l |
|
Manganese |
0.05 mg/l |
|
Odor |
3 threshold odor number |
|
pH |
6.5 to 8.5 |
|
Table A11-6 - PRIMARY CONTAMINANT STANDARDS FOR PUBLIC TRANSIENT NON-COMMUNITY WATER SYSTEMS |
|
|
Primary Contaminant Standards |
Maximum Contaminant Level |
|
Arsenic |
0.010 mg/l |
|
Nitrate |
10 mg/l |
|
Nitrite |
1.0 mg/l |
|
Total Coliform Bacteria |
Absent |
|
Uranium |
20 ug/1 |
The Secretary has jurisdiction over water system appurtenances including pumps, pressure tanks and water storage tanks, including those located within a building.
Service water, storage facilities and all water system appurtenances shall be located to provide adequate isolation from potential sources of contamination.
Sample taps shall be provided so that water samples can be obtained from each water source and from appropriate locations in each unit of distribution.
Suction water lines shall be located to comply with the isolation distances for water wells in Appendix A Subpart 11.4, Table A11-1 and be located greater than 100' from any domestic sewage disposal field.
Pumping facilities shall be designed to maintain the sanitary quality of pumped water. Subsurface pits or pump rooms should be avoided unless there is a non-mechanical way of avoiding flooding from either groundwater, surface water, or interior pipe break. No pumping station shall be subject to flooding. Any below grade electrical installation must be provided with a ground fault interrupted electrical service. All installations shall be safely and easily accessible for monitoring, maintenance, and equipment removal.
The pumping station shall be so located that the proposed site will meet the requirements for sanitary protection of water quality, hydraulics of the system and protection against interruption of service by fire, flood or any other hazard.
The station shall be:
Both raw and finished water pumping stations shall:
Pump stations shall be provided with:
Stairways or ladders shall:
Provisions shall be made for adequate heating for the safe and efficient operation of the equipment.
Adequate ventilation shall be provided for all areas where unsafe atmosphere may develop or where excessive heat may be built up.
In areas where excess moisture could cause hazards to safety or damage to equipment, means for dehumidification should be provided.
All electrical work shall conform to the requirements of the Vermont Code and to the relevant state and/or local codes.
The pumping unit shall:
Suction lift should:
If suction lift is necessary, provision shall be made for priming the pump.
Prime water must not be of lesser sanitary quality than that of the water being pumped. Means shall be provided to prevent back siphonage. When an air operated ejector is used, the screened intake shall draw clean air from a point at least 10 feet above the ground or other source of possible contamination, unless the air is filtered by an apparatus approved by the Secretary. Vacuum priming may be used.
Pumps shall be adequately valved to permit satisfactory operation, maintenance and repair of the equipment. If foot valves are necessary, they shall have a net valve area of at least 1- 1/2 times the area of the suction pipe and they shall be screened. Each pump shall have a positive-acting check valve on the discharge side between the pump and the shut-off valve.
In general, piping shall:
Each pump shall have a standard pressure gauge in its discharge line.
Water seals shall not be supplied with water of a lesser sanitary quality than that of the water being pumped. Where pumps are sealed with potable water and are pumping water of lesser sanitary quality, the seal shall:
Pumps, their prime movers and accessories, shall be controlled in such a manner that they will operate at rated capacity without dangerous overload. Where two or more pumps are installed, provision shall be made for alternation. Provision shall be made to prevent energizing the motor in the event of a backspin cycle.
If the water source's long-term yield is less than the water system instantaneous peak demand, then an abbreviated peak demand test may be performed on the source by one of the following methods:
If the water system instantaneous peak demand exceeds the water source yield and/or the source pump capacity, water storage volume computed by one of the following methods shall be provided:
S = D (1-Y/P)
Where S = Volume of water storage (gallons)
D = Project average day demand (gallons) (See Appendix A Subpart 11.3);
P = Project water system instantaneous peak demand (gallons/minute) (See Appendix A Subpart 11.3); and
Y = Water source yield (either long term yield per Appendix A Subpart 11.6 or peak yield per Appendix A Subpart 11.8.2.2).
The predicted drawdown shall be based on the long term yield, the maximum day demand and the total available head as follows:
DD= SE + (TAH (MDD / Y))
where DD= depth to predicted drawdown, below ground surface (ft)
SE= depth to static water level in well, below ground surface (ft)
TAH= total available head (ft)
MDD=maximum day demand (gpm)
Y= long term yield (gpm) (per 11.6)
The materials and designs used for finished water storage structures shall provide stability and durability as well as protect the quality of the stored water. Steel structures shall follow the current AWWA standards concerning steel tanks, reservoirs, and elevated tanks wherever they are applicable. Other materials of construction are acceptable when properly designed and approved by the Secretary. Design for cast-in-place and pre-cast concrete structures must be reinforced and specify the material for sealing the joints. Reservoirs should be tested for leakage.
No drain on a water storage structure may have a direct connection to a sewer or storm drain. The design shall allow draining the storage facility for cleaning or maintenance.
All water storage structures shall be provided with an overflow. The discharge end of the overflow should terminate at least 18 inches above the ground surface, and discharge over either a drainage inlet structure or a splash plate. No overflow may be connected directly to a sewer or storm drain. All overflow pipes shall be located so that any discharge is visible.
Finished water storage structures shall be designed with reasonably convenient access to the interior floor for cleaning and maintenance.
Finished water storage structures shall be vented. Overflows shall not be considered as vents. Open construction between the sidewall and roof is not permissible. Finished water source vents shall:
The roof and sidewalls of all structures must be watertight with no openings except properly constructed vents, manholes, overflows, risers, drains, pump mountings, control ports, or piping for inflow and outflow.
The roof of above grade storage structures shall be well drained. Roofs shall not tend to hold water.
The safety of employees must be considered in the design of the storage structure. As a minimum, such matters shall conform to pertinent laws and regulations of the area where the reservoir is constructed.
All finished water storage structures and their appurtenances, shall be designed to prevent freezing which will interfere with proper functioning.
The area surrounding a ground level structure shall be graded in a manner that will prevent surface water from standing within 50 feet of it.
Proper protection shall be given to metal surfaces by paints or other protective coatings, by cathodic protective devices, or by both.
Hydropneumatic (pressure) tanks, when provided as the only storage facility, are acceptable. Pressure tank storage is not to be considered for fire protection purposes. Pressure tanks shall meet BOCA code requirements.
The tank shall be completely housed.
The capacity of the wells and pumps in a hydropneumatic storage should be such that the minimum pump on time is 2 minutes, unless the pump manufacturer certifies less is acceptable. In no case will a pump on time of less than 1 minute be acceptable. Only the available storage during the pump-on time shall be considered in meeting storage requirements.
Each tank shall have a drain, pressure gauge, water sight glass, if applicable, automatic or manual air blow-off, means for adding air, and pressure operated start-stop controls for the pumps.
The applicable design standards of Appendix A Subpart 11.8.2 shall be followed for distribution system storage.
The minimum working pressure at the hydropneumatic tank system should be set at no less than 20 psi. When static pressures exceed 100 psi, pressure reducing devices should be provided on mains in the distribution system.
Storage structures which provide pressure directly to the distribution system shall be designed so they can be isolated from the distribution system and drained for cleaning or maintenance. The drain shall discharge to the ground surface with no direct connection to a sewer or storm drain.
Controls shall be provided to maintain levels in distribution system storage structures. Controls shall have the following features:
Pipe, fittings, valves and fire hydrants shall conform to the latest standards issued by AWWA. Special attention shall be given to selecting pipe materials which will protect against both internal and external pipe corrosion.
Water mains which have been used previously for conveying potable water may be reused provided they meet the above standards and have been restored practically to their original condition.
Packing and jointing materials used in the joints of pipe shall meet the standards of the AWWA. Pipe having mechanical joints or slip-on joints with rubber gaskets is preferred.
Service connection detail must be provided. Curb stops must be shown on plan drawings; they must be incapable of conveying surface loads onto the service line.
All water mains shall be sized after a hydraulic analysis based on flow demands and pressure requirements. The normal working pressure in the distribution system should be:
Water mains not designed to carry fire flows shall not have fire hydrants connected to them.
Dead ends shall be minimized by looping of all mains whenever practical.
Flushing devices should be sized to provide flows which will give a velocity of at least 2.5 feet per second in the water main being flushed. No flushing device shall be directly connected to any sewer. The open end of a blow off must be capped and terminate at least 18 inches above grade.
Sufficient valves shall be provided on water mains so that inconvenience and sanitary hazards will be minimized during repairs. Valves should be located at not more than 500 foot intervals in commercial districts, at not more than one block or 800 foot intervals in other districts, and at not more than 5,000 feet on transmission lines.
At high points in water mains where air can accumulate, consideration shall be made to incorporate air relief devices.
Chambers, pits or manholes containing valves, blow-offs, meters, or other such appurtenances to a distribution system, shall not be connected directly to any storm drain or sanitary sewer, nor shall blowoffs or air relief valves be connected directly to any sewer. Such chambers or pits shall be drained to the surface of the ground where they are not subject of flooding by surface water, or to absorption pits underground.
A continuous and uniform bedding shall be provided in the trench for all buried pipe. Back fill material shall be tamped in layers around the pipe and to a sufficient height above the pipe to adequately support and protect the pipe.
All water mains shall be covered with at least 5- 1/2 feet of earth. Insulation may be used in lieu of cover depth.
All tees, bends, plugs and hydrants shall be provided with reaction blocking, tie rods or joints designed to prevent movement. The size and shape of the blocks shall be appropriate for the site conditions and design water pressure.
All new or reconstructed water mains shall be disinfected in accordance with AWWA Standard C651-86. The specifications shall include detailed procedures for the adequate flushing, disinfection, and microbiological testing of all water mains. If bacteriological tests show the treatment to unsatisfactory, the disinfection procedures shall be repeated until satisfactory bacteriological sample results are obtained. The tablet method in AWWA Standard 651 is not acceptable.
All types of installed pipe shall be pressure tested and leakage tested in accordance with the latest edition of AWWA Standard C600.
Water mains crossing sewers shall be laid to provide a minimum vertical distance of 18 inches between the outside of the water main and the outside of the sewer. This shall be the case where the water main is either above or below the sewer. At crossings, one full length of water pipe shall be located so both joints will be as far from the sewer as possible. If the sewer main is over the water main, then the sewer main must be encased by concrete, extending beyond the first sewer pipe joints and resting on undisturbed soil on each side of the water main, or the sewer line shall be installed to meet the Secretary's sewer line standards for Source Protection Areas. Special structural support for the water and sewer pipes may be required. Water pipes shall not pass through sewer manholes or be submerged in basins containing sewage or other grossly contaminated or hazardous material. Properly constructed and approved submerged stream crossings shall be exempted from this provision of the regulations.
Water mains shall be laid at least 10 feet horizontally from any existing or proposed manhole or sanitary sewer. This distance can be reduced to 5 feet for storm sewers. The distance shall be measured edge to edge. In cases where it is not practical to maintain a 10 foot separation, the Secretary may allow deviation on a case by case basis if supported by data from the design engineer. Such deviation may allow installation of the water main closer to a sewer, provided that the water main is laid in a separate trench or on an undisturbed earth shelf located on one side of the sewer at such an elevation that he bottom of the water main is at least 18 inches above the top of the sewer.
The Secretary must specifically approve any variance from the requirements of Appendix A Subparts 11.8.3.6.1 and 11.8.3.6.2 when it is impossible to obtain the specified separation distances. Where sewers are being installed and Appendix A Subparts 11.8.3.6.1 and 11.8.3.6.2 cannot be met, the sewer materials shall be water main pipe or equivalent and shall be pressure tested to ensure water tightness.
Surface water crossings, whether over or under water, present special problems. The reviewing authority should be consulted before final plans are prepared.
The pipe shall be adequately supported and anchored, protected from damage including flood waters, floating debris, ice and freezing, and shall be accessible for repair or replacement.
A minimum cover of two feet measured from the lowest point of the stream bed, shall be provided over the pipe. When crossing water courses, the pipe shall be of special construction, having flexible water tight joints.
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 system. This does not preclude approved cross connection control devices.
Drains from the fire hydrants, air relief pits and blow off valve pits shall not connect directly to sewer lines or discharge at a points which will permit possible back-siphonage conditions.
Water services and plumbing shall conform to the state plumbing code.
Water loading stations present special problems since the fill line may be used for filling both potable water vessels and other tanks or contaminated vessels. To prevent contamination of both the water system and potable water vessels being filled, the following principles shall be met in the design of water loading stations:
The well driller shall not cause undue soil erosion or water pollution; or pollute the site with fuels, lubricants, solvents, or other contaminants used in the construction or repair of the well. The well driller must obtain approval from the Secretary before allowing or causing the discharge of water or other substances to waters of the State. The well driller should make preparations in advance to contain and promptly remove any contaminants which are accidentally spilled.
The well driller shall not use materials and procedures which may adversely affect the public health, the drill site, or groundwater. The use of drilling fluids, additives, cements or other materials that may adversely affect the public health or the environment is prohibited. All drilling fluids shall be disposed of properly upon completion of their use. Contaminated drill cuttings, samples or liquids shall be disposed of as approved by the Secretary.
All water used in drilling or servicing water wells shall be potable water (see definition in Subchapter 21-2).
All wells shall be sufficiently developed to remove all additives and well development fluids (such as hydrofracturing water) and provide reasonably clear water.
When constructing or repairing a well for potable water, the well driller shall not use or reuse casing, tools, or drilling fluids which may have become contaminated. All drilling equipment which may have become contaminated during a drilling operation shall be thoroughly cleaned and decontaminated before reuse.
All potable water wells shall be adequately chlorinated promptly upon completion of well construction, servicing, or repair or installation of pumps, and may include circulation of the chlorinated solution as necessary to ensure adequate disinfection of the entire well.
Only non toxic fluids shall be used in closed loop heat pump well installations.
All bedrock wells shall be constructed with not fewer than 20 feet of water tight casing. The casing shall be securely set into competent bedrock. The casing shall prevent sediment or fluids from above the bottom of the casing from entering the well.
All gravel wells shall be constructed with not less than 20 feet of water tight casing.
When a liner is set to control hole stability within the uncased hole it shall be terminated with a packer or otherwise secured to the bore hole. It may be slotted, screened or perforated to permit the movement or storage of water. When a liner is set to control water movement or contamination, it shall be adequately grouted and water tight.
Monitoring wells are exempt from minimum casing length requirements, however, they shall be designed and constructed to prevent any migration of contaminants into uncontaminated zones.
Heat pump wells in which a closed loop is to be installed shall be exempt from the casing length requirements of this subpart. A temporary casing may be used but shall be adequately set to prevent contamination. The full depth of the loop shall be grouted in place. The temporary casing may be removed at the time of grouting. Closed loop heat pump wells may require an underground injection control (UIC) permit (contact the UIC program for more information).
The well shall be covered with a temporary or permanent tight fitting cap or protective structure which cannot be removed or opened without the use of tools, a key, or a combination.
Wells permitted under Appendix A Subparts 12.4.2(c) and (d) may only be buried when approved by the Secretary.
A well for a Public Non-Transient Non-Community water systems or Public Transient Non- Community water systems requiring permits means any well which requires a permit from the Wastewater Management Division. These permits are required by 10 V.S.A. Section1973, and cover water sources for:
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Deviation from the grouting standards contained herein may be allowed after review under the provisions of Section 3.7 in Subchapter 21-3.
Where an annular opening greater than 6 inches is available, a clay seal of clean local clay mixed with at least 10 percent swelling bentonite may be used when approved by the Secretary.
The casing shall be provided with sufficient guides welded to the casing to permit unobstructed flow and uniform thickness of grout.
Wells equipped with line shaft pumps shall:
Where a submersible pump is used:
Provisions shall be made for venting the well casing to atmosphere. The vent shall terminate in a downturned position, at or above the top of the casing or pitless unit in a minimum 1 1/2 inch diameter opening covered with a 24 mesh, corrosion resistant screen. The pipe connecting the casing to the vent shall be of adequate size to provide rapid venting of the casing.
Appendix B Long Range Plan Requirements.
The Long Range Plan required in Subsections 4.2.2 and 5.5(e) of this Rule shall include the following elements where applicable:
Development of a water conservation plan that, at a minimum, addresses the following:
NOTE: A plan adopted under Title 24, Chapter 117, Capital Budget Program, may be submitted for review to fulfill this long range plan requirement for existing systems. For new systems, the long range plan requirements may be incorporated in the Engineer's Report required for new systems. The Engineer's Report requirements are detailed in Appendix A, Subpart 1.2.
Appendix C Bacteriological Monitoring Requirements.
Table C1-1 -BACTERIOLOGICAL MONITORING REQUIREMENTS
|
Minimum Number of Population Served |
Samples per Calendar Month |
|
25 to 1,000 |
1 |
|
1,001 to 2,500 |
2 |
|
2,501 to 3,300 |
3 |
|
3,301 to 4,100 |
4 |
|
4,101 to 4,900 |
5 |
|
4,901 to 5,800 |
6 |
|
5,801 to 6,700 |
7 |
|
6,701 to 7,600 |
8 |
|
7,601 to 8,500 |
9 |
|
8,501 to 12,900 |
10 |
|
12,901 to 17,200 |
15 |
|
17,201 to 21,500 |
20 |
|
21,501 to 25,000 |
25 |
|
25,001 to 33,000 |
30 |
|
33,001 to 41,000 |
40 |
|
41,001 to 50,000 |
50 |
|
50,001 to 59,000 |
60 |
|
59,001 to 70,000 |
70 |
|
70,001 to 83,000 |
80 |
|
83,001 to 96,000 |
90 |
|
96,001 to 130,000 |
100 |
|
(Truncated for Vermont) |
Appendix D Operation and Maintenance Manuals.
O&M Manuals should meet the following two parameters of usefulness when prepared and completed:
The O&M Manual must reflect actual installation, actual equipment and actual control functions "as-built", not as proposed. For example, statements such as "use pump XYZ or equivalent" should not be used, rather the manual should read: "Pump installed is an XYZ, Model B."
The following elements shall be contained in all O&M Manuals:
NOTE: On a day to day basis, this section coupled with section 6 are the most important and critical; appropriate thought and time should be given to preparation of these sections.
See requirements in Subchapter 16 (Source Water Protection) of this Rule.
The manual shall identify the location of the records, identify the various files to be kept and the length of time to retain the records. Customer notification procedures for Consumer Confidence Reports and water quality data shall also be included.
The manual shall include a detailed procedure for addressing customer concerns, including identification of an appeal process if the customer does not obtain satisfaction from the operator. The procedure shall include the name and telephone number for the water system owner and operator, the Drinking Water and Groundwater Protection Division, Department of Health, and for privately owned systems, the number for the Consumer Affairs and Public Information Division in the Department of Public Service.
The manual shall include a description of the system's water conservation measures, including where appropriate, public education, leak detection and repair, and metering.
The manual shall include a copy of this Water Supply Rule (Chapter 21). The copy of the manual submitted to the Secretary for approval does not need to contain a copy of the rule.
Notes
September 24, 1992 Secretary of State Rule Log # 92-47
AMENDED:
July 8, 1996 Secretary of State Rule Log # 96-38; July 15, 1996 Secretary of State Rule Log # 96-45; August 1, 1999 Secretary of State Rule Log # 99-32; December 29, 2000 Secretary of State Rule Log # 00-68; August 2001 [Not an amendment, replace corrected pages]; January 30, 2002 Secretary of State Rule Log # 02-04; June 19, 2003 Secretary of State Rule Log # 03-15 [Administrative correction to Appendix E]; April 25, 2005 Secretary of State Rule Log # 05-11; December 1, 2010 Secretary of State Rule Log #10-042; April 12, 2019 Secretary of State Rule Log #19-017; March 17, 2020 Secretary of State Rule Log #20-020;
STATUTORY AUTHORITY:
3 V.S.A. § 2822; 10 V.S.A. Chs. 48, 56, 61; 18 V.S.A. §§ 501b, 503, 1218; 24 V.S.A. Ch. 120, 1672
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