TEN MILE RIVER DRAINAGE BASIN
208
IDE
MANAGEMENT PLAN
SUMMARY AND ENVIRONMENTAL IMPACT STATEMENT
DRAFT
C/"D
CO
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26841
DRAFT ENVIRONMENTAL IMPACT ASSESSMENT
PROPOSED 208 WATER QUALITY MANAGEMENT PLAN
SOUTHEASTERN REGIONAL PLANNING AND ECONOMIC DEVELOPMENT DISTRICT
TEN MILE RIVER DRAINAGE BASIN
August 1977
Prepared by:
Southeastern Regional Planning and Economic Development District
7 Barnabas Road
Marion, Massachusetts 02738
U.S. Environmental Protection Agency
Region I
J.F.K. Federal Building
Boston, Massachusetts 02203
Responsible Officials!
on the
for the
William r7 Adams
Regional Administrator
EPA - Region I
Raymond Fleurent
Chairman
Chairman
southeastern Regional Planning
and Economic Development
District
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AREAWIDE WASTEWATER MANAGEMENT PLAN
FOR
SOUTHEASTERN MASSACHUSETTS
SUMMARY AND ENVIRONMENTAL IMPACT STATEMENT
DRAFT
Prepared by
Southeastern Regional Planning and Economic
Development District
7 Barnabas Road
Marion., Massachusetts
Authorized and financed by the Environ-
mental Protection Agency under Section
208 of the Federal Water Pollution Con-
trol Act, Amendments of 1972 (PL 92-500).
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TEN MILE RIVER DRAINAGE BASIN
WATER QUALITY MANAGEMENT PLAN
DRAFT SUMMARY AND ENVIRONMENTAL IMPACT STATEMENT
TABLE OF CONTENTS
PREFACE
CHAPTER ONE
PLANNING FOR AREAWIDE WASTEWATER MANAGEMENT
CHAPTER TWO
STRUCTURAL APPROACHES TO THE ACHIEVEMENT OF WATER QUALITY
I. INTRODUCTION Summary - 1
II. WATER CONSERVATION Summary - 2
III. ON-SITE SEWAGE DISPOSAL OPTIONS Summary - 4
IV. COMMUNITY SEWER SYSTEMS: THE PIPE Summary - 7
V. COMMUNITY TREATMENT METHODS Summary -14
VI. COMMUNITY EFFLUENT DISPOSAL Summary -22
VII. NON-POINT SOURCE CONTROLS Summary -24
VIII. SLUDGE AND RESIDUALS Summary -25
IX. COSTS Summary -36
X. FISCAL ALTERNATIVES FOR WATER QUALITY
MANAGEMENT Summary -40
CHAPTER III
REGULATORY APPROACHES TO THE ACHIEVEMENT OF WATER
QUALITY STRATEGIES
I. INTRODUCTION Summary - 1
II. ANALYSIS BY NON-POINT SOURCES Summary - 2
A. Agricultural Pollution. Summary - 2
B. Erosion and Sedimentation Summary - 7
C. Sanitary Landfills Summary -15
D. On-Site Subsurface Disposal Summary -21
E. Urban Run-Off Summary -2 8
F. Hydrologic Modifications Summary -32
G. Saltwater Intrusion Summary -34
H. Marine Pollution Summary -36
III. ANALYSIS BY LAND USE MANAGEMENT Summary -37
IV. REGULATIONS PERTAINING TO POINT SOURCES Summary -40
CHAPTER FOUR
BASIN AND LOCAL WATER QUALITY STRATEGIES
I. INTRODUCTION Summary - 1
A. Trade-offs and the Process of Choice Summary - 1
B. Design and Policy Assumptions Summary - 5
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C. Public Participation Summary - 9
D. Basin Overview Summary -11
II. GENERAL WATER QUALITY PROBLEM DESCRIPTIONS... Summary -12
III. REGIONAL SLUDGE AND SEPTAGE MANAGEMENT Summary -15
IV. INDUSTRIAL RECOMMENDATIONS Summary -21
V. TEN MILE RIVER DRAINAGE BASIN
A. Plainville 1 -25
B. North Attleborough 1 -35
C. Attleboro 1 -31
D. Seekonk 1 -22
E. Rehoboth 1 -m
CHAPTER FIVE
DESIGNATION OF MANAGEMENT AGENCIES Summary - 1
LOCAL DESIGNATIONS BY CITY/TOWN Summary -11
DESIGNATION OF AGENCIES Summary -20
CONTINUING PLANNING Summary -37
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PREFACE
Since 1970, the thirty municipalities included in this
document have expended nearly $100 million of public
money to construct and operate municipal sewage treat-
ment facilities. Private individuals and industries
have probably spent at least as much for individual
water quality solutions. If for no reason other than the
significant amounts of money spent, and continuing to be
spent, this report is important.
There are other reasons as well. The region has recently
experienced a dramatic warning of significant chemical
pollution, in the form of polychlorinated biphenyls (PCB's),
which represent a direct threat to the valuable bluefish
and bass resources. This problem arose because of a
deficiency in general knowledge, but ignorance of this
nature cannot be afforded again.
The possible economic loss of sport and commercial fisheries
is only one of the reasons to pay attention to the choices
presented in this report. Human health is also at stake.
The water borne diseases of typhoid and dysentery of the
nineteenth century have been forgotten because they have
been eliminated by the money spent for sewage systems and
other public health measures. However, we are now finding
that new toxic materials are appearing in water bodies
and new efforts must be made to protect our health against
the new threat which they pose. Heavy metals and unfamiliar
but widespread materials are building up in the environment
and it is time to take a measure of the dangers and devise
means to avoid them in the future.
If money, fish and health are not enough motivation signs
—of a real water shortage are just beginning to be felt in
the region. Legal rights have been allocated for more water
than exists in the primary lakes. A few cities may have to
limit economic growth for lack of future water supplies.
The wastewater plan which follows deals in detail with water
supply issues.
However severe these problems, there are encouraging and
positive aspects to this report. Economic growth and employ-
ment in the region is closely tied to environmental health.
The jobs created by the environmental industries, the swim-
mable and fishable goals which ensure attractive working
areas, and the water support system for active industries
all contribute to the general well-being of the region. The
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DRAFT
regional economic development policy is to attract new
industries and to maintain a healthy climate for those
already in the region. The implementation of the programs
recommended in this report will make a substantial contri-
bution to this overall goal.
The opportunities which are based on clean water are so
important to all Americans that the water quality program
has been mandated by Congress to apply nationwide, which
means that no one region is placed at a competitive dis-
advantage from water quality efforts. It means, however,
that regional goals must be accomplished efficiently and
with concern for the full range of issues that are sensi-
tive to the needs of the local population. Much of the
money for water treatment will come from outside the
region through the federal program. Nonetheless, many
local dollars will be spent in operating and maintaining
facilities and many programs will require intelligent
local regulation rather than money. The following plan
suggests how to proceed in order to spend money well
and to avoid excessive costs by the intelligent choide of
alternatives. The following pages are designed to help
make those choices.
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DRAFT
CHAPTER ONE
PLANNING FOR AREAWIDE WASTEWATER MANAGEMENT
SUMMARY
"It am the. national a oat that wheA.e.veA attainable, an Interim goat
ofi wateA. quality which provider ^ok the protection and propagation
ol i-Uh) 4helt$i&h and wildlife. and provide* &or necAejxtion in and
on the. mteJi be achieved by July J, 1983." Public Law 92-500
With the passage of the Federal Water Pollution Control Act
Amendments of 1972 (PL 92-500), Congress set forth a number
of ambitious goals and policies for cleaning up and preserv-
ing the Nation's water. Within the broad framework of the
clean water goals that were established, Congress developed
a number of mandates that recognized the complexity of water
pollution problems, and set up an elaborate process for
addressing these discrete but interrelated problems.
Several unique responsibilities were reserved for Section
208, the "Areawide Waste Treatment Management" portion of
the law. They include:
• Recognition that pollution did not respect political
boundaries and jurisdictions, and must be addressed on
an "areawide" level;
• Addressing non-point sources of pollution as well as
point sources, and evaluating their combined impact on
water quality;
• Developing a continuing planning process for the pur-
pose of preventing problems rather than correcting
them; and
• Assignment of responsibilities to appropriate manage-
ment entities for the numerous tasks that would be
required.
This plan addresses these four
prehensive plan to achieve the
Congress.
issues as part of a com-
goals for clean water set by
Chapter One
Summary -
1
June 1977
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DRAFT
The organization of the Plan is shown below:
— Chapter One: Planning for Areawide Wastewater
Management;
— Chapter Two: Structural Approaches to the
Achievement of Water Quality;
-- Chapter Three: Regulatory Approaches to the
Achievement of Water Quality;
— Chapter Four: Basin and Local Water Quality
Strategies; and
— Chapter Five: Managing Areawide Water Quality.
The interaction of the Plan with other programs being
conducted under different sections of PL 92-500 is also
explained in Chapter One. The other programs include:
State basin plans under Section 303 (e); specific
facilities plans for sewage treatment works under Section
201; and the National Pollutant Discharge Elimination
System (NPDES) permit program under Section 402.
A complete description of the Southeastern Regional
Planning and Economic Development District (SRPEDD) is
provided in Chapter One of the full plan. SRPEDD was
originally organized as a regional planning agency in
1956, following the passage of state legislation. The
agency is governed by a Commission of sixty-six members,
which includes chief elected officials ortheir designees
from the thirty member communities, planning board members
from the thirty communities, and six representatives of
low-income and minority groups elected at-large.
The agency derives its funding from a 15t per capita
assessment and matching federal and state funds.
The role of public participation as a learning process
between those conducting the study and local officials,
interest groups and the general public is discussed.
An review and analysis of the public participation
process emcompassing the two-year study period is
provided along with an explanation of committee structures,
the "208" mailing list, and special activities and infor-
mation publications, and media contacts.
Activities which became a spin off of the "208" effort
and contributed to the achievement of water quality goals
are listed in Chapter One. These included:
— a joint project for industrial wastes pretreat-
ment and recovery of precious metals by three
silver platers in the Taunton area;
Chapter One
Summary - 2
June 1977
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DRAFT
— a pilot septage composting project by the
Towns of Rehoboth, Seekonk and Swansea.
— a manual for homeowners on septic tank maintenance;
— a handbook on wastewater disposal options;
— a provision in the facilities study for the
Fall River Wastewater Treatment Plant for
the acceptance of septage from surrounding
municipalities; and
— an application for the locating and planning of
sites for hazardous residuals wastes disposal in
the area.
Chapter One also includes a description of the "208" planning
area, outlining its boundaries; provides a history of the
region since the time of the Indians; describes the climate
and the physical characteristics of the land such as topo-
graphy, soil types and inland water bodies; and explains
the usage of land in the region. Finally, socio-economic
factors in the region such as population, income, and
education, and the labor force are also discussed.
Chapter One
Summary - 3
June 1977
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Chapter Two - Summary
STRUCTURAL APPROACHES TO THE ACHIEVEMENT OF WATER QUALITY
INTRODUCTION
Chapter Two outlines a wide variety of means, methods,
technologies, types of structures and/or treatment
processes which can be built to collect and treat
all four kinds of municipal wastewaters:
Sanitary sewerages from homes, schools,
business and industries
Commercial wastewater from laundries, restaurants,
etc.
Industrial water used in manufacturing processes,
Storm drainage and street runoff.
The various types of structures can be grouped into
categories according to the primary purpose to be
served:
Ways to treat domestic sewerage on-site
Ways to collect stormwater and sanitary waste
and/or separate the collection of these two
different types of wastes
Ways to treat the wastes that have been collected
before the wastes are discharged
- Ways to discharge the wastes to water or land
(- Ways to prevent the generation of pollutants
in scattered places
Ways to dispose of by-products which result from
some of the treatment processes outlined above.
Chapter Two contains information on:
water conservation,
information on the cost of each of the types of
structures outlined above, and
- ways to raise money to pay for these facilities.
Chapter Two
Summary-1
June 1977
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II. WATER CONSERVATION
Water conservation provides communities with the most
effective way to reduce the amount of wastewaters
generated and hence the costs of treatment and disposal.
Recommendations for water conservation apply to every
community in the region.
There are two ways recommended for communities to reduce
the amount of water used in households:
1. Encourage residents to modify water use habits by
turning off water that is not being used, reducing
the amount of water used in baths, showers , dish-
washers and washing machines and promptly repairing
leaks within the water system. Brochures mailed
with water bills, and a revision of the fee
schedule where water use is metered are two
measures communities can employ.
2. Legislate the installation of water saving devices
in new housing, and encourage the conversion of
regular plumbing fixtures in existing houses to
low-flow devices. The most common water saving devices
are water saving toilets, which use three and a half
gallons (or less) of water per flush, compared to
five to seven gallons for conventional toilets; low-
flow shower heads, which average about a fifty (50)
percent savings in water used; and faucet aerators.
All these devices are commercially available, with
water saving toilets costing the same as conventional
ones (approximately $130 installed), shower heads
cost $20 and faucet aerators cost $5 each.
Cost Savings: Sewered Areas
Example:
A much simplified comparison of the costs of a treatment
plant, with and without conservation, yields a rough
estimate of the savings to a city's residents which
can be achieved. This example assumes all residences
(not just new ones) have installed new devices to conserve
water, that a fifty (50) percent per person savings is
achieved, that our city has 30,000 people, and 3.2 people
per household. Savings from smaller pipes, pumping station,
etc. are not included.
Chapter Two
Summary-2
June 1977
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Conventional Use
Conservation Use
Water Use
Total Residential Flow
Industrial Flow, 20%
of conventional total
Total Plant Capacity
Capital Costs of Plant
Annual Operation and
Maintenance
One-time per Household
Saving on Capital
Construction Costs,
Adjusted to Reflect
90% for Federal $ State
Grants to Pay for Plant $ 10.50
Annual per Household Savings
on Operation S Maintenance $ 16.50
These costs do not include savings on water heating, and
possible savings on the development of local water supplies.
For those who cannot convert their systems to low-flow
fixtures, the "brick in the toilet" and modifying wasteful
water use habits can still help to reduce total flow.
Non-Sewered Areas
Water conservation can help homeowners with septic tanks as
well, by extending the life of the leaching system. Costs
for new septic tanks and sewer systems are discussed below,
so that readers can compare the effort needed to promote
water conservation versus the costs to either replace failing
systems or install sewer systems. Chapter Three, in a
discussion of the need for local programs to maintain existing
septic tanks explains in more detail why water conservation
lengthens the life of these on-site systems.
Industrial Water Conservation and Reuse
Chapter Five recommends a continuing effort to make industries
aware of water reuse opportunities and techniques. In-plant
process changes or flow modification can result in cost savings
to industries, as well as reduce the need for sewage treatment
plant capacity.
80 gpd per person 40 gpd per person
2.4 mgd 1.2 mgd
.6 mgd •6 mgd
3.0 mgd 1.8 mgd
$6.1 million $4.1 million
$170,000 $150,000
Chapter Two
Summary-3
June 1977
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III. ON-SITE SEWAGE DISPOSAL OPTIONS
There are, besides the well-used and well-known septic
tank, six or seven other kinds of systems that can be
installed on individual lots. The following chart
outlines the characteristics of each type of system,
the installation costs and the annual charges for
pumping and disposal of septage.
Of these systems, the local Board of Health may approve,
in writing, the use of a humus toilet, a privy, or
chemical toilet, as well as the septic system. All
other systems require the written approval of the
Department of Environmental Quality Engineering before
these may be used.
TABLE I
Outhouse
Septic Systems
Characteristics
Simple
located outside house
environmentally sound
requires greywater
system
Requires proper soils
can contaminate ground-
water with nitrates
Installation
Annual
$300
$ 20
Must be maintained with
regular pumping to be
reliable
Works best when water
use is not excessive
$1,000-2,000 $ 20
Aerobic Treat-
ment units
Has mechanical com-
ponents can contaminate
groundwater with nitrates
Requires mechanical
maintenance
$2 ,00-3,000
$200
Chapter Two
Summary-H
June 1977
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TABLE I (cont.)
Characteristics Installation Annual
Compost or
Humus Toilets Larger units more
reliable mechanically
maintained environ-
ment prone to upsets
Large bins make installa-
tion sometimes difficult
Reduce total household
water comsumption by
approximately 40%
Eliminate groundwater
pollution.
Requires greywater small: $6 00-
system $1,200 $ 75
large: $1,500-
$2,500 0
Incinerator Requires installation
Toilets of vent stack
Complex mechanism
must be adjusted if
not used over extended
period of time
Uses no water: water
use reduced by 10%
Eliminates groundwater
pollution problems
Exhaust vapors not
appropriate for
dense area (air pollu-
tion)
Requires greywater
system $ 6,000 $400
Evapotranspira- Eliminate s groundwater
tion System pollution
Requires large land area
of bed
Insufficient data to
estimate reliability $6,000 $ 20
Chapter Two Summary-5 June 1977
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TABLE I (cont.)
Characteristics Installation Annual
Holding Tank Requires greater
systems ^st?m
Requires pumping
Frequency of pumping
determined by amount of
water used: (little
water, infrequent
pumping)
Eliminates groundwater
pollution
Separation of toilet
and greywater drains
can be expensive
New drain 6 vent stack
must be installed $2,000 $250
Greywater
System Little groundwater
pollutants
Requires proper soils $800-1,200 $ 5
Chapter Two
Summary-6
June 1977
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IV. COMMUNITY SEWER SYSTEMS: THE PUPE
Community sewer systems consist of a system of collection
pipes, together with manholes, pump stations and
interceptor sewers, all designed to transport the waste-
water or storm water flow to a point of treatment or
discharge. Sewers can contain 1) sanitary and industrial
and commercial wastewater sewerage; 2) storm waters
consisting of excess rainwater from streets, parking lots
and other drained areas; or can contain both types of
wastewaters mixed together (combined).
Combined feewer systems are found in older cities in the
District. Side-street collector piping typically is
connected to both house drains and storm water catch
basins at street sides. The collectors, in turn, empty
into surface waters (these points of discharge are known
as outfalls) or into a treatment facility. At the major
junctions of the collector system and interceptor, there
are provisions for overflows to either accommodate storage
of excess flows or by-pass the remainder of the system
altogether.
It should be understood that combined sewer systems are
designed to overflow. For example, the existing New
Bedford interceptor can accommodate less than 10 percent
of the peak stormwater runoff flow collected by the city's
combined sewerage during a two-year storm typical for
the area. The excess, or up to 80 million gallons of
combined sewage, will overflow during a storm event of
this intensity to the Acushnet River and New Bedford
Harbor through devices intentionally designed for this
purpose.
Street runoff is comprised largely of suspended and
settleable solids similar to sand and silt. Entrained
with this material is organic matter, algal nutrients,
coliform bacteria, heavy metals and pesticides. Storm-
water discharges generally have bacterial contamination
Chapter Two
Summary-7
June 1977
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concentrations 2 to 5 orders of magnitude higher than
those considered safe for water contact activities.
Urban runoff rates may vary from 5 to 10 times the
dry weather flows during an average storm of 0.10 in/he
(0.25 cm/hr) rainfall. It is evident that separated
sewers reduce annual discharged BOD but increases
suspended solids, which in this case flow directly to
receiving waters and are not involved with any part of
the sanitary sewage treatment system.
The need for overflow control and/or upgrading of the
old combined sewers is paramount if receiving water
quality is to be improved and subsequently maintained,
particularly in the older urban areas.
Alternative Solutions
A great variety of combined sewer remedial schemes are
available. Each combined sewer problem may have a
particularly appropriate solution or set of solutions
depending on certain site specific factors.
For purposes of discussion, it may be helpful to group
alternative methods for reducing pollution from
combined sewers into five general classifications, as
follows:
a. Complete Storm and Sanitary Sewer Separation
b. Partial Storm and Sanitary Sewer Separation
c. Detention and Storage of Overflows
d. Pumping of Overflows
e. Separate Treatment of Overflows
—Complete Separation
There are three potential approaches in this general
classification:
1. Construct new sanitary sewers and use the existing
combined sewers as storm drains.
2. Construct new storm drains and use the existing
combined sewers as sanitary sewers.
3. Construct new sanitary sewers and storm drains and
abandon the existing combined sewer.
Chapter Two
Summary-8
June 1977
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By providing a two-pipe system in place of the single
combined line, separation of stormwater from sewage
wastes theoretically occurs. Discharges from the
sewer line are largely independent of storm frequency
or intensity, except for groundwater infiltration,
and the sewage collector-interceptor network does
not become surcharged with flows exceeding design
capacity.
Separation of storm and sewer lines, however, does
not completely solve the combined sewer overflow
pollution problem. Watershed storm runoff can be
highly contaminated in urban areas. While bacterial
components of the combined storm system discharges
are reduced by elimination of sewage, the suspended
solids loadings usually remain virtually unchanged.
On this basis, since separated storm sewers usually
discharge directly to receiving waters or drainage
basins, some form of end-of-pipe treatment is still
necessary to protect these waters from contamination.
Direct costs for complete separation are proportional
to difficulty of installation. In downtown urban areas,
for example, where other street located utilities are
of concern, building roof drains are present or
extensive trench sheeting is needed to avoid sidewalk
or building disturbance, installation is very costly
regardless of the separation method used. Indirect
costs to the community in terms of business inter-
ruption, traffic control, construction activity and
nuisance must be added to the direct costs of construc-
tion for comprehensive consideration. Cost figures are'
found in Figures A through H.
Partial Separation
Five alternative methods may be associated with this
general classification of combined sewer overflow
control and/or treatment.
1. Construct separate storm drains only in critical
drainage areas.
2. Enlarge existing interceptor for greater capacity
and to relieve constructions or "bottlenecks."
3. Construct sanitary sewers only in high stormwater
flow areas where consistent overflows occur in
the combined system.
4. Construct pressure sewers in certain areas to
prohibit external stormwater entry and infiltration.
Chapter Two
Summary-9
June 1977
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40
-O.I (p/oj
COST ($/mo.)=43«
30
POPULATION DENSITY-PERSONS/ACRE
FIGURE 1. MONTHLY COST OF GRAVITY SEWERS
Status of Pressure Sewer Technology, James F. Kreissl, 1977
Paper presented at EPA Technology Transfer Design Seminar for
Small Flows
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28-32
24-28
20-24
H
UI
111
U.
16-20
H-
^ H-16
0
1 12-14
UL
a.
Ul
° 10-12 -
8-10
5 10 15 20 25 30 35 40 45 50 55 60
0
CONSTRUCTION COST {DOLLARS PER LINEAR FOOT)
FIGURE 2. CO ST OF SEWER CONSTRUCTION
Status of Pressure Sewer Technology, James F. Kreissl, 1977
Paper presented at EPA Technology Design Seminar for Small Flows
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5. Introduce polymers to increase interceptor flow
capacity.
The thrust of partial separation is to selectively
"fix" the combined sewer system to reduce the
pollution potential from overflows. This requires
detailed engineering analysis of the condition of
the collectors, interceptors and the overflow regulators.
Gravity Collection Systems
Gravity collection systems are by far the most common and
as the name implies, the pipes are constructed on a
slight slope so the sewage will flow by gravity. When
pipes become too deep in the ground for economical
construction, or where topography prevents gravity flow,
pump stations must be installed to lift the flow to a
point where gravity flow can commence again. Force
mains may also become necessary where sewage must be
pumped against gravity.
The cost of conventional sewerage is extremely high for
most small communities, often in excess of $10,000 per
home, with the collection system representing more than
8 0% of the system capital cost in rural areas. Figures
1 and 2 indicate the average costs of gravity sewer
construction.
Low Pressure 6 Vacuum Collection Systems
Pressure and vacuum sewers may have considerably lower
capital costs when compared to gravity sewers since they
both employ small diameter plastic pipe buried just below '
the frost penetration depth. Site conditions such as
hilly terrain, rock or high groundwater may also favor
the installation of pressure or vacuum sewers. In
addition, since both systems operate with tight pipes,
infiltration of groundwater is eliminated. These
characteristics of the pressure and vacuum systems
present specific economic and environmental advantages
where favorable conditions for installation exist.
Low pressure sewage collection systems consist of a
series of individual pumps which deliver the sewage under
pressure to small diameter collection pipes. The basis
of the system is the individual grinder-pump located in
each building served by the system. These pumps grind
and eject the sewage into the collection system. Since
the flow in the collection pipes is under pressure,
pipe sizes can be small (2 to 4 inches in diameter) and
are not restricted by topography as the gravity collector
is. Generally, low pressure collection pipes are laid
just below the frost line.
Chapter Two
Summary-12
June 1977
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Although power costs for operating a low pressure
pumped system are generally higher than for gravity
sewers, the simplicity of the low pressure system
(i.e. with its ease of construction and convenience
of repair) can compensate for the increase in operating
costs.
The low pressure sewage collection system is a
relatively new option for sewage collection, having
been developed in the late 1960's, and to date, no
low pressure systems have been constructed in
Massachusetts.
Another collection technology, particularly for smaller
communities with difficult terrain or soil conditions,
is vacuum sewers. This system requires a central vacuum
source continuously maintaining 15 to 25 inches of
mercury vacuum on the collection system of small diameter
plastic pipes. In addition to the central vacuum
facility, specially designed plumbing fixtures and
control valves are required in each structure served
by the system. Various systems also include separate
piping for both black water and gray water, in line
collection tanks, gravity-vacuum interface values and
other specialized construction or equipment requirements.
Chapter Two
Summary-13
June 1977
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V. COMMUNITY TREATMENT METHODS
The municipal sewage collection system delivers the
wastewater to a central downstream point where it is treated
to remove or neutralize pollutants. This section summarizes
a variety of treatment processes.
Biological Treatment
Presently, biological processes in which bacteria degrade
organic water are most common.
Stabilization ponds copy the stream process in a confined
body with detention times generally over 60 days. Here
natural biological processes occur with a wide range of
plant and animal interaction providing treatment. The
technology is low, energy consumption low and the space
requirements are large.
Waste stabilization ponds can be either:
a. Aerobic: This is a very shallow pond 2-3 feet deep.
The shallowness allows complete mixing by wind
agitation and strong sunlight is able to penetrate
a much larger depth. The shallow conditions require
a much larger surface area as compared to the deeper
aerobic-anaerobic pond.
b. Aeorbic-Anaerobic: These ponds are generally U-5 feet
deep and containtwo or three zones of biological
activity. Wind agitation and photosynthetic activity
(which decomposes matter) creates an aerobic surface
zone one to two feet deep. The lack of agitation
and sunlight and the settling of solids at the bottom
of the pond creates an anaerobic zone. Between these
zones is an intermediate zone which is frequently
dispersed with the top or bottom layer. Both zones
digest sewage and sludge, but in different ways.
Oxidation ditches provide a more optimum environment for
organisms to consume the wasteload and therefore shorten
the time and volume necessary to achieve treatment. However,
in order to increase the efficiency of the processes the
wastewater must be artificially aerated and excess solids
removed by additional settling. This increases operation
and maintenance costs but reduces land area requirements.
Activated sludge treatment plants further increase natural
process efficiencies by carefully controlling the food
to organism ratios and amount of air provided for biological
oxidation. This requires more manpower, high technology
levels including laboratory analyses for process control,
increases waste solids production and energy consumption but
Chapter Two
Summary-14
June 1977
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significantly reduces detention times to hours instead
of days with a resulting reduction in space requirements.
Figure 1 below provides a comparison of cost factors
for three of the alternative biological processes.
The reader should bear these factors in mind as he
reads the overview discussion below. Clearly, the
low technology natural processes have limited application
because of their space requirements but may be a very
cost effective solution for isolated areas of the more
rural communities.
Fig. 1
COMPARISON OF ALTERNATE
BIOLOGICAL TREATMENT METHODS
CAPITAL COSTS
LAND
CONSTRUCTION
OBM COSTS
OPERATORS .
POW ER
CHEMICALS
% EQUIP
Pond s
Ox. Ditch
Act Sludge
% M G D
2 MGD
'/2M6D
2 MGD
'/2M6D
2 MGD
4 i"&evooo0'
t
$> <4CvxCOCT*'
6»,Gcc£*'
liioa^ooc
*4,400,000
|,MOVOCO
5^00,0.10
342ooxaoo
1
3
1
3
2.
5
12,000
22nCOO
2&.SOO
4.*bsSoo
\<*oo
l£>oa
2>soa
tl^COO
9S$00
31 ,-300 ac.
Cfc) oc.
(4.) ao ac.
Os.) 1 ac.
Ca.") c
(p) ASSU*/\e.t> TLIA.T FL.ac.-0 '.OU-U UFTeO
PfiOCe.'Su AT tLoM'Z" Poif-TT - \r G,i^AW-rr
ACMtS.v/£C> PowilP, CDSTC AV-Morv .u" >
SAMH. ASSUMPTION To riT»u..K pRry^v.;.*Z3C.*
Chapter Two
Summary-15
June 1977
-------
Lagoons are the man-made counterparts of the natural
ponds. These consist of large earthen basins, usually
lined with plastic or other impermeable material
to prevent leakage and subsequent contamination of
groundwater.
Raw sewage flows into the lagoon system where treatment
occurs as the flow passes through the series of ponds.
Treatment is similar to the biological purification
achieved in natural pond systems. Due to the large
volume of the ponds and the long detention times (60—
120 days), lagoons provide a stable treatment environ-
ment, relatively immune to upsets due to the quantity
and concentration of the effluent wastes. In addition,
little or no mechanical equipment or power is required
for operation.
Effluent quality from lagoons is consistently good.
Normally, the effluent is passed through sand filters
before disinfection and discharge.
Packaged treatment plants are complete wastewater treat-
ment systems manufactured off site and installed with a
minimum of additional on site construction. These
plants fill the gap between small on-lot systems and
the large custom built municipal systems. Several
packaged plants exist in the District, servicing schools,
commercial developments and recreational facilities.
A packaged plant is a valuable alternative for areas
isolated from municipal systems or where a large
system is economically infeasible. The treatment
process is usually biological, although physical-
chemical processes are also adaptable to packaged plants.
Normal unit sizes are 50,000 gpd to 2 50,000 gpd, although
large capacities can be obtained by adding additional
units. Packaged plants, if installed in modules, are
adaptable to seasonal flow fluctuations; i.e., a minimum
number of units can be operated in the low flow seasons
with additional units activated during peak periods.
The Department of Environmental Quality Engineering
requires extensive redesign of packaged plants to meet
Massachusetts standards, greatly increasing the cost
of packaged plants. In addition the state will approve
packaged plants only if they are owned and maintained by
an organization which can be held responsible for
operation and maintenance, although in general, state
policy prefers connection to municipal or regional sewage
treatment plants rather than allowing scattered packaged
plants located at problem areas.
Chapter Two
Summary-16
June 1977
-------
Custom Built Biological Treatment Plants
Description
Similar to the treatment processes of the previous
three alternatives, custom built biological treatment
plants treat only BOD, suspended solids and bacteria
and are primarily capable of handling domestic waste.
These plants cannot treat metals or chemicals without
additional treatment steps. The treatment plants are
individually designed and built in place. Capacity
can range from .5 MGD on up.
Different levels of treatment available include:
Primary Treatment is a mechanical process
which involves the removal of large particles,
the settling of smaller particles, grit
removal and oil and grease removal. In
addition, the chemical processes of pH
control and chlorination are usually included.
(Chlorine is added to kill or inactivate
pathogens.) Federal law (PL 92-500) makes
primary treatment alone unacceptable after
1977 so it is normally followed by biological
or physical/chemical secondary treatment
processes. Primary treatment has BOD and
suspended solids removal capabilities of 30
to 40 percent.
Secondary Treatment generally consists of
adding a biological process after primary
treatment to further remove organic pollutants.
The usual biological processes include
trickling filter, aeration tanks or other
variations of the activated sludge process.
Other less common secondary processes may
include physical and/or chemical removal of
pollutants. Physical-chemical processes,
however, are usually applicable only where
industrial wastes constitute a large percen-
tage of the total flow. Secondary Treatment
has BOD and suspended solids removal capabili-
ties of 85 to 95 percent.
Advanced Treatment often called "tertiary"
treatment, is used where the removal of
specific pollutants such as nitrate and phosphate
is required or where exceptionally high quality
effluent is required for the protection of the
water body into which the effluent is discharged.
Nitrient removal, i.e. removal of nitrates and
phosphates, is a common form of advanced treat-
ment which protects downstream surface receiving
waters from excessive algae growth. The Attleboro
treatment plants will have the capability of
advanced treatment.
Chapter Two
Summary-17
June 1977
-------
Treatment of the sludges, which are moved as underflow
from the process, generally includes a digestion
step, which biologically reduces the volatile
organic portion of the sludge. A thickening step
frequently follows to concentrate the amount of solids
in the sludge prior to dewatering. Dewatering is
generally accomplished mechanically by centrifuge or
vacuum filter and reduces the sludge to a solid state
for landfilling or incineration. For additional
information see Section G of Chapter Three.
Physical-Chemical Treatment Plants
Physical-chemical treatment systems remove pollutants
by chemical clarification in conjunction with physical
processes. The process generally includes:
Preliminary Treatment
Chemical Clarification
Filtration
Carbon Adsorption
Disinfection
Chemical clarification proves the major portion of
pollution removal. Raw wastewater first received
preliminary treatment of coarse screening and grit removal,
followed by treatment with a coagulant (such as lime, iron
or aluminum salts, polyelectrolytes or a combination of
these). Following chemical addition, the wastewater is
then allowed to precipitate and settle. The resulting
sludge must then be removed and properly disposed of.
Filtration of the effluent is necessary to remove
additional solids to prevent clogging of subsequent
processes.
The role of carbon adsorption is to remove soluble
organics from the wastewater. The carbon contacting
system generally uses granular carbon and the waste-
water may either flow downward or upward through
the carbon media. Periodic backwashing of the downflow
bed must be proved because suspended solids will
accumulate in the bed.
Physical chemical treatment processes may be used alone
but are most effective when used in conjunction with
biological treatment. Generally physical chemical
processes are used as a polishing or advanced phase
following secondary biological treatment. Where high
concentrations of industrial pollutants prevent the use
Two
Summary-18
June 1977
-------
of biological treatment, physical chemical treatment
has distinct advantages. Operating and maintenance
costs of physical-chemical treatment plants tend to be
higher than for biological plants of the same capacity,
so that to date physical-chemical treatment has not
been widely used for municipal sewage treatment. As
more attention is directed to industrial pollutants
which either cannot be removed by biological treatment
or inhibit the biological treatment process, physical-
chemical treatment either alone or in conjunction with
biological treatment may become more common.
Combined Sewer Overflow Treatment
Since there is the possibility that undesirable over-
flows will occur during storm events, or even during
dry weather caused by a blocked or damaged overflow
regulators, end-of-pipe solutions to the problem are
available for combined sewers. Alternative treatment
methods may be grouped into three general classifi-
cations, as follows:
Storage and Detention of Overflows
Pumping of Overflows
Separate Treatment of Overflows
Alternative methods for each of these classifications
will be described in following sections. Comparative
information will be provided for conceptual under-
standing including reference to cost. Each alternative
approach is essentially governed by site specific factors.
Therefore, precise design detail and associated cost
estimates cannot be given except in general terms.
Storage and Detention of Overflows
This general classification includes four basic methods
for confining combined sewer storm overflows in
established storage facilities for later introduction
to either surface or groundwater, or re-introduction to
the sewer system. They are listed as follows:
1. Temporary ponding of overflows in open surface areas.
2. Storage in an aerated detention basin for later pumping
back into the interceptor after subsidence of storm
event.
3. Passive standby storage in tanks, deep wells or tunnels
underground for later pumping to receiving waters or
interceptor sewer.
Chapter Two
Summary-19
June 1977
-------
4. Storage or detention in oversized upstream
collector sewers for later discharge to interceptor
sewer.
Pumping of Overflows
Three alternatives are appropriate to this
general classification for end-of-pipe treatment.
1. Upstream storage, with pumping pro-
grammed to wastewater treatment
plant flow capacity.
2. High rate pumping to downstream storage
prior to treatment.
Upstream high rate pumping directly to an
outfall located offshore.
The alternatives suggested under this class are generally
energy intensive, must be reliable, require programming
to respond to varying flow conditions associated with
runoff during a storm event and are costly to build and
maintain.
Separate Treatment of Overflows
End-of-pipe treatment of not only combined sewer over-
flows, but also separate storm sewer discharges has
received, in recent years, increasing technical emphasis.
As a result there are a number of options available to each
community for assessment in relation to need and financial
capability. While some of the options grouped in this
classification have some of the structural elements contained
in methods included in the prior classifications, they
usually add treatment steps to render their effluent
discharges less harmful to the environment.
The following listing includes major alternative options
or methods for end-of-pipe treatment of combined sewer
overflows.
1. Dissolved air-flotation of solids and
chlorination of discharge.
2. Micro-straining of solids combined with
chlorination or ozone treatment of discharge.
3. Stabilization ponding or sedimentation combined
with chlorination of discharge.
4. Crazed resin filtration and disinfection with
chlorination.
Chapter Two
Summary-20
June 1977
-------
5. Rapid-flow filtration by means of conven-
tional sand filters or special media beds
and chlorination of discharge.
6. Fine screening by rotary vibration and
disinfection by chlorine.
7. Simple detention and chlorination of
discharge.
8. Simple flow concentration of solids and
discharge with or without chlorine.
Chapter Two
Summary-21
June 1977
-------
VI. COMMUNITY EFFLUENT DISPOSAL
Two basic alternatives are available for effluent
disposal:
discharge to water; and
discharge on or below the surface of
the ground.
Discharge to Surface Waters
Of the various effluent discharge options available
to municipal sewage treatment facilities, discharge
to surface waters is by far the most common. Dis-
charge is both simple and inexpensive, the treated
effluent being discharged directly from an outfall
pipe generally below the surface of the receiving
waters. The quality of the effluent is established
by permit issued under the provisions of the National
Pollution Discharge Elimination System (NPDES) of
PL 92-500. This will require the municipality to
control, through the sewer ordinance, those pollutants
which the biological treatment process cannot remove.
At present, however, sewer ordinances are not adequate
to protect the treatment process or the receiving waters
from pollutants nor has EPA issued the federal guidelines
for the degree of industrial pretreatment required prior
to discharge to a municipal sewer system.
Land Disposal of Treated Effluent
Description - Land disposal of treated effluent may be
divided into two categories:
rapid infiltration where the effluent is rapidly
infiltrated into the soil through specially
prepared sand filter beds; and
land spreading or spray irrigation where effluent
is distributed on the surface of a vegetated
area and percolates slowly into the soil.
Rapid infiltration requires suitable soils, generally
thick strata of highly permeable sands and gravel, in
order to percolate the effluent and avoid surface ponding.
A moderate amount of land area is required for the actual
sand bed infiltration surfaces. Effluent disposal is
rapid and efficient and requires only periodic maintenance
of the surface of the sand beds (five-year intervals with
good quality secondary effluent).
Chapter Two
Summary-22
June 1977
-------
Monitoring, however, is designed to control only the
efficiency of the treatment process and accordingly
addresses only those pollutants which the biological
process is capable of removing. Other pollutants are
not monitored, thus the possibility of passing
quantities of toxic and hazardous substances to the
ground disposal system and eventually the groundwater
exists.
Land spreading and spray irrigation refers to the disposal
of treated effluent on the surface of the ground, where
living vegetation can utilize and remove many of the
pollutants before they are carried down to the groundwater.
This option is generally more expensive than either
discharge to surface waters or rapid infiltration due to
the far greater land area requirements, effluent storage
requirements and the mechanical equipment required to
distribute the effluent. For the degree of wastewater
renovation it provides, it is often the most cost-
effective process. Final effluent reaching the ground-
water has been shown to be equal or better than that
provided by an advanced wastewater treatment plant.
Secondary treatment with land application of effluent often
costs less than half that of comparable treatment by a
conventional advanced wastewater treatment plant.
Additionally, a crop is usually harvested, which helps
offset the costs of the land spreading disposal option.
Chapter Two
Summary-23
June 1977
-------
VII. NON-POINT SOURCE CONTROLS
Like point source alternatives, non-point
source structural measures fall into these categories:
Rerouting and/or Collection
Holding and Retention
Treatment
Structural controls are defined as those activities
which, when implemented directly, affect the amount
or quality of a non-point discharge and/or also directly
affect the impact of that discharge on the receiving
environment.
The following table outlines these mechanisms. As these
mechanisms follow very closely the ones outlined above
for point sources, they are not discussed here.
Saltwater Intrusion Prevention
Major structural control measures which can be employed
include control of pumping patterns, artificial recharge
and extraction barriers. There are no general costs
on these methods and they must be evaluated on a case-
by-case basis. Artificial recharge can include infil-
tration from surface spreading or wells. Because much
of the region takes its drinking water from aquifers,
the prevention of saltwater intrusion is important but
the potential for contamination by recharge must be
considered also.
Chapter Two
Summary-24
June 1977
-------
VIII. SLUDGE AND RESIDUALS
Sludge treatment and disposal are integral and inter-
dependent parts of the sewage treatment process. Sludge
is one of the two major end products of the treatment
process and must be carefully considered in treatment
facilities planning to satisfy water quality goals.
The processing or treatment of sludge and its final
disposition are separate operation in most instances.
The disposal method depends on whether the end product
can be used as a fertilizer, for example, or whether
it is an inert material suitable for landfilling.
The following figures and tables summarize options for
sludge treatment and/or disposal, the costs associated
with different alternatives, a summary evaluation of
their environmental effects, and a chart which outlines
the considerations involved in making decisions about
which alternative a community should choose.
Sludge handling and disposal is a major part of
the sewage treatment process. The unit process
concerned with sludge comprises 25 to 40 percent of
the total capital equipment cost of most wastewater
treatment facilities. Much of the normal treatment
plant operation and maintenance is typically directed
to sludge disposal activity.
Septage
Disposal of raw, unprocessed, liquid sewage ("night
soil") is a problem which is serious in the planning
area. This material, in a strict sense, is not a
sludge since it has received little or no treatment
except minimal anaerobic digestion in septic tanks
or cesspools under less than optimum conditions.
Alternatives for this material are directed to dewatering
and reduction of bacteriological strength so that
utilization or disposal can be achieved without risk to
the environment or danger to public health.
One alternative is introduction into sewage treatment
plant headworks for processing to provide adequate treat-
ment of the liquid content and further reduction of
bacterial strength by normal treatment plant sludge
processing procedures. Several treatment facilities in
the SRPEDD area have capacity to handle septage with
modification to their operating procedures.
Chapter Two
Summary-25
June 1977
-------
Three communities in the SRPEDD region are demonstrating
a septage treatment solution based upon a composting
system. Due to the high moisture content of typical
septage wastes, the selection and costs of absorbent
materials are critical to successful operation. A
properly operated composting system, however, will not
present odor problems, contaminate groundwater or have
other negative environmental impacts. Capability to
operate in cold weather at a reasonable cost and the
production of a salable fertilizer product are
additional benefits derived from the system.
With proper management the application to land of septage
as a fertilizer supplement or soil conditioner should
avoid environmental and public health related problems.
Sanitary landfill disposal should be considered only for
digested or otherwise stabilized sludges. Disposal of
liquid or unstabilized sludges is not advisable without
detailed technical analysis and thorough environmental
assessment. It is apparent that the existence of
established sludge handling unit processes (see Figure 1)
in the SRPEDD area has confined the foregoing description
and consideration of sludge disposal methods and options
to conform to the first major alternative approach
described under major planning and management pathways.
On this basis then, any recommended sludge utilization
and disposal program for the region will have to accept
the generated sludge as it is produced by area wastewater
treatment facilities unless some of the sludge treatment
processes are bypassed or changed. Candidate sludge
characteristics vary from sewage treatment plant to
treatment plant, such as an ash from New Bedford to a
heat treated dried material from the new Taunton facility.
Therefore, there appears to be limited opportunity for
aggragation of sludges from several treatment plants to
achieve economies of scale in composting, for example.
Chapter Two
Summary-26
June 1977
-------
TABLE 1
GENERAL STRUCTURAL NONPOINT CONTROLS
INVOLVING REROUTING, COLLECTION AND RETENTION
Measure
Channels/Pipes
Underdralns
Dams/Dikes
Sewer Separation
Inline Storage
Offline Storage
Sedimentation
Basins
Sand and Gravel
Storm Sewer
Filters
Infiltration
Berms
Mechanism and Result
Collection, rerouting, interim storage,
dilution and mixing.
Collection, rerouting,
infiltration prevention
Impoundment, sedimentation,
mixing flow routing
Pollutant Isolation
Flow equalization and discharge management
Flow equalization and treatment
Flow equalization and settling of pollutants
Filtering of particulate pollutants such
as asbestos, rubber, automobile emission
particles
Control and filter runoff leaving roadways
Lagoons and Ponds
Biological (aerobic and/or anaerobic)
and physical (sedimentation)
Physical Treatment
Screening, sedimentation, filtration,
swirl concentrators, flotation
principally aerobic
Biological Treatment
Trickling filters, etc.
D1sinfect1on/Aerat1on Chlorinatlon bubbled or
surface agitated air addition
Chemical Addition
Coagulation and/or precipitation
Land Application
Spray Irrigation
Receiving Water
Treatment
In situ aeration or chemical addition
generally for acute condition
Saltwater Intrusion
Prevention
Injection wells
Chapter Two
Summary-27
June 1977
-------
DRAFT
TABLE 2
SUMMARY OF STORAGE COSTS*
Location
Type
Capacity,
mil. gal.
Cost
S/qal.
0.03
Oak Lawn, 111.
Surface detention
53.7
Seattle, Wash.
In-Hne
32.0
0.23
Chippewa Falls, Wis.
Open, lined basin
2.8
0.26
Jamaica Bay, N. Y.
Covered basin
10.0
2.12
Basin plus sewer
23.0
0.92
Milwaukee, Wis.
Buried basin
4.0
0.50
Akron, Ohio
Buried-void space
0.7
0.62
Boston, Mass.
Burled, short detention
1.3
4.74**
Chicago, 111.
Open quarry
2,736.0
0.21
Tunnels and appurtenances
2,834.0
0.27
* ENR * 2000
** Includes Influent pumping station, chlorinatlon
outfall.
facilities,
and
Chapter Two
Summary-2 8
June 1977
-------
FIGURE 1
ENUMERATION OF SLUDGE TREATMENT PROCESSES AND THEIR FUNCTIONS
Unit Processes*
Alternative Methods
Functions
Thickening
(Blending)
Stabllization
(Reduction)
Conditioning
(Stabilization)
Gravity
Flotation
Centrifuge
Heat Drying
Composting
Aerobic Digestion
Anaerobic Digestion
Lime Treatment
Chlorine Treatment
Heat Treatment
Chemical Addition
Elutriation
Heat Treatment
Filter Press
Drying Beds
Centrifuge
Rotary Vacuum Filter
Horizontal Filter
Cylindrical Screen
Lagoons
Dewaterina
Flash Dryer
Multiple Hearth
Tray Dryer
Spray Dryer
- Water Removal
- Volume Reduction
- Post Process Efficiencies
- Blending
Pathogen Destruction
Volume & Weight Reduction
Odor Control
Putrescibility Control
Gas Production
Improve Dewatering or
Thickening Rate
Improve Solids Capture
Improve Compactabllity
Stabilization
Water Removal
Volume & Weight Reduction
Change to Damp Cake
Reduces Fuel Requirements
for Incineration/Drying
- Water Removal
- Sterilization
- Utilization
Reduction
(Stabilization)
Incineration
Wet Air Oxidation
Pyrolysis
- Destruction of Solids
- Water Removal
- Conversion
- Sterilization
i
Final Disposal
Application
- Ut1l1zat1on(Cropland)
- Ut1l1zat1on(Energy)
- Ut1l1zation(Land
Reclamation)
- Disposal(Landfill)
- Disposal(Ocean)
* EPA Technology Transfer,
"Process Design Manual for Sludge Treatment and Disposal." October 1974.
EPA 625/1-74-006.
Chapter Two Summary-29 June 1977
-------
DRAFT
600
I 1 I 1 1 1 I
400 —
TANK TRUCK-
Z
o
H-
co
cc
<
O —
¦R<
OQ
Z O
O CO
h->
-------
DRAFT
ESTIMATED TYPICAL COSTS OF SLUDGE
DISPOSAL PROCESSES PER DRY TON, 1974
Methods
Dewaterlng:
Vacuum filter
Centrifuge
Sand beds
Land Transport (5% solids):
Tank truck
Railroad
Pipeline
Land Transport (30% solids):
Dump truck
Railroad
Ocean Transport (5% solids):
Barge
Outfall
Ocean Transport (30% solids): Barge
Storage:
Stockpile (30% solids)
Lagoon (5% solids)
Disposal (5% solids):
• Ocean disposal
Landfill
Land spreading
Disposal (30% solids):
Ocean disposal
Landfill
Land spreading
Cost Per Dry Ton*
$31.00
26.00
30.00
3.00/mile
0.25/mile
1.55/mi1e
0.65/mile
0.25/mile
0.20/mile
0.60/mile
0.03/mile
2.30
14.00
3.00
20.00
3.00
10.00
Miscellaneous Disposal Methods:
Incineration (total cost including dewaterlng) $50 to $85
^mpostlng (total cost including dewaterlng) Estimated $8.00 to
* Derr. D.A., et.al, Economic considerations for planning sewage sludge
disposal systems." In'A. Freiberger, ed. Pretreatment and Ultimate Disposal
of Wastewater Solids: Proceedings; Research Symposium, Rutgers University,
State University of New Jersey,~May 21-22, 1974.(New York) U.S. Environ-
mental Protection Agency, Region II.
Chapter Two Summary-31 June 1977
-------
TABLE 2
SUWARY GROSS COST COMPARISON
OF
SLUDGE DISPOSAL ALTERNATIVES
Applicable Cost Element *
Land
Application
Land
Reclamation
Energy
Generation
(Incineration)
Composti ng
Controlled
Landfills
DEWATERING (Treated Sludge)
$ per Dry Ton, 95% Solids*
30
30
30
30
•30
LAND TRANSPORT
51 Solids (Treated Sludge)
30% Solids (Treated Sludge)
(25 miles av.]
75(tank truck]
18(dump truck]
(25 miles av.]
i NA
18(dump truck]
NA
(5 miles av.]
NA
3(dump truck]
(10 miles av.)
30(tank truck,
7(dump truck|
STORAGE
5% Sol ids (Lagoon Treated
3C^U^§fids (Stockpile
Treated Sludqe)
14
3
NA
3
NA
NA
3
i
j
14
3 1
DISPOSAL
52 Solids (Treated Sludge)
30% Solids (Treated Sludge)
20
10
NA
10
NA
55
NA
35
i
1
I
3
3
APPROXIMATE TOTAL COST,
$/Dry Ton, for
5% Solids (Treated Sludge)
30% Solids (Treated Sludge)
140/ton
60/ton
NA
60/ton
NA
85/ton
NA
70/ton
!
77/ton
43/ton
EQUIVALENT WET TON TOTAL COST,
$/«et Ton
5% Solids (Treated Sludge)
30% Solids (Treated Sludge)
$ per Wet Ton
. 20% Solids
i
35/ton
15/ton
NA
15/ton
NA
20/ton
NA
17/ton
IS/ton
ID/ton
* Ref: Derr. D.A. et al 1974 basis for dollar values (see page 13).
-------
TABLE 1
ENVIRONMENTAL EVALUATION OF SLUDGE DISPOSAL ALTERNATIVES
Factors
Land Application
Land Reclamation
Energy Generation
(Incineration)
Composting
Landfills
KATER
QUALITY
Potential nutrient
pathogen or metals
contamination of
groundwater
Possible nutrient
pathogen or metals
contamination of
surface and ground-
water
Little change in
Water Quality
affects
Possible nutrient
or metals contami-
nation of surface
or groundwater by-
product
Potential leachate
contamination of
groundwater
AIR
QUALITY
Produces slight
increase in odors
and truck emissions
Produces slight
increase in odors
and truck emissions
Produces slight
increase in odors
and particulates
Produces slight
increase in odors
and truck emissions
Produces slight
increase in odors
and truck emi ssions
LAND
QUALITY
Increases soil
productivity
Increases soil
productivity &
enhances use op-
tions
No change in land
quality
Increases soil
productivity by
product use
Limits soild pro-
ductivity and land
use options
FLORA &
| FAUNA
Disrupts local
ecology Airing ap-
plication opera-
tions
Restores local
ecology to prior
or improved status
Has minor impact
on ecology
Disrupts local
ecology at work
site
Several affects
local ecology by
altering site
topography
1 r-.
i .
AESTHETICS
QUALITY
Degrades in local
area when freshly
applied
Improves land ap-
peararree in local
area after appli-
cation & stabili-
zation
Little change
Degrades in local
area with un-
sightly open work
site
Working face
activity degrades
in local area
-------
TABLE 1
(continued)
ENVIRONMENTAL EVALUATION OF SLUDGE DISPOSAL ALTERNATIVES
Factors 1 Land Application
i
i
Land Reclamation
Energy Generation
(Incineration)
Composti ng
Landfills ;
i
;
i
1
]Increases potential
PUBLIC !of harm to public
HEALTH jhealth by action
lupon the food, chain
'if used on crops
Increased potential
of harm to public
health from ground-
water contamination
Little change in
public health
involvement
Increases potential
of harm to public
health by action
upon the food chain
if used on crops
Possible change in;
public health in-
volvement from
ground water \
contamination j
i
!
COMMUNITY
IMPACT
Little change in
social elements
May involve dis-
placement of resi-
dents or alter
prior land use
Increases odor or
noise levels near
operations site
May involve dis-
placement of resi-
dents near work
site
No change in
social elements ;
i
i
RESOURCE
Promotes benefi-
cial use of sludge
reducing use of
natural resources
1 * ' i
Promotes benefi- Increases primary ;Promotes benefi- jMaintains present j
cial use of sludge; (resource usage & icial use of sludge,;level of energy & •
reducing use of {reduces secondary ;reducing use of iresource use !
natural resources !resource produc- -natural resources \ \
jtion • ! j
i • \
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DRAFT
IX. COSTS
1. Introduction
In an attempt to provide a useful tool for planning
wastewater management alternatives, a series pf
figures have been prepared which permit the assess-^
ment of budget capital costs and operation and
maintenance costs for various treatment and collection
components. The figures provide a guide for estimating
wastewater flows for various land use types and areas.
In order to price various alternatives, all one needs
to do is to know the zoning category and the area to
be planned.
All costs are based upon Engineering News Record
construction cost index of 2600 estimated for June,
1977. Costs are based upon updating previous 201
studies for communities in the region, and estimates
and bid prices for similar municipal construction in
southern New England. While the capital costs are
generally reflective of actual bid prices they
cannot be used to set budgets for individual design
situations. Nor are the component sizing figures
sufficiently precise to permit individual designs.
THESE CHARTS ARE PRESENTED AS A PLANNING GUIDE FOR
PUBLIC OFFICIALS IN ORDER THAT THEY MAY INVESTIGATE
ALTERNATIVES IN A SIMPLIFIED BUT REALISTIC FASHION.
THEY ARE NOT APPROPRIATE FOR USE IN DESIGNING SPECIFIC
FACILITIES
2. Capital Costs
The capital costs include all facilities installed in-
place in existing ways and include such costs as:
engineering design, supplying all necessary materials,
tools and labor, shoring trenches, minor dewatering,
normal traffic control, protection of existing infras-
tructure, replacing pavement and contingencies, they
exclude any legal, land taking, or extraordinary soil
condition costs.
Assumptions for cost comparisons will be given below.
The following is a hypothetic case illustrating the use
of the charts.
Chapter Two
Summary-36
June 1977
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DRAFT
Example Case Study
Town A has 200 acres of homes located on a lake
which is used by City B as a source of water
supply. The homes are all on small lots 6000»
8000 square feet. All of the homes have on-site
sewage disposal systems (OSDS) many of which have
seasonal high groundwater problems.
The various alternatives which are being considered
are:
(a) Extend an interceptor sewer up from City B
and sewer the entire area connecting it to
the new interceptor and the conventional
biological treatment plant in City B.
(b) Sewer the entire area connecting it to
a central pumping station which will lift
it to a stabilization pond which is suffi-
ciently distant from the lake to eliminate
the threat of pollution.
Step 1
Divide 1 Ac = 43,560 sq. ft. by 8000 sq. ft.
lot to determine the appropriate land use curve
for wastewater generation estimating.
5 5.4 use 5 du*/ac
Step 2
Enter into Figure A at 200 acres and project
line to 5 du/ac curve - read treatment system
flow = 0.30 mgd
collection system flow = 1.20 mgd
Note: That treatment systems capacities may be
rated at average flows while collection
systems must be able to carry peak flow.
*du a dwelling units
Step 3
Under Alternative A select interceptor size for
peak flotfr of 1.2 mgd from Figure B. Required Pipe
- 12». ¦
Two
Summary-37
June 1977
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DRAFT
Note: The interceptor would not be sized for only
the problem area but in reality would be
designed to carry all of the area tributary
to it in Town A. However, for first cost
comparisons only the minimum size to eliminate
the problem wasteflow will be considered.
Step H
a. Determine the cost per foot of the interceptor
sewer from Figure C.
Use a cost of $60/ft. Note: A judgement can be
made regarding the appropriate range of costs to
use from soils and topographic maps of personal
knowledge of the area.
b. From municipal maps a length can be determined
from the problem area to City B's closest adequate
sewer. Assume this scales 6,000 feet, the inter-
ceptor cost would be 6,000 x $60 or $360,000.
c. Since the collection system can be assumed to be
the same under both alternatives, it is not
necessary to compute its capital cost. If the
collection system were not the same, it could
be assumed to be all 8" sewer (min. recommended
sewer size) and the total length could be scaled
from the municipal map.
Step 5
a. Determine pumping station cost from Figure D by
using peak flow of 1.2 mgd.
Capital Cost = $190,000
b. From Figure E select force main size (pressure pipe
discharging from a pumping station).
Required pipe = 8"
c. From Figure F determine cost per foot of the
force main. Use a cost of $41/feet.
d. From municipal maps determine a treatment location
outside of the aquifer recharge area of the lake.
Assume this scales 1,500 feet, the force main cost
would be 1,500 x $41 or $62,000 (round all costs
off to nearest $1,000).
Chapter Two
Summary-38
June 1977
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DRAFT
Step 6
a. Assume under Alternative A that City 3 has a
present conventional secondary treatment plant
of 3 mgd which is slightly overloaded. As part
of the new sewerage extension they would double
the size of the plant to allow for their needs
and increased flow of Town A. By entering
Figure G at 3.0 mgd and using the conventional
"ACTIVATED SLUDGE" curve a capital cost of
$6,200,000 can be determined. However, the
. portion of that cost which is attributable to
the problem area of Town A can be related to
the ratio of flows as follows:
Average flow from problem area = 0.3 . Q
Average flow capacity of plant expansion 3.0
Therefore the proportional cost =
0.1 X $6,200,000 = $620,000
b. UNDER Alternative B. The stabilization pond would
be sized for the project flow of 0.3 mgd. Its
cost can be picked off the appropriate curve on
Figure G.
Capital Cost = $800,000
Note: Figure 6-1 is an enlargement of the lower
end of Figure 6. This was prepared to
provide greater estimating detail over the
primary applicable flow range for pre-
engineering modular activated sludge plants,
so-called "package" plants.
In estimating the costs of these smaller plants,
current Massachusetts Department of Environmental
Quality Engineering guidelines for components were
used. The costs include the modular plant, with
flow equalization, diffused-air aeration, followed
by filtration, disinfection and a leaching system
for ground discharge. Sludge treatment includes
aerobic digestion and bed dewatering and landfill
disposal. Cost include appurtenant structures,
fencing and site preparation.
Step 7
Summation of estimated costs.
Alternative A
Interceptor Sewer
Portion of Treatment Plant
$260,000
620,000
$98 o), 000
Chapter Two
Summary-39
June 1977
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DRAFT
X. FISCAL ALTERNATIVES FOR WATER QUALITY MANAGEMENT
The purpose of this section is to outline the financial
requirements imposed on local governments by PL 92-500,
and to list alternative mechanisms by which communities
can meet these requirements. Capital costs are treated
separately from operation and maintenance costs.
1. Requirements of PL 92-500
a. Requirements for local share of capital costs
Local governments which receive EPA grants for the
construction of sewer treatment plants must raise
100% of the non-eligible costs and 10% of the
capital costs of such plants. 7 5% of eligible
costs can be paid for with a federal grant,
15% with a state grant. Cities and towns may
borrow within the debt limit for up to 30 years
(Ch. SI (1)), or outside the debt limit
for up to 30 years, with the approval of the
Emergency Finance Board (Ch. 4 4 S 9 (1-5)) for
this purpose.
Municipalities must appropriate the local share
of the total project funds (see CFR 30.935-1)
before their application for a grant is filed.
The local authorization is to make specific mention
that funds are to be used together with state
and federal funds and should also authorize the
town or city to apply for the state and federal
grants.
b. Requirements for operation and maintenance costs
Section 204(b) of PL 92-500 states that revenues
for operation and maintenance must be levied
through user charges, defined in 40CFR 3 5.90 5-2 6
as "a charge levied on users of a treatment works
for the cost of operation and maintenance of such
works " These charges apply to industrial
as well as to commercial or residential users.
c. Requirements for Industrial Cost Recovery
If a treatment plant handles waste flows from (an)
industrial source(s), provisions must be made to
charge to these industrial users the amount of
the initial construction costs which can be
attributed to providing such treatment.
Chapter Two
Summary-40
June 1977
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2. Fiscal Alternatives
a. Ways to raise local share of capital costs
Communities have 3 types of bonds they jnay
issue: (1) full faith and credit bonds (or
general obligation bonds, which are backed by
the taxing power of the jurisdiction; (2) revenue
bonds, which are backed by user charges or
other revenues generated by the use of specific
project; (3) special tax bonds which depend on
a special levy assessed solely for the purpose
of retiring a specific bond issue. The capital
costs can thus be paid for through property
taxes, user charges or betterment (special)
taxes.
For local communities, the most crucial variable
in floating a bond, the interest rate, will be
determined by the rating assigned to each bond
issue by the rating services (Standard and
Poors, and Moody's Investors Service, Inc.).
For revenue bonds, soundness of revenue
projections is only one aspect of the evaluation
of the project. Other factors influencing
the rate paid, for either type of bonds are
the community debt structure, with borrowing
inside the debt limit encouraging lower
rates. Other factors include financial manage-
ment practices, financial history, etc.
The responsibility for timely financial planning
is that of the chief elected officials.
b. Paying for Operation and Maintenance
One reason Congress included the provision for
user charges was the fear that municipalities
would slight the costs of annual operation in
the annual budgetary process. The user charge
provisions are designed to provide separate
revenues for the treatment facility which will
adequately cover the annual operating costs.
Local governments, however, should carefully
scrutinize these costs, and demand that consul-
tants show them alternatives with minimum
operating costs. Experience has shown that
annual operation and maintenance costs far
exceed the initial estimates presented at the
time of construction.
Chapter Two
Summary-41
June 1977
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Note: This should not imply that minimum
operating costs will be the sole determinant
of which alternative is finally selected,
and approved by the Division of Water
Pollution Control and EPA, as the recommended
alternative must be both cost-effective and
environmentally acceptable. Cost-effectiveness
includes the capital as well as operating costs.
c. Calculations of User Charges
For municipalities which will treat domestic
wastes only, the simplest basis for calculating
user charges is flow, which can be easily computed
and billed in areas with metered water. The
costs of maintenance would be apportioned on the
basis of average annual water use.
Where water is not metered, the costs of
metering water use must be balanced against
the additional revenue and general equity to
be obtained by metering.
For systems under construction, it is easier to
include meters in the hook-up phase than it
is to install them in pre-existing systems. If
a decision is made not to meter, then user
charges must be based on generalized assumptions
as to per household use.
Water rates, like all utility rates, are controlled
by the Department of Public Utilities and are
based on user classification systems. Heavy
users usually pay smaller per unit fees and the
fee structure encourages water consumption.
Thus, user charges based on water flows should
reflect water consumed and not the water rates
paid.
User charges for industrial users are found
in the Appendix to Subtask 5.3. UBer charges
for septage can be based on the increased costs
of flow management, weight as a percentage of
the total weight of suspended solids handled
per time unit, and BOD as a percentage of total
BOD per time unit.
Chapter Two
Summary-42
June 1977
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For communities which have both sewered and
unsewered areas, the management authority might-
be broadened so that fees can be collected from
both sewered and unsewered households. User
charges would be calculated for unsewered house-
holds. The local government or management authority
would assume responsibility for purchasing trucks
or for contracting with private companies or
individuals, and for routine inspections and
pumping of septic tanks. The operating and
maintenance costs for both sewered and unsewered
areas could then be pooled, and divided evenly
among households. This would be most equitable
for those plants which treat septage as well as
domestic sewage.
If such a "unified" system is adopted, provisions
should be made to insure that individual systems
are properly used and maintained.* Boards of
Health should adopt regulations to reflect proper
maintenance procedures, with penalties and fines
specified for improper use.
Another technique for unifying the management of
both sewage treatment plants and on-site systems
would be a program of reimbursement to home-
owners for pumping septic tanks. Bills are
submitted directly to the town for payment.
The annual costs for disposal of residuals from
the treatment plants should be included.
d. Alternatives to User Charges
Although the law requires operation and maintenance
to be paid for from user charges, Congress is
considering amending this to provide more flexible
local financing. For new systems with few initial
users, the per user cost can be exorbitant. If
such an amendment passes, cities and towns will
be able to include operation and maintenance
costs in calculations of annual revenue to be
raised through the property tax.
ftSRPEDD has published a booklet entitled "Septic Systems:
How They Work and How to Keep Them Working" which local
Boards of Health may distribute to homeowners.
Chapter Two
Summary-43
June 1977
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DRAFT
e. Financing Excess Capacity
Plants are built to last twenty-five years,
and have the capacity to handle new users as
they come on line. Many plants have excess
capacity that will probably not be used until
well into the life of the plant. Communities
should carefully evaluate the implications
of excess capacity, especially as it affects
the annual costs of operation and maintenance.
If the costs of excess capacity are borne by
present users, they are paying for the future
growth capacity of that municipal service, a
public good that is shared by all members of
the community. There is good reason, then,
that excess capacity, both in terms of capital
expenditures and as such excess capacity may
increase early operation and maintenance costs,
should be financed through the community-wide
property tax.
f. Operational Implications
Bookkeeping practices, and budget format should
be developed or revised at the same time that
various cost sharing or billing systems are
established, and those involved in the day to
day operations of the plant should be consulted
to make sure that operational costs can be
proportionately allocated.
The sewer ordinance which communities must
adopt must contain enforcement procedures,
especially to insure that industrial users are
meeting their prescribed pretreatment standards.
Any local monitoring program should also be
coordinated with the assessment of user charges.
g. Intermunicipal Financing
Shared facilities can be financed one of three
ways: intermunicipal contracts; the formation
of Water Pollution Abatement Districts; or by
special means authorized by special legislation
passed by the General Court.
1. Cities and towns may act jointly under a
contractural agreement entered into under
Chapter 4 0, S.4 and 4.a, under which one
community plans, constructs and operates
a treatment facility and agrees to provide
service for a certain volume of flow from
Chapter Two
Summary-44
June 1977
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DRAFT
another community in return for annual
payments. The contract format allows
flexible terms dealing with volumes of
sewerage treated, reimbursement for
specified capital costs, length of contract
period, renewal of contracts and arbitration
in the case of disputes. Detailed examination
of existing intermunicipal contracts is
found in Subtask 7.2.
2. Water Pollution Abatement Districts are
legal corporate bodies with authority to
issue bonds and charge member communities
and towns annual debt retirement and operating
and maintenance costs. General obligation
bonds can be issued upon the majority vote
of the District Commission, composed of two
members from each city and town appointed
by the selectmen or city council. (For
communities with over 20,000 and under
50,000 population, one additional member is
appointed; for those with populations over
50,000 two additional members are appointed.)
Formulas and methods for appointment must
be approved by the Division of Water Pollution
Control, and cannot be altered without the
approval of the Division. Amounts to be
raised from each city or town are not
submitted to cities and towns for annual
votes at either the city council meeting or
town meeting, but are certified to the
assessors of each city and town and must be
included in the amount of local revenues
to be raised annually.
Indebtedness incurred by Districts shall not
be included in computing the limit of
indebtedness of any city or town, any portion
of which is included in the district. Water
Pollution Abatement Districts can only be
dissolved by an act of the legislature.
3. Special Legislation: Any group of cities
and towns can jointly petition the legis-
lature to create a special water quality
management district. The powers and duties,
form of representation, methods of establish-
ment and dissolution, methods of revenue
raising and cost apportionment can be
specified in accordance with the require-
ments of the possible member communities.
Chapter Two
Summary-45
June 1977
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DRAFT
h. Districts Consisting of a part or parts
of a City or Town
Federal 201 grants may only In used to fund
facilities for wastes from sections of a eity
or town if these facilities are owned or
operated by a public authority. Funds to
retire special assessment bonds may be levied
by betterment taxes, with operation and
maintenance funded through user charges.
Chapter Two
Summary-46
June 1977
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Chapter Three - Summary
REGULATORY APPROACHES TO THE ACHIEVEMENT OF WATER QUALITY
DRAFT
I. INTRODUCTION
This chapter presents a variety of regulations which are
necessary to achieve the goal of water suitable for fishing
and swimming. The set of regulations discussed in this
chapter can be used to:
1. prevent, in some cases, the need for the expensive
structural solutions found in Chapter Two;
2. to supplement the control of point sources of pollution
with the equally important control of non-point sources;
and
3. to ease implementation, in some cases, of structural
solutions.
The first section of this report addresses each of the major
types of non-point pollution which PL 92-500 requires be
controlled. Non-point sources of pollution are dispersed,
and can be set back at any distance from a body of surface
water or groundwater.
The second section outlines both traditional and more
innovative land-use management techniques which can be
used to further local water quality policies.
The third section outlines, briefly, a set of recommendations
which pertain to point sources.
Each recommendation is outlined in the text, but specific
wording for legislative changes, regulations, by-laws or
ordinances is found in the technical appendices.
Development of Recommendations: Public Participation
As described in Chapter One, the planning process joined
by SRPEDD placed great emphasis on public participation.
Some of the issues addressed in this chapter were selected
by various publics as important, and the recommendations
have been fully informed by public discussion. Other
issues have not seized the public imagination, and recom-
mendations concerning them were developed without the
benefit of extensive public input.
Chapter Three
Summary- 1
June 1977
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II. ANALYSIS BY NON-POINT SOURCES
The following section outlines recommendations for
controlling non-point sources.
A. AGRICULTURAL POLLUTION
As different types of agriculture produce
different types of pollutants, SRPEDD has broken
down this section by agricultural sector. Each
set of practices recommended for the four sectors
were developed with the help of advisory committees
of growers. The four agricultural sectors most
prevalent in the SRPEDD region are:
cranberry growing
livestock and dairy farming
forestry
fruit and vegetable growing
1. Cranberry Cultivation
Cranberry cultivation utilizes pesticides and
fertilizers in the immediate vicinity of surface
waters and directly 0-2 feet above the water
table. The problem is to confine pesticides
and fertilizers to the bogs. This is a
challenging problem as the streams and ground-
waters associated with cranberry bogs are
draining to streams and aquifers respectively
towards the ocean. Small amounts of pesticides
do leave the bogs with the streams and ground-
waters in the flow down basin.
Research has shown that pesticides in cranberries
chelate or otherwise adhere to clay and
organic detritus present on the bogs and in
the ditches which drain them.
Pesticides are a mixed blessing. They are one
of the factors that have raised yields per
acre to their present level, but they have also:
—caused fish, crab, and seagull kills (caused
by chlorinated hydrocarbon-type pesticides
no longer used and to a lesser extent by
present organophosphate-type pesticides)
—caused (in part at least) present problems
with pests like Sparganothis, cranberry
girdler, and red mites. (Resulting from
buildup resistance and killing of natural
predators.)
—introduced trace amounts (below drinking
water standards) of pesticides into ground-
water aquifers tapped by both private and
public wells.
Chapter Three
Summary-2
June 1977
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DRAFT
Regulatory Responses
Because the practices which are needed to
reduce the hazards outlined above call for
very fine-grained, everyday sorts of activities,
a formal regulatory program is not feasible.
The use of good practices requires on-the-spot
day-to-day judgement, and could not be easily
specified, monitored, or enforced. The
Cranberry Experiment Station plays a crucial
role in informing cranberry growers that best
management practices are often in the best
interests of the growers. These practices are
outlined below.
a. Slow release of flood water to prevent
erosion and sedimentation and the excess
scouring of ditches and canals.
b. Aerial spraying of pesticides only when
the wind speed is less than 7 mph, preferably
at dusk when wind dies down, when wildlife
activity is at a minimum, and so that break-
down of pesticide compounds can occur through-
out the night before wildlife returns to
the bogs.
c. Use of biodegradable pesticides rather than
persistent ones.
d. Reliance on sanding and flooding to control
pests whenever possible.
e. Design of sprinkler systems, which convey
agricultural chemicals so that part-circle
heads are used near ponds, reservoirs,
roads, avoiding sprinkling in non-bog areas.
f. Application of pesticides only after the
infestation level is serious enough to
warrant treatment. The Appendix of
Chapter Three contains a pest control chart
to help growers determine this level of
infestation.
g. The use of approximately no more than 25 lbs
per acre per year of major fertilizing
nutrients.
Chapter Three
Summary-3
June 1977
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DRAFT
The Cranberry Experiment Station will investigate
complaints, make analyses within its capability
to determine causes of environmental mischief,
and if necessary revise its concept of best
management practices and communicate promptly
with the Growers Advisory Committee. Violations
of Best Management Practices which cause problems
can also bring regulatory and enforcement action
from: The State Pesticide Control Board, the
Division of Water Pollution Control, and local
boards of health.
2. Livestock and Dairy Farming
As the Dairy Growers Advisory Committee has not
completed its work on best management practices
as of this press date, it will be included
later in the Final Plan.
3. Forestry
If forest land is harvested to the extent that
ground cover is removed, soil can erode into
nearby streams. The problem is thus one of
clear-cutting rather than logging, and there
are no known problems in the SRPEDD district.
Regulatory Responses
State law calls for the preparation of a forest
cutting plan by a professional forester if the
landowner is to benefit from forest land
exemption from property taxes. Such a plan
provides for the layout of roads, stream
crossings, revegetation and erosion control.
If unsupervised cutting becomes prevalent, and
the demand for firewood increases significantly,
the following recommendations would apply:
Regulations should be extended to cover
changes in land use, not just logging,
so that harm from land clearing can be
mitigated.
Copies of forest plans should be filed
with the local Boards of Health and
Conservation Commissions to bolster
project monitoring.
Chapter Three
Summary-4
June 1977
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DRAFT
4. Fruit and Vegetable Growing
The two general water quality problems
attributable to this sector are:
-groundwater pollution due to leaching of
excess nitrogen fertilizer; and
-surface water pollution due to runoff of
soil, pesticides and fertilizers.
These are comparatively minor problems in the
district, with localized impact.
Best Management Practices
a. Soils should be tested to determine the
amount of nutrients to be supplies, and
the application rate should be in
accordance with the specifications prepared
by the County Extension Service.
b. Cover crops should be established on all
land to retain nutrients and prevent
erosion.
c. Pesticides should only be used when cultural
or biological pest control methods (inter-
planting, natural predators etc.) fail.
d. Pesticides should only be used in response
to an observed infestation (not as a
preventative) and only in amounts specified
by Agricultural Extension Service.
e. The least persistent pesticide which will
deal with a particular infestation should
be used.'
f. All appropriate cultural practices designed
to reduce soil loss (contour plowing,
cover crops etc.) should be followed.
g. Irrigation should be limited so as not to
produce surface runoff from the site.
h. Structural measures (sedimentation basins)
may be required in some areas, particularly
those with steep slopes.
i. A buffer strip of undistrubed vegetation
(minimum width 20 feet) should separate all
crop areas from surface water bodies.
Chapter Three
Summary-5
June 1977
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DRAFT
j. Especially stringent erosion controls
are needed on orchards and other lands
where mercury, arsenic and other
persistent pesticides applied in the
past have built up in the soil.
Chapter Three
Summary-6
June 1977
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DRAFT
B. EROSION AND SEDIMENTATION
Statement of the Problem
The Natural Erosion Process
Soil erosion takes place when rain falls or
water from any source, such as snowmelt, runs
downhill on bare soil and moves soil particles.
Soil particles are first loosened by the impact
of falling rain or by scouring action and then
moved along with the water. Finally, the
soil particles are deposited at some location
downstream. This transported soil is called
sediment.
The removal of fairly thin uniform layers of
soil from the land surface by water is called
sheet erosion. When the runoff water moves
fast enough, it scours out small channels in
the soil and rill erosion results. As the
channels become larger than approximately
6 inches deep, gully erosion takes place.*
Conditions for Erosion
Some erosion will always occur through natural
processes, and this is referred to as natural
or background erosion. Under certain conditions,
however, erosion is more rapid and severe.
Conditions which lead to severe erosion are
both natural and man-made, and include the
following:
—heavy rainfall
—steeply sloping soil (over 15%)
—lack of vegetative cover
—easily erodable soils (droughty soils
such as sand or finely grained soils
such as muck)
—loss of soil structure
—channelized drainage
ftU.S.D.A. Soil Conservation Service, Guidelines for Soil
and Water Conservation in Urbanizing Areas of Mass., p.3.
Chapter Three
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June 1977
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DRAFT
Results of Erosion
The result of erosion is that suspended solids
become mixed with water in rivers and ponds.
In rapidly moving water, soil particles become
mixed with water, creating a highly turbid
condition which can interfere with the normal
growth of fish and plants, by reducing both
the oxygen and the sunlight available. In
slow-moving waters, behind dams, for instance,
or in ponds, the suspended solids fall to the
bottom, creating sedimentation. Excessive
sedimentation can produce stagnant lakes and
ponds.
The top soil also supports vegetation, which
serves to remove pollutants. When the top
soil is removed, this vegetative "filter" is
also removed. Pollutants in runoff do not
get taken up by plants as they travel over
the surface of the land; instead they are
more directly discharged into surface waters.
Where herbicides, pesticides have been applied
to increase agricultural productivity or
where chemicals are stored in the open, the
eroding material can become contaminated,
resulting in contaminated solids or sediments.
Erosion Producing Activities
The activities which produce erosion over and
above natural erosion are those which destroy
vegetative cover, remove the top soil, or create
severe cuts in the earth. Some of these
activities include:
—highway construction
—residential, commercial, industrial
construction
—mining of sand and gravel
—mining of coal
—open storage of salt for road maintenance
—agricultural and silvicultural
cultivation on sloping land
This section will discuss all of the activities
listed above, with the exception of agriculture,
which has been discussed in the preceeding
section.
Chapter Three
Summary-8
June 1977
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DRAFT
1. Erosion from Highway Construction and the
Installation of Utility Lines
Highway construction activities are major earth-
disturbing operations which can cause considerable
erosion unless controls are used. Erosion can
also result from the installation of utility lines.
Regulatory Responses
The Massachusetts Environmental Policy Act (MEPA),
Chapter 30, Sections 61 and 62, requires any
state agency undertaking an action which may
result in significant damage to the environment
to prepare an Environmental Impact Statement (EIS)
containing a description of the project, an
assessment of the impacts of the project, alter-
natives to the project and specification of
measures to be used to mitigate environmental
damage. The MEPA legislation applies not only
to state highways, but also to utility transmission
lines, as the Department of Public Utilities
must approve land taking and the installation of
transmission lines.
As there are efforts underway to revise the MEPA
legislation, SRPEDD will make no recommendations
in regard to MEPA in this report.*
A road built to interstate design specifications
has a large impact on the environment because
among other reasons, interstate highways are
designed to carry traffic at 70 miles per hour.
Grade and radius restrictions'Tor a 70 mile per
hour highway requires greater cutting and filling
of the landscape than would be necessary for
highways designed for 50-55 mph travel.
If the federal funds were made available for
roads designed for 50 to 55 mile an hour travel
speed rather than 70 miles per hour, energy
conservation would be encouraged and erosion
from highway construction would be reduced.
Meeting with Bill Hicks, March, 1977. The problems mentioned
were (1) inadequate means to screen out projects with signifi-
cant or insignificant harmful environmental consequences; < 2)
delays; and (3) staffing of public agencies charged with
preparation of Environmental Impact Statements. Further
information about proposed changes in MEPA may be obtained
from Mr. Hicks, at the Executive Office of Environmental
Affairs, Saltonstall Building, Boston, Mass. (617)-727-5830.
Chapter Three
Summary-9
June 1977
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DRAFT
2. Erosion from Residential, Industrial and
Commercial Construction "
Construction activity has the potential to produce
significant soil erosion unless methods are used
to prevent soil loss.
Regulatory Responses
There is very little "law" in Massachusetts relating
to erosion and sedimentation directly. Local
regulations, however, can be used to minimize
erosion by introducing a requirement that local
construction must meet a set of criteria for erosion
control. These criteria can be introduced into
local zoning by-laws, as a general use regulation,
subdivision control rules and regulations, cluster
development provisions in the zoning by-law, and
planned unit development requirements.
Zoning can also prohibit or restrict building on
steep slopes. Soil maps prepared by the Soil
Conservation Service are available for most SRPEDD
communities, and these show steep slopes as well
as soil types.
If erosion control plans are required for building
permits for various types of projects - subdivisions,
planned unit development, or cluster development -
communities may arrange with the Soil Conservation
Service to have a technical review of such plans.
To aid in enforcement of any such plans, communities
may wish to make the provisions of such plans public,
so that local officials, while they cannot monitor
each project, can at least respond to complaints
from a well-informed and interested public.
3. Erosion from the Mining of Sand and Gravel
Statement of the Problem
While the description of the erosion process found
above holds true for sand and gravel pits, mining
operations may have special features. In washing
operations, for instance, the water used may have
especially heavy sediment loads which, if not
recycled or left to settle for a while in sediment
basins, will result in rapid siltation of nearby
water courses. Often, sand and gravel pits lie over
large aquifers which contain valuable underground
water for present or future water supplies. Removal
of the overlying sand and gravel removes a natural
Chapter Three
Summary-10
June 1977
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DRAFT
purifying filter. Excavations if not limited
to four feet above the watertable, can, therefore,
result in pollutants entering the groundwater.
Regulatory Responses to Erosion Problem from
Sand and Gravel Pits ' ~~
In the absence of a state law specifically dealing
with inland sand and gravel mining*, local
communities may regulate such operations by either:
—a general by-law enacted under Chapter 40; or
—provisions in the zoning ordinance/by-law in
accordance with Chapter 4OA**.
Samples of by-laws based on each kind of authority
are found in the full text, technical appendix
of Chapter Three.
Again, it is recommended that local authorities make
the provisions of gravel pit operating permits
available to the public to aid in the enforcement
of the permit conditions.
4. Erosion from Coal Mining
While coal mining is not a current activity,
explorations to determine the amount, depth and
type of coal suspected to lie in the northwest
part of the SRPEDD region have been started.***
With the likely emphasis on increased use of coal
in the future, erosion from strip-mining, as
well as acid-mine drainage, could become serious
problems in the future.
Under Chapter 21, S.54, the Division of Mineral Resources in
the Office of Environmental Affairs has authority to license
and/or lease the excavation of minerals in coastal or
navigable waters. No such state authority exists for
inland excavation.
JL X
Alexander D. Dawson, Esq., "Earth Removal and Environmental
Protection", Environmental Affairs Quarterly, Vol. Ill,
#1, February 1974, pp. 166-187.
Weston Observatory, Interim Report of The Pennsylvania
Coal Bearing Strata of the Narragansett Basin, NSF/RAlJN
Document 76-0337, December, 19767 Grant #AER76-02147.
c
Chapter Three
Summary-11
June 1977
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DRAFT
Regulatory Responses
Several bills have been filed in the Legislature
to give the Commonwealth the authority to control
the mining of coal. One bill gives licensing
power to the Commissioner of the Department of
Environmental Quality Engineering, while another
bill sets general standards, but leaves their
specification and enforcement up to local officials*.
Cities and towns in the Ten Mile River basin, perhaps
acting through the Ten Mile, Mt. Hope and western
part of the Taunton Basin Advisory Group, should
examine this legislation and determine whether or
not they wish to have a role in the future
regulation of coal mining.
5. Erosion and Sedimentation from Storage of Road Salt
The incidence of wells with a high sodium content
is increasing. Of the approximately 130 wells
tested in the SRPEDD region, approximately 30
had sodium counts of over 20 ppm, the standard
set by the Commonwealth for drinking water.** How
much of this salt leaching into groundwater comes
from the application onto roads and how much
comes from salt stored out in the open varies from
case to case. At least two known cases of well
contamination from the open storage of road salt
have been documented in Lakeville, off Route 140,
and in Plainville, below Route 49 5.
Regulatory Responses
Although the state Legislature could pass legislation
requiring that the State DPW and local highway
departments store salt in enclosed areas which have
impermeable floors, SRPEDD recommends, instead,
that local communities review both their salting
practices and their salt storage facilities.
As the proposed measures take advantage of local
knowledge and existing facilities, they should
provide a flexible scheme for developing and
implementing "best management practices."
w
Bills filed inre Coal Mining are: S.302 and H.5515.
ftftDepartment of Environmental Quality Engineering, Report of
Routing Chemical and Physical Analyses of Public Water
Supplies in Massachusetts, 197 5, Publication #8818-2nd
printing, 85-100-9-76-CR.
Chapter Three Summary-12 June 1977
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DRAFT
Local City councils and Boards of Selectmen should
ask their local highway departments for a written
report concerning salt storage and application
procedures. These reports will then be reviewed
at a basin advisory meeting to determine if
groups of communities could share salt storage
facilities and coordinate the protection of
water supplies from local salt application to roads.
6. Costs of Regulation and Ways to Raise Money
In the cases of private construction and sand
and gravel mining operations, the costs of
implementing requirements imposed by regulation are
borne by the private sector.
If these regulations are drafted such that they do
not contribute to delay in obtaining approvals,
the extra costs imposed on the private sector
can be minimized, and will mostly consist of
engineering fees*.
Use of associate members to aid in initial review
might relieve some of the additional time burden
for local elected officials.
Although the Soil Conservation Service is willing
to review projects, the SCS could not provide speedy
and detailed reviews without additional technical
personnel.
The SCS should therefore prepare a budget based on
the expanded need for review of plans for sub-
divisions, industrial and commercial projects.
EPA should support this budget request, as should
the Commonwealth's Office of Environmental Affairs.
In negotiating with SCS, communities can determine
a per-case review cost, with these costs being
included in an annual contract. This, then can
become the basis of fees charged to applicants.
7 . The Costs of Impacts of Non-Regulation
Erosion and sedimentation do not seem to be
particularly urgent problems when regarded from a
local point of view. As one's vantage point, however,
includes a larger and larger area, th'e problem
becomes more recognizable and more important.
Richardson, Dan K. The Cost of Environmental Protection,
1976, Rutgers University.
Chapter Three Summary-13 June 1977
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DRAFT
The costs of failing to regulate erosion include
the following:
1. Increased sedimentation in storm drains,
causing clogging and/or increased
maintenance costs:
2. Dredging of harbors;
3. Reduced productivity of turbid waters -
affecting freshwater fishing;
4. Contamination of shellfish beds and
estuarine ecology systems;
5. Loss of agriculturally productive soils; and
6. Political costs.
Most of these "costs" or negative impacts do not
get directly paid for by the local municipality
which chooses not to regulate erosion and
sedimentation. The dredging of harbors, for
instance, is usually paid for out of federal dollars
rather than local tax dollars. Likewise, it is
downstream or ocean fishermen who suffer most
directly when productive estuarine areas become
contaminated, although consumers may end up
paying more for fish.
In the case of sand and gravel mining, however,
the costs are local and direct. Valuable local
water resources can be lost.
A final cost for a local government may be political,
the loss of control over yet another aspect of land
use decisions. Several states have statewide
erosion laws, among other reasons because it is
difficult for local governments to accept the need
for erosion and sediment control.*
¦jt ; —
See, for example, North Carolina's law on erosion and
sediment control. Other states with erosion and sediment
control statutes are Maryland, Virginia, Iowa, Montana,
Pennsylvania and Ohio.
Chapter Three
Summary-14
June
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DRAFT
C. SANITARY LANDFILLS
Leachate as rainwater infiltrating through trash
in a dump or sanitary landfill, accumulates a wide
variety of chemical and biological substances. The
resulting fluid, or leachate, may be highly ^
mineralized and grossly polluted, "a repulsive
orange ooze" as one observer describes it. As the
leachate moves down through the soil, some of the
pollutants are removed or degraded. The leachate
may eventually reach the water table, where it
flows in the direction of the regional groundwater
gradient, possibly toward a well (Figure 1).
FIGURE 1
Water
table
Chapter Three
Summary-15
June 1977
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DRAFT
The potency and degree of pollution in leachate
is related to:
-the size and age of the dump,
-the type of material in the dump,
-features of the surrounding areas through
which the leachate flows,
-the length of flow before the water again
appears at the surface, and
-the climate.
Sanitary landfills generally are constructed by
placing wastes in excavations and covering the
material with soil daily—thus the term "sanitary"
to indicate that garbage and other materials are not
left exposed to produce odor, smoke, vermin, and
insect problems. Even though a landfill is covered,
however, leachate may be generated by the infiltration
of precipitation and surface runoff.
Toxic Wastes
Generally it has been the practice to dispose of
toxic wastes (pesticides, industrial by-products
and residues, brines, acids, and other chemical
compounts) in a common landfill. The only protection
against the obvious hazard to health has been due to
either dilution--that is, the volume of toxic
products has been low enough as compared to non-toxic
products to prevent any widespread pollution of the
groundwater*, or to remote locations.
Landfills in SRPEDD's District receive industrial
residuals, many of which are toxic. Although there
are regulations and statutes requiring disposal of
hazardous wastes only in areas specially designed
for this purpose, and that any person who handles
or disposes of hazardous wastes be licensed by the
Division of Water Pollution Control, there are no
such areas in the Commonwealth, and within the SRPEDD
area, only one firm has a license to dispose of hazardous
materials. The method used by this license, thermal
oxidation, is not applicable to the total range or
waste materials requiring disposal. The case of the
polychlorinated bi-phenals in New Bedford's landfill
is a now-famous example of the threats posed by
hazardous materials, in this instance, to groundwater
used by the Town of Dartmouth.
*EPA, A Manual of Laws, Regulations and Institutions for
Control of Groundwater Pollution, June, 1976. Document
#EPA-440/9-76-006, p. 1-70-77, and p. IV-8.
Chapter Three
Summary-16
June 19 7 y
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DRAFT
Regulatory Responses
Regulatory responses can be grouped according to
their general purposes. The first group of responses
is aimed at reducing the amount of waste that is
generated. A second group concerns recovering energy
and/or materials from wastes, so that they may be
reused. A third set of responses aims at better
regulation and control of hazardous wastes, and the
fourth set concerns better regulation and enforcement
of sanitary landfills.
Demand Reduction
Any measure which would reduce the amount of wastes
to be disposed in the landfill can reduce the "demand"
for landfilling. Demand reduction measures can either
reduce the amounts of wastes generated at their
sources, or they can sort out and remove certain^
materials prior to the entry of these materials into
a waste disposal area.
One approach consists of developing fiscal incentives
to reduce the amount of unnecessary wastes generated
by households. The revenues raised by a tax on
unnecessary or excess packaging could be returned
to the cities and towns on a per capita basis for the
design, construction and operation of sanitary landfills.
A second approach is recycling. The Bottle Bill, for
instance, would remove some beverage containers from
the waste stream and recycle them. Opposition to the
Massachusetts bill filed in this legislative session
came not only from container manufacturers, but also
from local store owners, who disliked the extra
handling and storage that returnable bottles would
impose on them. One solution to this objection is to
have vocational high schools operate a reclamation
center, where bottles can be returned by the retailer,
sorted at the center and sold to the wholesale
distributor. A reclamation center in Burlington,
Vermont, currently operating at a profit, is described
in the Appendix to Chapter Three.
Industrial recycling is discussed in Task 5, Industrial
Pollution, and a joint project to recover precious
metals in Taunton has been funded by an EPA demon-
stration grant.
Chapter Three
Summary-17
June 1977
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DRAFT
Resource Recovery
Resource Recovery for municipalities allows a wide
variety of materials to enter the waste stream and
relies on various technologies to shred the
materials and then separate out small pieces of
metals> glass, etc., by a series of magnetic plates,
air flotation devices, and the like. The resource
recovered from waste can also be energy; large
quantities of wastes are burned and used to generate
steam. Resource recovery operations require that a
guaranteed quantity of waste is supplied to the
facility and that there be a reliable, fairly stable
market for the resource recovered, and hence requires
a substantial amount of economic and legal work for
both planning and implementation. In some areas,
resource recovery efforts conflict with demand
reduction efforts because economic resource recovery
projects require large waste streams while demand
reduction seeks to reduce the quantity of wastes
generated.
The Resource Conservation and Recovery Act, PL-94-500,
seeks to promote both techniques, and requires states
to prepare comprehensive management plans for solid
wastes.
Hazardous Waste
With the closing of an Attleboro disposal site, the
disposal of hazardous wastes has become a major
problem for local industries. There is no legal
disposal site for hazardous wastes anywhere in the
Commonwealth of Massachusetts.
Hazardous wastes include radioactive wastes, toxic
materials, pathogens and explosives, and are legally
defined in Massachusetts as "special wastes." These
wastes are either transported out of State, or to
landfills which are not designed to insulate these
materials or to treat the leachate they produce. It
is essential that top priority be given to the
development of a disposal site for these hazardous
wastes.
Regulation of Sanitary Landfills, Enforcement Provisions
The regulations governing sanitary landfills currently in
effect were adopted in April, 1971, and are not in
conformance with the current powers, duties and
structure at the Office of Environmental Affairs. The
regulations should be rewritten not only for that
purpose, but also to better reflect State and local
policies concerning ground and surface water pollution,
Chapter Three
Summary-18
June I977
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DRAFT
the Clean Water Act, PL 90-500, Safe Drinking
Water Act, PL 93-52 3, and the Resource Recovery
Act.
The substance of specific Regulatory recommendations
cover:
1. Monitoring
Require that permanent groundwater observation
wells be installed down gradient from all
landfills. Wells should be located so as to
intercept any leachate leaving the site.
Samples should be taken and analyzed every 4
months. The results of these tests should be
published in a paper of general local circulation
along with EPA primary drinking water standards.
2. Corrective Action
The operations plan should include a description
of remedial measures that are to be implemented
to deal with any groundwater contamination
revealed through the monitoring program.
3. Volume Reduction
Leachate generation is largely the result of the
decay of organic matter. This decay produces
an acidic, oxygen deficient environment favorable
to the movement of metals and other contaminants.
Separate garbage. Use as livestock feed,
compost and apply to agricultural land,
or bury separately.
Separate paper, glass and metals. Pay if
necessary to keep these materials out of
the landfill. Recovery presently feasible
for paper, increasingly for glass and metal.
Consistent with State and Federal policy.
Prohibit dumping of leaves, brush, grass
clippings and other non-putriadable vegetable
matter.
4. Operator Training and Certification
All landfills should be under daily supervision
by a person who has successfully completed a
Chapter Three
Summary-19
June 1977
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DRAFT
course of training given by DEQE in landfill
operation and management. The training course
should cover: state regulations, operating
techniques (how to reduce litter, direct traffic,
estimate volumes, control dust, cell construction
etc.), the basic biology, chemistry and hydrology
of landfills, emergency procedures (fire,
accidential discharge of hazardous material etc.),
how to follow an operations plan, monitoring and
notification requirements, manpower and equipment
requirements, and fill requirements.
Chapter Three
Summary-20
June 1977
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D. ON SITE SUB-SURFACE DISPOSAL
Introduction
Septic systems are popularly viewed as being
only a short terra means of sewage disposal.
Once his system has been installed, a homeowner
simply crosses his fingers and waits for the
inevitable breakdown and overflow of sewage
into his yard.
Although this scenario may have been appropriate
for old cesspools, it need not apply to the well-
designed septic systems installed today. Over
the years, the design of subsurface disposal systems
has been refined, and the reliability and
performance of such systems has generally
improved. It is now generally believed that
the biggest improvements to be made in septic
system performance have to do not with engineering
but rather with proper maintenance of the system.
This point is stated very clearly in the purpose
section of Title 5 of the Massachusetts
Environmental Code.
The basic objective of septic system maintenance
is to prolong the system's useful life by
protecting the leaching system from clogging.
This is done by pumping out the accumulated
sludge and scum from the septic tank before'
they begin to overflow into the leaching area.
By pumping out the septage regularly, the
treatment capability of the system is also
enhanced.
In addition to the greater degree of surface
and groundwater quality protection that
a maintenance program can provide, significant
financial benefits can also be realized. In
the past, the shortcomings of subsurface
disposal systems have been the primary reasons
given for installing municipal sewerage systems.
If septic systems are made more reliable
through regular maintenance, the cost of
Chapter Three
Summary-21
June 1977
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installing sewers to "correct" failures can be
nearly eliminated. In addition, the cost to the
unsewered homeowner of periodically repairing
his system can be greatly reduced if failures
are prevented by proper maintenance.
Why Pump?
Regular septic tank pumping provides four major
benefits which result in a lower cost to the
homeowner for sewage disposal and improved surface
can groundwater quality. First, pumping removes
the sludge and scum which would otherwise over-
flow into leaching areas causing the soil to
clog and the system to overflow. The septic
tank acts as a storage reservoir for sludge and
scum. As long as this material is removed
before it overflows, the soil in the leaching
area will not become clogged with organic matter.
Thus the useful life of a septic system can be
greatly increased through regular maintenance.
Secondly, the septage that accumulates in a
septic tank is, essentially, very concentrated
sewage. It has very high level of bacteria,
oxygen demanding materials, and nutrients. By
removing this material periodically through
regular maintenance, the homeowner is removing
large amounts of pollutants that would other-
wise be discharged into the groundwater. If
the tank is pumped once every three years as
is commonly recommended, as much as 20% of the
oxygen demanding material, and 5% of the
nutrients produced by a typical home can be
removed. Regular septic system maintenance
can result in a slight improvement in the
quality of local groundwater.
The third reason for pumping regularly concerns
detention time. Septic systems provide an area
where materials which might clog the soil of
the leaching area can be removed. Heavier particles
settle out of the sewage forming a layer of
sludge, while lighter material floats to the
surface forming a_ scum layer. Bacteria within
the tank act to liquify the solid organic material.
As the amounts of sludge and scum in the tank
increase, the room for settling of sewage decreases
and sewage flows through the tank more quickly. *
This means that the sewage has undergone less
Chapter Three
Summary-22
June 1977
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bacterial decomposition, and has had less time
for sludge and scum materials to be separated.
Because the periodic removal of septage will
increase the detention time of the sewage within
the septic tank, regular maintenance can be
expected to result in improved treatment of the
water.
Finally, pumping provides an opportunity to inspect
the hardware of a septic system. Once the manhole
is opened to allow pumping of the septage, the
condition of the inlet and outlet tee's can
also be checked. In addition, any undetected
discharges into the system such as leaky faucets
or toilets can be identified by observing the
flow through the inlet. Such mechanical defects
can lead to clogging or flooding of the leaching
area.
In summary, regular septic system maintenance,
which includes periodic pumping of the septic
tank, can be expected to: significantly increase
the system's life by removing soil clogging
materials, remove contaminants that would other-
wise pollute the groundwater, increase the^
detention time (and thus the treatment efficiency
of the septic tank), and provide an opportunity for
inspecting the treatment system hardware.
Pump or Inspect
Every septic system is different. It operates
in different soil conditions, and handles sewage
from different numbers of people and different
types of water using appliances. As a result,
the rate of accumulation of sludge and scum
within each septic tank is different. While
some septic systems may require pumping every
couple of years, other systems which are over-
sized or seldom used may not need pumping for
ten years. This gives rise to the question:
should septic systems be pumped out on a regular
schedule, or should they be merely inspected to
see if pumping is necessary? While a simple
inspection of a septic tank might seem much
simpler than pumping out the septage, in practice,
the two operations are quite similar. To inspect
a septic system, the following four steps are
involved: First, the home in question is located;
second, the location of the septic tank within
the yard is determined; third, the access manhole
to the septic tank is unburied (if necessary)
and removed; and fourth, the thickness of the
Chapter Three
Summary-23
June 1977
-------
sludge and scum layers is measured. Pumping
of the system would differ only in step four in
that rather than measuring the level of sludge
in the septic tank, the tank would actually be
pumped.
Based on an "average" sewage flow from a "typical"
home, it is generally agreed that septic tank
pumping should occur every three years. On the
other hand, if inspections are relied on for
septic systems maintenance they must be made
annually. Thus, while annual inspections will
require pumping of only those septic^system that
specifically require pumping, they will also result
in more disruption for the homeowner, more
record keeping for the community, and most likely,
a greater cost to the homeowner. Annual septic
system inspection with pumping only when needed
is expected to cost about $30 per home per year,
while simply pumping every third year is
expected to cost about $20 per year.
The technique used to measure whether or hot
pumping is needed involves judgement on the
part of the inspector. For this reason,
inspections should be performed by someone other
than a septic tank pumper to avoid any obvious
conflict of interest. Thus a septic system main-
tenance program that relies on annual inspectors
of each septic tank would involve two separate
groups, inspectors and pumpers. On the other
hand, if the maintenance program consists simply
of having every septic tank pumped at the
recommended interval of once every three years the
whole program can be carried out by septic tank
pumpers.
Who Performs the Maintenance
The actual pumping out of septic tanks could be
handled in any of the three following ways.
First, the local community could provide the
personnel and equipment required to perform
regular maintenance as a municipal service.
Second, pumping could be done by a private
operator under contract to the community. And
third, pumping could be done by a private
operator hired by the specific homeowner being
served.
A Town-owned septic tank pumping operation could
likely provide comparatively low-cost service
due to the economies of scale involved in a Town-
Chapter Three
Summary-24
June 1977
-------
wide maintenance program. However, the establish-
ment of such a system would also effectively^ force
out of business any private septic tank pumping
companies presently in existence.
The second option, that of having the pumping
done by a private pumping company under contract to
the local community, would not require the hiring
of additional town employees, and would not take
work away from private operators. Through
competitive bidding, the cost of providing the
needed maintence would be kept down.
The third option, that of having each homeowner
be responsible for hiring a septic tank pumper,
puts the responsibility for maintenance on the
homeowner. The local community would be
responsible for record keeping such as sending out
reminders to residents when it is time to
pump, and checking to see that the work gets
done. This type of maintenance system would
allow each homeowner the opportunity to "shop
around" for the least expensive service.
Start-Up Costs
In order for a septic system maintenance program
to run smoothly, certain preparations must be
made. In particular, a program of public
education must be developed, a schedule of when
systems in various parts of Town need to be
pumped must be prepared, and the location of each
septic tank must be marked. These are basically
one-time costs that must be paid when a maintenance
program first begins.
The success of any type of septic system
maintenance program will depend heavily on
popular acceptance and support of the program
by local residents. Because the idea of
required maintenance is new in this area, a
program of public education is called for to
help local homeowners understand the need for
preventive maintenance. Mailing of information
material to each household as well as coverage
in local newspapers should provide residents with
the information they need.
A significant portion of the cost of pumping
out a septic tank is associated with the time
needed to "set up" at each house. This includes
Chapter Three
Summary-25
June 1977
-------
the time required to located the access
manhole. In cases where the access manhole is
clearly marked, this is not t>roblem. If the
manhole cover is buried, however, locating the
septic tank can be a time-consuming process. To
minimize this problem, it is recommended that
a house-to-house survey be undertaken prior to
the first round of pumping to mark the location
of each septic tank or cesspool. Locations
could be permanently marked by affixing a metal
tag to the foundation wall indicating the
distance to the septic tank from the nearest corners
of the foundation. Once the location is marked, ^
septic tank can be pumped quickly and with no
need for the homeowner to be home at the time.
In the course of trying to locate septic tanks,
it is quite likely that some direct discharges
of sewage to storm drains or surface waters will
be discovered. In these instances, the homeowners
would be faced with the expense of installing a
complete septic system.
The cost of locating amd marking septic tanks
would be expected to vary from one community
to another depending upon the age of the homes,
the accuracy of plans filed with the board of
health and the degree of cooperation of home-
owners. This work could be included in the
first round of pumping, or it could be done
separately. Depending on the difficulty of
locating the septic tank, the cost of this work
is estimated to be $10-20 per house.
Costs
The cost of pumping out a septic tank has three
basic components: the pumper fee, the disposal
fee and administrative costs. An average cost
of $6 0 on the following breakdown: pumpers
fee —$25, disposal fee—$30, administrative
cost--$5. The pumpers fee covers the cost of
labor, equipment, profit and overhead for the
company that does the pumping. The disposal fee
covers the cost of amortizing and operating a
septage treatment facility. Recent estimates on
treatment costs have ranged from about $20 to $30
per 1,0 00 gallons depending upong the size and
design of the treatment facility. The administra~
tive cost includes expenses to the local community
for reviewing contractor bids, overseeing
contracts, and providing public information.
Chapter Three
Summary-26
June 1977
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By spending $60 every three years to have his
septic system pumped, a homeowner can expect
to increase the useful life of his system and
thus reduce his expenditures for repairs. If
a new septic system with a life expectancy of
30 years in installed and added to a 30 year
mortgage at 8 3/4% interest, and the system is
pumped out only once every 10 years, the average
cost of this system is about $150 per year.
This is typical of systems presently in use.
If the lifespan of such a system was
doubled by having the tank pumped every 3 years,
the average cost over the life of the system
would drop to about $90 per year, a savings of
about $60 per year. While the exact effect of
maintenance on system life is uncertain, the
savings to the homeowner that regular
maintenance can provide are significant.
Regulations
As discussed above, there are various ways in
which a septic system maintenance program
could be operated. Below is recommended a
program which includes pumping of septic tanks
every 3 years by a private pumper under contract
to the local community. This type of program
involves the smallest amount of administrative
work for the Town, and the least inconvenience
for local residents.
Under the authority of Sections 31 and 27 of
Chapter 111 of the General Laws, and in con-
formance with the provisions of Regulation 2.19
of Title 5 of the Massachusetts Environmental
Code, the Board of Health can adopt such a program.
Specific wording for local regulations if found
in Chapter Three.
Chapter Three
Summary-27
June 1977
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DRAFT
E. URBAN RUNOFF
Extent of the Problem
Numerous storm sewer and combined sewer discharges
have had a considerable impact on water quality
especially in the Ten Mile and Taunton River Basins.
There are at least thirty storm discharges in North
Attleborough and fifty-one in Attleboro, According
to 19 7 3 summer sampling data collected by the
Division of Water Pollution Control, runoff discharges
have increased coliform bacteria, BOD, ammonia
nitrogen, nitrate nitrogen and phosphorous levels
in the Ten Mile. In the Taunton Basin, combined
sewer overflows are a greater problem than storm
sewers, but storm runoff will become more of a
problem as treatment plants are upgraded and combined
overflows are eliminated. Presently, Taunton has
five combined overflows and twenty-seven known
storm outfalls while Fall River has nineteen combined
and numerous (but untabulated) storm sewer discharges.
The most apparent effect is a marked rise in
coliform levels in the Mill River and also the
Taunton River as it passes Taunton and Fall River.
The most pressing runoff problem in New Bedford
is also with combined sewers. Here there are
about twenty-five combined overflows or by passes.
The prohibition of shellfish taking in Clarks
Cove (except Quahogs) is at least partially
attributed to the pollution from this source. In
addition to combined overflows, there are a
minimum of thirty one storm water discharges to
Clarks Cove, New Bedford Outer Harbor and the
Acushnet River. Plymouth also has had portions of
its shellfish beds closed, and part of the reason
is combined sewer overflows. Only one overflow
remains, but numerous catch basins and roof down
spouts are still connected to the sanitary system.
As a result, overflows still occur to Plymouth
Harbor during rainstorms.
In addition to the community by community problems
mentioned above, there are other runoff problems
associated with parking lots and highways which
are more or less common to all communities in the
2 08 project area. Some of the toxic materials which
have been found in the runoff from parking lots
include:
— Lead
— Cadmium
— PCB's
— Copper
-- Zinc
Chapter Three
Summary-2 8
June 1977
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DRAFT
— Oil and Grease
— Chromium
— Nickel
— Mercury
— Inorganic Acids
-- Vanadium
-- Selenium
Specific pollutants from highway salting and de-icing
efforts have included:
— Sodium Chlorides
— Calcium Chlorides
-- Ferric Ferrocyanide
— Sodium Ferrocyanide
-- Sodium hexametaphosphate
— Zinc
— Cadmium
— Chromates (hexavalent and trivalent chromium)
Possible Regulatory Responses
In the 2 08 study area, very few communities have
regulations which are geared toward the control
of urban runoff. A few communities have by-laws
which include wording to the effect that dirt and
rubbish is prohibited from public streets or that
storm discharge from new developments cannot
exceed that which occurred prior to development.
Others require that roof runoff be diverted from
public ways. By and large, existing regulations
are limited and not designed to control urban
runoff. It is reasonably clear that many cities
and towns in the district could adopt measures to
reduce the impact of urban runoff. Some of these
regulations could be aimed at existing problems
while others could address runoff from new
development.
While most communities with severe runoff problems
may have to provide some type of structural treat-
ment at the point of discharge, it is possible that
less intense measures could be adopted to control
runoff at the source prior to the runoff episode.
For example, some of these measures might include:
—More effective housekeeping in the form of an
anti-litter program or a street sweeping program
designed to pick up more of the fine grained
material and to coincide with local storm patterns
where possible.
Chapter Three
Summary- 29
June 1977
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DRAFT
— Regular catch basin cleaning to prevent the
build up and flushing of pollutants during the
early part of the storm.
— Improved snow removal practice to avoid the
disposal of snow to surface water and areas which
drain to water supplies or aquifer recharge
sites.
— Regulation of the use and application of
pesticides, herbicides and fertilizers by public
agencies. Also, provide educational material
to residents on the proper application of
fertilizers and on alternative fertilizers with
lower nutrient content.
— Require the disconnection of downspouts from
sanitary sewers.
— Institute an economic disincentive program whereby
a levy would be placed on an activity or substance
which would eventually become a component of
urban runoff. For example, a tax might be placed
on certain fertilizers with high nutrient content
or on pet owners who live within urban areas.
The purpose of the tax would be to cover the
environmental cost caused by the runoff of nutrient®
or animal wastes to surface waters.
Other measures could be designed to reduce runoff
problems before development occurs.
— Establish a performance permit program whereby
a developer would be required to incorporate in
the design provisions to maintain runoff at a
predevelopment rate.
— Update the city or town master plan to identify
critical environmental areas such as excessively
steep slopes, poor soils, wetlands, future water
supply areas and prime aquifers.
— Establish a land aquisition program to purchase
critical environmental sites.
— Establish a capital incentive program whereby
municipal investments would be made with an eye
toward guiding growth away from critical areas
and particularly surface water bodies.
Chapter Three
Summary-30
June 1977
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DRAFT
Other measures could be applied to address
particular problems from large shopping center
parking lots and road salt runoff.
— Establish a program for the monitoring of storm
drains from large parking lots which drain
directly to surface waters.
— Require a wetlands permit and order of conditions
for all storm drains discharging to wetlands.
— Carefully manage the application of road salt
in order to adjust the quantity and frequency
of application to the traffic volume, temperature
and driving conditions.
— Prohibit the use of road salt additives such
as chromates and cyanides.
— Establish salt tolerant vegetative buffer zones.
Chapter Three
Summary-31
June 1977
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F. HYDROLOGIC MODIFICATIONS
Hydrologic modifications are changes in the distribution
of circulation of water. Sewering is one such modification
because it drains away water used in dispersed locations *
and discharges that water at one point usually downstream
in a river or bay. The water budget is the basic tool
needed to determine if there is a recharge problem for
a given aquifer. The water budget compares the amount
of water going into an aquifer with the amount of water
which leaves the aquifer. Activities which can affect
the water balance are:
—the position of wellfields
—the extent of surface paving
—alteration of wetlands
—the location and type of effluent discharge from
a sewage treatment plant (spray irrigation
versus a discharge into a surface body)
— impoundments
—interbasin water transfers.
Regulatory Responses to Preserve Quality of Groundwater
The control of subsurface discharge provides the most
effective way to minimize hydrologic modifications
and assure the quality of groundwater for all uses.
Most of the proposed measures listed briefly below have
been discussed in previous sections:
a. Low-flow plumbing fixtures to encourage water
conservation and increase contact time of waste
with biologic soil filter in leaching system.
b. Prohibition on garbage grinders in areas which
rely on subsurface disposal.
c. Septic tank maintenance program.
d. Monitoring of groundwater (individual wells) where
the lot size is 1/2 acre with on-site water and
sewage disposal.
e. Fail-safe tanks with monitors for subsurface storage
of hazardous materials.
Chapter Three
Summary-32
June 1977
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Regulatory Responses to Preserve Quantity of Groundwater
Developed and/or sewered areas can also take the
following steps to limit hydrological modifications:
a. minimize impervious surfaces through parking
and loading regulations
b. divert storm runoff to groundwater recharge basins
c. roof drains directed to dry wells
d. use of spray irrigation for disposal of secondary
effluent in preference over surface discharge
where conditions permit
e. control the spread of sewered areas by insuring
groundwater quality protection measures for the
unsewered areas.
These steps will act to maintain normal levels of ground-
water recharge as opposed to increased surface water
runoff and decreased groundwater recharge. Such measures
will maximize the safe yield of groundwater supplies and
assure quality.
Chapter Three
Summary-33
June 1977
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DRAFT
G. SALTWATER INTRUSION
Statement of the Problem
Freshwater aquifers along the coast and river estuaries
have a fresh water-saltwater interface. Overpumping
of wells in these aquifers will induce movement of
the fresh water-saltwater interface towards the wells.
Because of density differences, the heavier saltwater
forms a wedge between the fresh water body and the
basement surface, as shown in Figure 1.
well
water table
cone of
depression
fresh
ground
water
flr.pund
- water
•••••••••••••
ftSSMsolt wedge
A salt-water wedge beneath the fresh-water zone,
contaminating a large supply well and a small
well near the shore.
Figure 1
Chapter Three Summary-34 June 197?
-------
In southeastern Massachusetts, saltwater intrusion is
occurring in two coastal summer communities (individual
cases are discussed in Chapter Four) where medium
capacity supply wells are withdrawing sufficient
groundwater that the fresh-water-saltwater boundary
is being drawn towards the wells. As the summer
progresses, water use increases and natural ground-
water discharges decrease. The result is increasing
salt levels which give the water a brackish taste.
Regulatory Responses
The most obvious response to the over-pumping of
groundwater which is responsible for saltwater
intrusion is to devise a fair system for limiting
groundwater pumping. At the state level there is
no statute in Massachusetts providing for allocation
of rights to groundwater among private claimants.
There is thus no statutory authority for limiting
groundwater withdrawals, even in cases of saltwater
intrusion.
At the local level, however, boards of health may take
some actions which may result in reduced pumping. The
installation of low-flow water fixtures as described
in Chapter Two can reduce plumbing water consumption.
Local boards can also require permits for individual
wells, and could refuse the permit if existing quality
analysis show saltwater intrusion to be a problem.
Three
Summary-35
June 1977
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DRAFT
H. MARINE POLLUTION
Untreated discharges of sewage into harbors and bays
from recreational vessels, and the metals which are
scraped off from anti-fouling bottom paints from
boats are two sources of pollution in harbors.
Marion Harbor was the subject of a special study,
which concluded that as new EPA regulations come into
effect, the problem of untreated discharges from boats
will become less severe.
The report recommended, however, that harbors be
continually monitored for the toxic materials'which
result from boat bottom washing, and that the effluent
from boatyards be held in detention basins prior to
discharge to a bay or harbor.
Chapter Three
Summary-36
June 1977
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DRAFT
III. Analysis By Land Use Management Technique
Environmental Zoning Districts
There are four types of environmentally-based zoning
districts which can be locally mapped and incorporated
into the local zoning ordinance or by-law. These are:
wetlands districts, flood plain districts, buffer zones,
and well-field protection districts. Chapter Three
discusses how each of these districts can be mapped,
and contains, in its appendices, sample by-laws which
list the permitted uses for each type of district.
Performance Zoning
Performance zoning can be used in conjunction with
traditional or Euclidian zoning in order to specify
at what level certain environmental functions must
continue to operate. Instead of listing permitted or
non-permitted uses by district, performance zoning
stipulates that any land use must not, for instance,
increase runoff by a certain amount over and above the
natural runoff rate. Chapter Three, together with its
appendices, spells out how performance standards may
be developed and implemented.
Lakeshore Management
Problems of water quality degradation and eutrophication
in lakes demand a coordinated "package" of measures for
solution. In the absence of a concentrated state
program to help localities and regions identify the
extent of lake problems, local groups can undertake
several steps on their own as follows:
—a secci disk test
—surveys of rooted plant growth
—bottom dissolved oxygen tests
—dye tests
—sanitary surveys
Once identified, problems can be solved by strict adherence
to a septic tank maintenance program, water conservation,
buffer strip zoning and additional setback requirements
for housing construction, local adoption of use regulations
specifying hours for certain types of uses, speeds for
boats, special loading areas, parking regulations, etc.
The Watershed Management Councils will have an important
role to play in lakeshed management, as currently there
is no jurisdiction which can effectively deal with
intermunicipal lake management issues.
Chapter Three
Summary-37
June 1977
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DRAFT
Local Use of State And Federal Legislation
The following lists several pieces of state or federal
legislation which local communities can use to aid in
the preservation or restoration of local water quality.
The state has the authority to map inland wetlands
under Chapter 13 0, S.4OA. Were the state to carry out
its mapping program, these maps could be made available
to local communities for use in local wetland zoning
districting.
The Scenic Rivers provides a mechanism whereby the state
can negotiate orders of conditions on the use of land
300 yards back from the edge of a scenic river. Chapter
Three contains a list of potential scenic rivers which
the state should investigate in the initial stages of
implementing this state legislation.
A conservation restriction (easement) is basically a
recorded agreement by an owner to retain land or water
areas predominantly in their natural, scenic or open
condition, or in agricultural, farming or forest use.
The owner gives up the right to develop, and the land is
taxed at a lower rate in compensation.
Forest Lands Property Tax Exemption (MGLA Chapter 61)
Forest land which (1) is not used for purposed incompatible
with forest production, (2) has a value not in excess of '
$400 per acre, and (3) exists in parcels of not less
than 10 contiguous acres, may be listed by assessors as
classified forest land. Classified forest land may be
exempt from property taxation but is subject to a
products tax.
Farmland Assessment (MGLA Chapter 61A, et. seq.)
Lands qualifying under this statute are taxed at their
current agricultural and horticultural use rather than
at their potential development value. Use of this tax
incentive encourages maintenance of agricultural land
thereby limiting development in unsewered areas, preserving
open areas, and maintaining the natural character of rural
communities. Such land can be developed but the developer
must pay back the tax differential.
Chapter Three
Summary-38
June 1977
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DRAFT
Taxation of Land Under Permanent Restriction
(MGLA Chapter 59, Section 11)
Real estate which has been permanently restricted under
the Scenic Rivers Act, Coastal or Inland Wetlands
Protective Orders, or the Conservation and Preservation
Restriction Act is required to be assessed as a
separate parcel of real estate.
Land Acquisition, with the use of stat-e and federal Bureau
of Outdoor Recreation and Self-Help funds is another
opportunity for local governments. Eligibility for these
funds requires that localities submit a recreation-
conservation plan to the state Department of Environmental
Management. Guidelines are found in the Appendices to
Chapter Three.
The Coastal Zone Management Program
For the past two years, the Office of Coastal Zone
Management has been developing a coastal zone management
program in accordance with PL 93-586. Several Coastal
Zone Advisory Groups in the SRPEDD region have been
involved in developing the recommendations in this
plan, which has been submitted to federal officials
for their approval. Most recommendations are aimed
at creating a "network" of policies, regulations, and
referrals pertaining to state level agencies. Local
land use decisions will Be subject to various incentive
programs exercised by state agencies, and technical
assistance will be made available to cities and towns
through regionalized offices (Lakeville in this region).
The focus of the Coastal Zone Program has been state
agencies, while SRPEDD*s program has stressed local
decisions. There are, however, a few issues which
are common to both programs. As the Coastal Zone
program moves to arbitrate conflicts among land
users on the local level, local officials will need
to continue examining their land use policies in the
light of both programs.
Chapter Three
Summary- 39
June 1977
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DRAFT
The policies of Coastal Zone Management and 208 reinforce
or affect each other in regard to the following matters:
1. The placement of septic tanks in the Coastal Zone.
CZM is proposing amendments to the State Environmental
Code which would require more stringent controls for
the placement of septic tanks in the Coastal Zone.
2. CZM will encourage the use of Public Access Funds for
acquisition of beach areas.
3. CZM will monitor the location of sewage treatment
plant discharges, and will encourage that water quality
standards for ocean discharges remain at the same
levels as those for effluent limited rivers and streams.
4. CZM will encourage the Pesticide Control Board to seek
alternatives to the use of harmful pesticides in main-
taining utility transmission lines and other public
rights of way.
5. CZM will seek to discourage development within the
one-hundred (100) year flood zone.
REGULATIONS PERTAINING TO POINT SOURCES
The following summarizes the recommendations in Chapter
Three for regulations to ease the implementation of some of
the structural solutions to water quality problems found in
Chapter Two and Four.
Sewer Ordinances
The most important local regulations concerning discharges
to municipal sewers are found in the local sewer ordinance
which each community must adopt as a condition of accepting
a 201 facilities grant. SRPEDD has developed a model format
for a local ordinance, with options under various provisions
so that applicable regulations can be used for each community
Effluent Limitations
Chapter Three recommends that the limits contained in the
NPDES permits for industries and municipalities should apply
to a consistent set of constituents. Currently, industrial
permits limit discharges of chemicals and metals, but often
have no limits on nutrients, BOD, COD, or flow. Municipal
permits limit BOD, COD, flow and some nutrients, but not
chemicals or metals.
Residuals Disposals
NPDES permits should contain stipulations and conditions
for the disposal of all residuals as well as for discharges
to surface waters.
Three
Summary-40
June 1977
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DRAFT
Sampling
SRPEDD recommends that the Division of Water Pollution Control
increase the number of samples taken per station, the number
of stations, the frequency of sampling, and the duration of
sampling programs.
Operation of Plants
Communities should be prepared to pay higher salaries than
many of them now offer in order to attract qualified treatment
plant operators.
User Charges
User charges should be designed to encourage water conservation.
Joint Treatment
Where the possibility for joint treatment of industrial waste
exists, EPA should allow variances in the compliance schedules
of NPDES permits. Industrial Development Revenue Bonds should
be made available for joint financing of pollution control
equipment for industries.
Priority-Setting for 201 Funds
The setting of priorities for construction grants for waste-
water treatment plants should be a regional function based
on criteria developed through a public participation program,
and should reflect local needs and priorities.
Chapter Three
Summary-41
June 1977
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DRAFT
CHAPTER FOUR
BASIN £ LOCAL WATER QUALITY STRATEGIES
I. INTRODUCTION
A. TRADE-OFFS AND THE PROCESS OF CHOICE
There are many different methods to achieve water
quality goals, whether at the level of the state,
the region or a city and town. Different
methods may be used to produce clean water, depend-
ing upon long-term and short-term costs, reliability,
secondary impact, political acceptability and even
governmental philosophy. This chapter presents the
various choices, in the form of alternative plans
for each municipality and thus for the region, since
each plan • can help meet the goal of clean water
in the region. Each alternative is evaluated on
the basis of an environmental assessment, a policy
review, and upon cost. The various local alterna-
tives must then be evaluated as to their collective
impact on receiving* water quality. Assuming that
each alternative locally results in the desired
level of clean water, then the choice among alter-
natives must be made on the basis of these four
criteria.
The importance assigned to the differenct factors
will depend upon the perception of the problem. This
process of choice becomes a consideration of trade-
offs, a decision on what can be given up and what^
will be gained by means of the different alternatives
for each locality and a combination of local
solutions on a basin scale. Selection of favored
local systems should be made on the basis of informa-
tion presented in this report, as well as on the
reader's first-hand knowledge of the problem. Basin
solutions should come from an aggregation of local
choices. In light of the way local options are
structured, the optimum basin water quality should
result from the selected local solutions.
It is the collective wisdom of the decision-makers,
officials and citizens alike, that will result in a
workable and acceptable plan to achieve clean water.
1. Environmental Assessment
Environmental assessment includes analysis and
evaluation of the natural resource, social, and
economic impacts of the various alternatives. The
following questions should be considered in making
an evaluation:
—Will the plan meet water quality goals for
surface and groundwater?
~Receiving water - Bodies of water into which pollutants
are discharged.
Chapter Four
Summary-1
June 1977
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DRAFT
—What is the impact on:
-Hydrology (surface and goundwater flow and
quantity)?
-Biology (rare and endangered species)?
-Air Quality , including noise pollution?
-Land Uses (growth, critical areas)?
-Resources (energy, land)?
—How does the plan affect:
-Population?
-Economic Activity (jobs, income)?
-Public Health?
-Aesthetics (recreation, historical)
-Equity (is any group affected more than others)?
These broad questions allow analysis of each al-
ternative from the environmental, social, and
economic point of view. Adverse answers to any
one of these questions should not disqualify an
alternative from consideration, but should be
viewed in the context of trade-offs. An environ-
mental assessment chart is included with each
local section to facilitate the comparison of
alternatives.
2. Policy Review
This factor addresses the acceptance of proposed
solutions by voters, local officials, and state
and federal regulatory agencies. In some cases,
proposed alternatives are contrary to accepted
practices and are discouraged or not permitted
by regulatory and funding agencies. Technically
reliably solutions used successfully in other
states have been presented as alternatives to
suggest changes in regulations as an option.
No option has been ruled out, even though not
currently approved, because the plan recommenda-
tions address a twenty-year time period, and
regulations are subject to review and may be
changed.
Chapter Four
Summary-2
June 1977
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DRAFT
Political feasibility must also assess the
acceptance of an alternative by local officials
and citizens. Strong local resistance may over-
ride the best possible technical plan < The
goal of clean water cannot be served by tech-
nically "good" plans that voters refuse to
implement.
3. Cost
A tangible factor in the evaluation alternatives
is the cost associated with the particular option.
Dollar figures are presented for each alternative
that follows along with a cost-effectiveness
analysis for each city and town in the summary.
Cost-effectiveness adds the dimension of whether
or nibt an alternative "minimizes total costs to
society over time to reliably meet given goals
and objectives."* The least cost alternative and
the most cost-effective alternative are not
necessarily the same.
Other aspects of cost should be considered also,
including the following:
a. Types of cost
—Capital cost - This refers to initial con-
struction costs of any project, including
bonding and debt retirement over the life
of a bond. Capital costs are generally
presented as a single initial expense, and
are often calculated out over the life of
the bond as well.
—Operation and Maintenance (OSM) Costs -
These are costs associated with personnel,
energy, chemicals and routine maintenance
of a facility. O&M costs are generally
presented as annual costs.
~Guidelines for Areawide Waste Treatment Management Planning,
EPA, August, 1975
Chapter Four
Summary-3
June 1977
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DRAFT
--Administrative Costs - These include
finances necessary for planning, inspec-
tions, record keeping, permit issuance and
compliance, and other items not normally
associated with day-to-day operations of a
facility. For the most part, cost associated
with non-structural solutions are adminis-
trative costs.
b. Cost Burden
The question of who pays is as important as
how much is paid. The different wastewater
options presented in this plan vary considerably
along these lines. In some cases, the cost
burden falls on the individual homeowners, such
as septic system rehabilitation and maintenance
for individual homes. Options for public ex-
penditures vary according to whether the local,
state or federal levels will pay and in what
percentage. The cost of construction of a
sewage treatment plant, for example, is now
covered at a level of 7 5 percent by the federal
government, 15 percent by Massachusetts, and
10 percent locally. The operation and mainten-
ance of that plant, however, is paid for 100
percent by the local property tax and user
charges.
Receiving Water Quality Impact
Receiving water quality impact can be assessed on a
basin scale by utilizing, where available, the
existing Division of Water Pollution Control and
SRPEDD basin water quality models. These models can *
be used to estimate the possible surface water qualitv
which will result from implementation of all of the
individual local alternatives. Selected groundwater
quality impacts can also be estimated. Based on the
methods described earlier for structuring local
alternatives, the basin evaluation should not produce
results which violate or require changes in the town
by town alternative selection process. This water
quality evaluation should rather show the cumulative
impact of implementation of structural and non-
structural alternatives.
The criteria of cost effectiveness, environmental
impact, policy review, and receiving water quality
impact are suggested as four factors upon which to
base a decision on choosing alternatives. None of
the four should be considered without the others,
and the choices will be selected by making trade-offs
among these criteria. The alternatives will be pre-
sented with the information necessary to pose key
questions. They should be asked, and the answers
should determine your choice.
Summary-1+
June 1977
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DRAFT
B. DESIGN AND POLICY ASSUMPTIONS
The options presented for each of the thirty communities
are based upon a number of assumptions, generally relating
to adequate design, construction and maintenance of
facilities, protection of environmentally sensitive areas,
etc., which are stated below. As indicated previously,
comparison of various alternatives cannot be made unless the
basic assumptions controlling the options are standardized.
1. Septic System Location, Design and Construction
It has been assumed that new septic systems or renova-
tions to existing septic systems will be in accordance
with Title V of the Environmental Code (formerly Article
XI), particularly with regard to proper soil conditions
and adequate depth to the groundwater table. In addition
to proper placement of an adequately designed leaching
system, construction methods must be controlled in order
to prevent practices detrimental to the future function-
ing of the system. Vigorous enforcement of Title V by
local officials will help insure effective septic dis-
posal systems. Some of the requirements for septic
systems include:
—The bottom of a leaching area must be a minimum of
four feet above the seasonal high water table.*
—Leaching areas must be at least 100 feet from all
private wells.
—Leaching areas must be at least 50 feet from water
bodies.
—The minimum septic tank size is 1,000 gallons.
—A plan of the system must be on file with the local
Board of Health.
2. Septic System Maintenance
In order to function properly over an extended period
of time (50 years or more), septic systems must receive
periodic maintenance. The most effective and convenient
procedure is pumping the septic tank periodically (at
least every three years is recommended) in order to
prevent accumulated sludge and scum from entering and
fouling the leaching system. To accomplish this, it is
recommended that municipalities develop a maintenance
procedure to cover all septic tanks within the community.
A recommended procedure is contained in Chapter Three.
Only after a systematic maintenance procedure has been
implemented can septic systems be considered as a sewage
disposal option consistent with the goals of water
quality.
~Seasonal high water table - That season of the year during which
the grouhdwater comes closest to the surface.
Chapter Four
Summary^S
June 1977
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DRAFT
3. Relation Between Septic System Density and
Groundwater Contamination
Although septic systems can provide efficient dis-
posal for domestic sewage, they do not provide total
purification of the waste. The most significant con-
taminant which passes through the septic system to
the groundwater is nitrate/nitrogen (in this report
referred to as nitrate).
The nitrate in the septic system effluent becomes
diluted by clean rainwater percolating down from the
yard surrounding the system. Thus, an acre of land
with two septic systems on it would be expected to have
twice as high a level of nitrate as a similar piece of
land with only one septic system. By estimating the
amount of nitrate being discharged by a "typical" septic
system, and the amount of natural recharge from pre-
cipitation on a lot of a given size, it is possible to
estimate the expected nitrate level in the groundwater.
The plume (direction of flow) of effluent on the sur-
face of the water table is assumed to be anaerobic
(without oxygen) and therefore the nitrate is not
attenuated by exchange with clay minerals in the aquifer
Ultimately, at a variable distance down gradient of septic
systems, the effluent plume disperses horizontally and
becomes aerobic (containing oxygen), and at this point
nitrate is attenuated to a degree by exchange with clay
materials. The results of a calculation of this type
are listed in the table below. It must be emphasized "
that the figures are generalized. Every septic system,
household and soil condition is unique. Furthermore it
must be stressed that these figures cannot realistically
be applied to a single house lot or group of homes,
but the assumptions included in these calculations make
the results applicable to the groundwater beneath and
immediately down gradient of larger developments.
The limit for nitrate in drinking water established by
the Environmental Protection Agency (EPA) is 10 parts
per million (PPM). If the density of home septic systems
is kept below 180 units per hundred acres, this limit
should be met. Although 10 ppm nitrate is considered
acceptable in drinking water, this same level in surface
water would be considered unacceptable because of the
weed and algae growth that it would stimulate. For
this reason lower densities of septic systems should be
considered for areas in which groundwater flows directly
to nearby bodies of surface water.
Chapter Four
Summary-6
June 1977
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DRAFT
Number of
Septic Systems
per 100 Acres
Acres Square Feet
Gross Lot Size
Estimated
Nitrate From
Septic System
400
200
179
133
100
67
50
14
k
h
. 56
3/4
1
1%
2
7.2
10,890
21,780
24,200
32,670
53 ,560
65,340
87,120
314,600
17.0 ppm
10.8 ppm
10.0* ppm
7.9 ppm
6.3 ppm
4.4 ppm
3.4 ppm
1.0 ppm
*EPA drinking water standards limit the level
of nitrate to 10 ppm.
It is generally recommended that communities with
large areas on septic systems which exceed the density
of 17 9 units per 100 acres should have their ground-
water monitored for nitrate concentration.
4. Water Conservation
Since a reduction in water use is an effective method
of water pollution control (see Chapter Two), water
conservation could have a significant impact on water
quality for each alternative. Reduction in flows
greatly benefits overloaded municipal treatment plants
in their ability to handle effluent, and septic systems
are less likely to fail if the flow is cut down and
does not force solids into the leaching area. As
discussed in Chapter Two, water conservation includes
modifying water use habits, installing water saving
devices and appliances, and providing for water reuse.
The following alternatives are based upon the assump-
tion that water conservation will be practiced to the
extent that there will be no significant increase in
per capita consumption. Wastewater generation is as-
sumed to remain constant at 80 gallons per capita per
day through 1995. This rate of wastewater generation
is considerably lower than traditional engineering
values, which frequently use as a mile of thumb an increase
of one gallon per capita per year. The traditional
method results in many designs of treatment plants-
based upon a flow of 100-12 5 gallons per person (exclud-
ing industrial flow) for the design year. On the other
hand, strict conservation measures that can be insti-
tuted (and have been during drought conditions) can cut
the 80 gallons per capita per day by more than half.
While water conservation is a desirable option, this
plan assumes a stationary level of consumption due to
increasing costs of supplying and treating water and
wastewater; a greater awareness by individuals of the
Chapter Four
Summary-7
June 1977
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DRAFT
need and value of conservation; the possibility of
future shortfalls; and finally a belief that it will
be difficult for the average household to consume any
more water, given the number of washing machines,
dishwashers and other water consuming devices already
in the home.
In some cases, where specific conditions warrant,
the installation of water saving devices has been
recommended as part of that particular option.
Water reuse, at present, is only applicable to
industrial situations and has been so noted where it
is appropriate.
5. Protection of Environmentally Sensitive Areas
Environmentally sensitive areas, including wetlands,
aquifers, and aquifer recharge areas are given high
priority for protection as part of the local options.
Alternatives not only address wastewater management
but consider the secondary impacts and varied develop-
ment patterns resulting from different options. In
all cases, options were developed that allow for maximum
protection of environmentally sensitive areas from
further degradation.
Chapter Four
Summary-8
June 1977
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DRAFT
C. PUBLIC PARTICIPATION
The local alternatives presented in this chapter
represent a significant degree of public participa-
tion. Selection from among the alternatives will
be accomplished through a process relying primarily
upon public reaction and official sign-off. Each
of the municipal sub-plans is divided into four
sections:
A. Introduction and Base Data - An overview of the
city or town, stressing past growth and projected
future growth based upon local desires and future
trends.
B. Water Resource Information - Description of water
supply, groundwater quality, stream conditions
and sewage treatment facilities.
C. Local Water Quality Issues - Coverage of specific
water quality problems within a community, physical
constraints and non-point sources.
D. Alternative Solutions - Proposals for addressing
previously identified problems, including environmental
assessment, policy review, and cost.
Virtually every public meeting, every local contact,
letter and phone call has contributed to this Chapter.
Familiarity with each community and its problems has
been accomplished by means of direct contact with
local residents and officials. Some specific techniques
utilized for local input are described below:
—Subarea meetings - An initial round of meetings in
each of the four subareas was organized. Citizens
were provided with maps of their communities and
asked to identify recently developed areas, project^
growth areas, point and non-point sources of pollution
and other pertinent information. At subsequent meet-
ings, maps were handed out to local officials and
citizens with a request that additional non-point
sources, and particularly areas with septic system
failure, be identified and mailed to SRPEDD.
—Community liaison - As part of the statewide effort
to develop local growth policy statements under
Chapter 807 of Massachusetts General Laws, SRPEDD
staff members worked with broadly representative
Local Growth Policy Committees on an ongoing basis.
In many cases, the results were beneficial in helping
the 208 plan identify local problems and solutions.
Chapter Four
Summary-9
June 1977
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DRAFT
—Questionnaires - To assist in development of local
alternatives, questionnaires with questions per-
taining to growth and related local issues were
mailed to seven boards and committees in each
municipality.
—Contracts - At the beginning of the 20 8 planning
process, contracts were executed with nine cities
and towns for officials to provide input directly
to the study.
--Committees - Various groups met on numerous occasions
to review reports and provide input to the basin
and local alternatives. They included: the Indus-
trial Task Force, an open-ended group of industrialists
Chambers of Commerce and Industrial Development Conmiis- '
sions; the Executive Committee, consisting of subarea
Chairmen and Mayor's representatives; and the Advisory
Committee (ACQUA) also met to provide direct input.
--Local Meetings - Numerous meetings were held in
individual communities with citizens groups, water-
shed associations, local officials, Leagues of Women
Voters, Citizen Advisory Committees, etc., in addition
to regular meetings mentioned above.
All of the public input described above was in addition
to more formal contacts with all local health agents,
shellfish officers, water superintendants, sewage
treatment plant operators, city and town planners, as
well as many Boards of Selectmen, Boards of Health,
Planning Boards, Conservation Commissions, etc.
All of the relevant public input over the past two
years is represented in the local alternatives. In
many cases, specific options were developed at the
request of local officials and/or residents.
At the present stage, the process is only partially
complete. The process of selecting from among the
alternatives will be carried out over the next few
months to insure that the final recommendations are
in fact acceptable to those who must work toward their
implementation and live with them.
Chapter Four
Summary-10
June 1977
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DRAFT
D. BASIN OVERVIEW
Sections of this chapter of the plan cover resources
and problems which cross local boundaries and address
problems for a river basin and/or the whole region.
The subjects covered are, for the most part, assembl-
ings of local or municipal water quality considerations;
however, the analysis also uses basin and regional
criteria, measures and perspectives.
There are many specific wastewater, water quality and
general resource decisions which have larger than local
implications. Some examples of these include:
-Residual Waste Management
-Non-point Source Assessment and Control
-Multi-community Wastewater Treatment
-Treatment Plant Priority Setting
-Groundwater/Aquifer Protection and Use Control
-Wasteload Allocation
-Stream Classification
Although the scale of the investigation at a basin level
is different from local problems, the basic resources
and opportunities are not different. Thus, the same data
base was used and the local and basin analyses were con-
ducted simultaneously and mutually. This sharing en-
riched and simplified both analyses without artifically
biasing or limiting the outcome of the 208 process to
either a local or a regional plan. In each of the areas
addressed in this chapter an attempt has been made to
utilize existing pre-208 information and use or contrast
it with what has been developed as a result of the 208 _
process. This chapter also relies heavily on information
developed in town-by-town analyses and on data prepared
by the Division of Water Pollution Control for the
303(e) basin plans.
Chapter Four
Summary-11
June 1977
-------
DRAFT
II. GENERAL WATER QUALITY PROBLEM DESCRIPTIONS
There are a multitude of traditional and successful water
quality analysis techniques and past wastewater planning
and management has emphasized only a few. The 208 process
has expanded on those currently in use and has developed
and demonstrated others.
Because we cannot easily or rapidly predict what will happen
in a surface or groundwater in the future when various
structural or nonstructural actions are taken, we have come
to rely on mathematical models and the computer. A surface
or groundwater mathematical model is a set of equations
which describe how a river or aquifer is affected by changes
in, for example, temperature, flow or pollution. Since it is
only a model, it is not always accurate. It can, however, be
used to "predict" current conditions and these predictions can
be compared with what is actually happening. Thus, the math-
ematical model can be calibrated or adjusted to generally
simulate or reflect the river. This calibrated tool can then
be used to predict how water quality will be affected if
various changes in land use, wastewater treatment, water use,
flow, etc. occur. While the model is not a perfect predictor
it can produce reasonably accurate results and is the most
economical tool now available to predict the quality of a
river or an aquifer in the future. A mathematical model can
be used by solving the equations by hand or by using a com-
puter. The equations are complicated and numerous and thus'a
computer is used to facilitate the calculation process.
There are two general kinds of mathematical models used
in water quality assessment. The first kind is called
"steady state" and is the type employed by WPC in their
303(e) basin studies. The second kind is called a "dynamic
model." A steady state condition is one in which variables
such as flow, temperature, individual pollutant discharges,
etc. are assumed to be constant over time. This condition
is not often encountered in a river. While steady state
conditions are not often found in a river, there are
certain times when flow., pollution loads and temperature
do not vary significantly, and thus the model can be
reasonably accurate. This is particularly true for low flow
or drought conditions. The dynamic models allow variables
to change over time. This makes the equations even more
complicated than for the steady state models and the
calculations also take much more time. Presently all of
the water quality models used in the SRPEDD 208 region
are steady state.
Chapter Four
Summary-12
June 1977
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DRAFT
vJater quality is a measure of the health of the resource
and as such there are numerous conditions which must be^
quantified. Temperature, acidity or alkalinity (pH), dis-
solved oxygen or DO concentration, sediment, metals, toxic
materials, phosphorous and nitrogen (nutrients), organic
material (biochemical oxygen demand or BOD), bacteria or
coliform (MPN), aquatic plants and animals such as algae
and fish and other specific quality pollutants or compo-
nents of the water are measured. Differing types and
levels of pollutants, such as effluents from a sewage
treatment plant (a point source), will raise the tempera-
ture, decrease the DO, increase BOD and coliform, etc.
Thus by measuring above and below point source discharges,
the impact on the receiving water can be measured. Another
measure of pollution is to sample the discharge and measure
these components in the discharge. If a discharge is going
to groundwater or if many discharges to a stream or lake
(surface waters) are located close to each other, it may
be difficult to estimate the impact by measuring the re-
ceiving water. Nonpoint sources have no one point or time
of discharge. Storm runoff from agricultural lands, resi-
dential runoff, forest lands infiltration and septic tank
discharges or overflow will contain different pollutants
and will occur as a result of rainfall, irrigation, accidents,
poor operation, etc. The point of entry into a surface or
groundwater may not be easily defined and any one septic
tank, farm, residential area may not be as important as the
sum of all land use and nonpoint discharges in a stretch of
river which is used for fishing or boating or over a part
of an aquifer which is used as a drinking water supply.
Using water quality data, information from river basin
computer models, background data on water uses, capabili-
ties of treatment processes, etc., permits are issued by
WPC to direct point source discharges. The permits
stipulate the flows, type of pollutants permissible and
expected quality levels for each discharge. Where re-
ceiving water quality is not acceptable, arrangements for
upgrading^the discharge are established and a compliance
schedule is set. On the basis of the above activities,
each surface water body is divided into stretches or seg-
ments. Each segment is classified based upon data collected
on quality, discharges and uses. The existing classification
scheme covers both fresh and salt waters. General classi-
fications are "A" for those waters used as water supply>
Chapter Four
Summary-13
June 1977
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DRAFT
"B" for waters of sufficient quality for bathing and fishing,
and "C" for waters suitable for recreational boating and habi-
tat for certain species. Salt water standards are designated
as SA, SB and SC. Surface water stretches or segments of a
river are also classified as antidegradation (AD), effluent
limited (EL), or water quality limited (WQ). An antidegra-
dation classification is applied to all parts of a river
above the most upstream municipal treatment plant discharge.
Effluent limited segments are those where water quality
standards will be met if all waste discharges receive best
practical treatment (essentially secondary treatment or, for*
industrial discharges, its equivalent). Water quality seg-
ments are those where higher degrees of treatment are re-
quired to meet the water quality standards. This classification
is also assigned to segments where a problem which cannot
be solved by conventional means, such as urban runoff,
causes violations of water quality standards.
The time selected as the most critical for surface water
pollution is the 7-day drought which occurs once in ten
years. At this extremely low flow, the expected quality
of known point source discharges and the upstream water
quiality conditions are used to calculate the quality of
the river below point source discharges. This is done by
computer if a river basin mathematical model has been de-
veloped. Aquifers or groundwaters have two general classi-
fications. One designation is for actual/potential sources
of drinking water. For this use discharges to the aquifer
must meet the same quality standards as actual drinking
water. If groundwaters are not in the water supply cate-'
gory, the quality of discharges is judged on a case-by-case
basis. However, the quality of any discharge to any ground-
water in the state must be high.
By combining actual measurement techniques with special
studies of polluting activities such as boating, septic
tanks, cranberry growing, etc. ; and by adding predictive
methods and public and professional visual inputs» such as
reports of or statistics on fish kill or the extent of
weed growth, the data necessary for management of water
quality can be provided.
The state, SRPEDD and their consultants, local communities
public and private organizations, and individuals have '
contributed information on water quality and pollution
discharges using one or more of the above approaches. The
information presented in the basin or the town-by-town
analyses is a combination of these inputs;
details can be found in the task reports produced during
the course of the study. The information has been presented
and analyzed at both the local and basin level.
Chapter four
Summary-14
June 1977
-------
DRAFT
III REGIONAL SLUDGE AND SEPTAGE MANAGEMENT
Community Alternatives
Previous sections of this chapter and other chapters in
this report contain data on individual sources of residual
waste generation, methods for residual waste treatment and
transport, alternatives for residual waste disposal and/or
utilization. Areawide considerations relative to disposal
options, criteria for disposal site selection as well as
evaluation of alternatives in terms of area characteristics
are also addressed. Reference has been made also to the fact
that the study area wastewater treatment facilities are either
constructed or in the process of design and construction.
This largely stabilizes the quantity of sludge
generation and conditioning. A critical areawide need is
for immediate solutions to the sludge utilization or dis-
posal problem and the need for longer term solutions is
secondary. Therefore, Table 3 provides a summary of the
estimated present and future sludge and septage quantities
generated in the study area. Also shown are the disposal
methods currently being used and potentially appropriate
for each community. This table defines the extent of the
solids generation as septage and as sewage treatment plant
sludge by town. Tables 1 and 2 are a summary of the same
data by treatment plant. These tables show the amounts of
septage which has been assigned to each treatment plant
and the estimated amount of sludge to be produced at each
plant. Prior to the 208 study there were no areawide
estimates of either of these quantities and there was also
no system recording or collecting this type of data. Thus
it was necessary to develop the information in these tables
from various sources including 201 plans, treatment plant
records, treatment plant operator memory and/or estimates,
septage hauler estimates, per capita generation rules of
thumb and national data. In order to compile estimates
of both septage and sludge quantities a consistent set of
assumptions was applied across the region and where data on
actual amounts of septage or sludge were available these
were compared with the estimates. Adjustments were made
in the assumptions if estimates were significantly different
than actual amounts now being generated. The estimates
are based on population data from the 208 study for con-
tributing communities, a sewage flow of 100 gallons per
capita day which makes provision for industrial flows,
and 0.25 pounds of suspended solids per capita daily. They
are average figures which may vary widely if flows or
solids loadings are markedly different. However, the esti-
mates generally are comparable with the existing data which
was available.
Chapter Four
Summary - 15
June 1977
-------
DRAFT
A review of the tables will indicate that the sludge dis-
posal options achieving optimum ranking for the study area
have been used as appropriate; namely, landfill and incin-
eration. This does not foreclose the other land appli-
cation alternatives, but utilizes disposal methods that can
be implemented sooner than later, or that are already in
operation. As a component of the ongoing planning in the
region efforts should be instituted to seek land disposal
alternatives to replace incineration. Consideration should
be given to using the sludge wherever possible.
Septage is shown primarily as delivered to nearby treat-
ment plants. While landfilling is an alternative option,
it requires special precautions requiring capital expendi-
ture which may preclude this method in the near term.
Treatment plants in the study area should be required to
accept septage for treatment if they are not already doing so.
This is particularly applicable for the new plants in Fall
River, Taunton, Middleborough, the Attleboros and Mansfield.
For some of these plants additional septage holding and
handling facilities must be considered. Table 2 shows the
septage loadings for study area treatment plants. These
loadings are taken from Table and are for quantities in
cubic feet per day, which are 9 0 percent wet. A rough
estimate of the gallonage can be derived by multiplying the
cubic foot by 7.5. Where communities are not shown in Table
2, their septage disposal option is primarily directed to
land application via the composting process. This option
may be feasible later in the 20-year planning period for
other rural areas presently shown on Tables 1 and 2 as
discharging septage to treatment plants. This may be
particularly applicable to Westport, for example. Both the
landfill and composting alternatives for septage disposal
depend largely upon the amount of financial assistance
available and needed by the respective towns to implement
these options.
The amounts of septage in cubic feet or in gallons assigned
to any treatment plant are relatively small and there should
be no hydraulic problems in accepting these quantities. In
every case there must be holding facilities to allow slow
discharge of the septage to the influent. This type of
operation will prevent upsets and other problems associated
with shock loads of high strength organic material (BOD).
As was stated earlier, at the present and for the next several
years disposal of septage at treatment plants will generally
be the most acceptable method from economic, environmental and
water quality considerations. Individual towns and groups of
towns, however, should investigate the acceptability of land
Chapter Four
Summary - 16
June 1977
-------
DRAFT
disposal alternatives* particularly composting or land
spreading, as mid-and long-term solutions. In bo1;h of these
processes the nutrient, fertilizer and soil building com-
ponents of the septage can be utilized. The gradual eli-
mination of reliance on the treatment plants as the prime
disposal option for septage will also free capacity for
future population growth.
The estimated production of sludge by treatment plants is
summarized in Table 1 . The Sludge quantity data were
derived using 208 contributing population estimates, per
capita sludge estimates where specific 201 data were not
available. The selection of final disposal processes was
also based principally on 201 data. Other estimating
assumptions are similar to those used for septage. In that
not all the 201 treatment plant plans have been finalized,
certain additional sewering and connection assumptions had
to be made. In general these assumptions will not influence
the total amount but only the location where the sludge will
be generated. For example, the regional Mansfield plant
was assumed with Foxborough and Norton contributing and
the Taunton plant was assumed to s erve Raynham and parts of
Dighton. The estimates could not all be made at the same
solids concentration due to the peculiarities of the solids
handling processes at each plant. There are also specific
anomalies in sludge generation which are not easily identi-
fied in the table such as the Marion estimates. The treat-
ment at Marion involves ponds, and until a pond becomes in-
operative due to solids accumulation no sludge is withdrawn
for final disposal. Also while the sludge accumulates in
the ponds, it undergoes anaerobic decomposition and the
amounts to be disposed of from the plant will likely be
significantly smaller than are now estimated. However,
until actual withdrawals are made no accurate estimates of
amounts can be made. It is estimated that approximately
30 00 cubic feet of sludge per day were generated in the re-
gion in 1975. This amount will more than double by 1995
if the population and sewering estimates are accurate. As
an indication of the size of sludge disposal problem for
1975, if all of the sludge was collected at one place and
spread one foot deep it would cover approximately 60 acres.
Thus, between now and 1995 our sludge generation problem could
be solved if we could find approximately 2000 acres of land
upon which sludge could be safely and economically applied.
The final disposal solutions presented in Table 1 should only
be considered as interim and as with septage every effort
should be made to find ultimate composting or land spreading
opportunities.
Chapter Four
Summary - 17
June 1977
-------
TABLE 1
SUMMARY OF ESTIMATED SLUDGE GENERATION
AT TREATMENT PLANTS IN THE REGION
1975
cu ft/day*
1980
1985
1990
1995
FINAL DISPOSAL
Attleboro
202
338
382
493
542
Landfill & Incineration
in 1980
Dartmouth
118
220
228
233
236
Landfill or
Land Application
Falrhaven
(Mattapolsett)
177
207
297
272
295
Landfill or
Land Application
Fall River
(Tiverton)
(Westport)
(Freetown)
Mansfield
(Foxborough)
(Norton)
1115
55
1006
62
1064
257
1091
278
1101
287
Landfill & Incineration
in 1980
Landfill on Site
Marlon**
(estimated)
53
57
135
142
148
Inpond Storage &
Ultimately Landfill
Middleborough
118
120
132
168
170
Landfill
New Bedford
(Acushnet)
410
1795
1846
1847
1864
Incineration
North Attleborough
(Plainvllle)
121
138
180
195
212
Landfill & Attleboro
Incinerator in 1985
Plymouth
356
118
137
308
315
Landfill
Somerset
(Swansea)
218
351
600
610
613
Landfill
Taunton
(Ravnham)
^Dighton)
113
579
634
693
718
Landfill
Wareham
59
99
132
149
201
Landfill
* Most sludge quantities are at 20% solids.
** The sludge amounts estimated for Marlon are based on a per capita factor and
the final amount to be disposed of by landfill will be much smaller.
Chapter Four Summary - 18 June 1977
-------
TABLE 2
SEPTAGE VOLUMES ALLOCATED TO AREA TREATMENT PLANTS
(Cubic Feet/Day)
City or Town
1975
1980
1985
1990
1995
Communities
Attleboro
257
209
195
130
105
-
100
109
114
119
Rehoboth*
-
158
141
118
123
Seekonk*
TOTAL
257
467
445
362
347
Dartmouth TOTAL
158
170
179
182
Falrhaven
86
104
102
87
79
-
59
66
62
62
Mattapolsett
31
35
38
42
Rochester
TOTAL
86
194
203
187
183
Fall River
60
54
53
46
54
162
170
118
126
134
Tiverton
-
182
178
159
163
Westport
-
211
146
155
160
Swansea*
-
37
42
48
51
Freetown
TOTAL
222
654
537
534
622
Mansfield
93
127
88
89
93
-
199
145
162
177
Foxborough
158
102
112
117
Norton
TOTAL
93
484
335
363
387
Marlon**
-
•M
m
-
-
Mlddleborough
99
120
125
110
113
-
61
70
80
88
Carver
73
69
75
74
Lakevllle
TOTAL
99
254
264
265
275
New Bedford
60
94
92
92
93
37
43
48
52
Freetown
TOTAL
60
131
135
140
145
* Rehoboth, Seekonk and Swansea are studying the feasibility of land appli-
cation (composting) techniques for septage. Their appearance 1n this table
represents a contingency allocation.
**Mar1on septage has been allocated to the Wareham plant In that the type of
treatment at Wareham 1s better able to handle septage.
Chapter Four
Summary - 19
June 1977
-------
TABLE 2
(continued)
SEPTAGE VOLUMES ALLOCATED TO AREA TREATMENT PLANTS
(Cubic Feet/Day)
City or Town
1975
1980
1985
1990
1995
North Attleborough
105
139
138
111
103
-
80
55
55
60
TOTAL
105
219
193
166
163
Plymouth TOTAL
204
286
293
144
145
Somerset
100
55
-
-
-
Taunton
192
178
291
160
157
-
70
46
43
46
-
106
123
131
144
-
30
32
34
36
TOTAL
192
384
492
368
383
Wareham
141
156
151
153
129
-
33
13
14
15
TOTAL
141
189
164
167
144
Contributing
Communities
Plainvllle
Plymouth
Di ghton
Raynham
Berkley
Marlon
Chapter Four
Summary - 20
June 1977
-------
DRAFT
IV. INDUSTRIAL RECOMMENDATIONS
A. Major Recommendations
There are three major recommendations to enhance the
region's efforts to clean up and/or prevent industrial
pollution.
1. Industrial Pretreatment - Industries discharging
their wastes into municipal plants must meet
federal pretreatment standards, yet EPA has not
issued the final pretreatment standards. The
pretreatment issue affects the design of
municipal treatment plants, as the capacity
and treatment process selected will to some
degree depend on what the pretreatment standards
are. The pretreatment standards will also be
important to industry; the costs of meeting
pretreatment standards may lead to process
changes, changes in the amount of water discharged,
and certainly will amount to significant expendi-
ture on th^ part of those industries affected.
Regionally designed pretreatment programs are
based on bringing together industrialists and
enforcement agencies which can result in shared
collection, treatment and recovery facilities,
which significantly reduce costs for both
industries and municipalities.
The current study to determine the feasibility
of building a joint pretreatment plant for three
Taunton silver companies can serve as a model for
implementing the recommendations found in the
local alternatives for several cities and for
the recommendations by industry which follow.
2. Hazardous wastes - There are currently no safe
places in Massachusetts for disposing of toxic
wastes. While this problem may not be visible
at present, we can predict with a fair degree of
certainty that unless action is taken, the
environment will accumulate an increasing
amount of toxic materials to the point where
collection and treatment becomes impossible.
The history of PCB's (Polychlorinated bi-phenyls)
shows us clearly a progression of wider and more
important effects that can stem from lack of
attention to the disposal of toxic materials.
The toxics move from a few sources to a specific
area in the river, then necessitate the closing
of a harbor for shellfishing, then to the
contamination of finfish in an entire bay area.
Chapter Four
Summary - 21
June 1977
-------
DRAFT
While we have overcome the nineteenth
century of bacterial disease, the twentieth
century problems of chemically caused diseases
require priority attention. If we are to avoid
a contaminated future, we will need to resolve
the toxic waste problem today.
Regional facilities and systems for handling,
recovering, and disposing of toxic wastes
provide an important option for beginning to
solve this problem. If planned around existing
or new industrial parks, such facilities can
lower the costs of doing business in the area
and promote industrial growth.
3. Water Conservation/Reuse - The cost of water to
both the public and private sector, and the cost
of disposal for both sectors now make water
conservation and/or reuse an attractive economic
proposition. Yet many industrialists are not
aware of this, and many plants are designed for
a capacity which does not take account of the
conservation effects which user charges will
most likely create. Industries' good
record in energy conservation due to the
increasing cost of energy is an indicator of
what will happen as water and sewer costs rise.
Communications efforts are needed to inform both
industries and municipalities that technology
exists to dramatically reduce water consumption
and thus for the overall costs of water use and
disposal. In some cases, neighboring utilities
and industries can jointly plan for water and
energy re-use, again saving costs.
B. Identification of Specific Problems and Alternative
Solution by Industry
The major recommendations outlined above can be
applied to the three major wet-processing (or water
using) industries in the region. These include Food
and Kindred Products (SIC No. 20), Textile Mill
Products (SIC No. 22) and the Metal-Related Industries
(SIC Nos. 33, 34, 35, 3 6 and 39). Each has a unique
wastewater discharge with specific characteristics
but they all share the common problem of high flow
rate.
Four
Summary - 22
June 1977
-------
DRAFT
1. The Food and Kindred Products Industry includes
many different types of companies but the one
of major interest is fish processing and
particularly the companies in New Bedford. Here
the major problem is the in-plant separation of
high solids loadings. In particular, there is
an opportunity for recovery of this material
which will be encouraged by sewer surcharge but
can also be augmented by a market study for its
use as animal feed. In addition, the potato
processors of Fall River can contribute their
high solids content as well. A regional approach
identifying sources and markets would assist in
lowering the percentage of these materials going
unnecessarily to sewerage.
2. The Textile Industry similarly must look to
in-plant process changes to reduce water use,
possibly through solvent substitution as well
as recovery options for processing chemicals.
Larger plants requiring equalization and
neutralization may find it feasible to increase
the detention time in order to accomplish some
BOD reduction. Dyes and other organic chemicals
must be evaluated for their level of biodegradability
as a way of decreasing total BOD loadings. All of
these considerations will become more important
when the cities and towns announce the cost recovery
and user charge programs which are structured
by flow rate, BOD and TSS loadings.
3. The Metal-Related Industries focus on a variety
of problems, not the least of which is a lack
of information on federal regulations. As a
group of companies they are facing high water
use, but with some recycling opportunities, as
well as treatment of toxic metals and other
chemicals. With the various cities and towns in
the region proposing different sewer ordinances
with different pretreatment regulations, there is
a great need for community/industry information
and coordination. Similarly, the issue of
hazardous waste disposal is greatest for these
industries as the toxic materials come out of the
wastewater streams in the form of sludges.
Chapter Four
Summary - 23
June 1977
-------
TEN MILE RIVER DRAINAGE BASIN
PLAINVILLE
NORTH ATTLEBOROUGH
ATTLEBORO
SEEKONK
REHOBOTH
-------
DRAFT
V. TEN MILE RIVER BASIN
A. Basin Overview
The Ten Mile River runs almost north to south, and^
except for its mouth which is in Rhode Island, it is
within the study area. Figure 1 shows the river
and salient basin features. Principal tributaries
to the Ten Mile include Coles Brook, Speedway Brook,
the Bungay and the Seven Mile; and the Ten Mile
Basin also includes the Palmer and Runnins Rivers.
There are no permanent flow gauges in the Ten Mile
River Basin and thus no records of average stream
discharge are available. Maximum, minimum and average
flow figures from gauges in adjacent drainage basins
with similar topographic and rainfall characteristics
have been used to estimate flows. When expressed in
terms of discharge per square mile, the average flows
from these gauges are fairly similar. Applying these
figures to the Massachusetts portion of the Ten Mile
Basin (48.9 square miles) indicates an average flow
of about 80 cubic feet per second at the state line.
The existing Basin Plan (Part C) prepared in 1975 by
WPC and the current 208 study have identified a number
of water quality and wastewater management issues.
The basin plan now stipulates that within the 208
region, the goal for the Ten Mile is Class B or above
thus meeting the 1983 swimmable-fishable criteria
everywhere except in the stretch from the Attleboro-
North Attleborough boundary to the state line. In-
this stretch it is classified "C." Class C waters
are suitable for recreational boating and secondary
water contact recreation and for certain agricultural
and industrial uses. Such waters are a suitable
habitat for wildlife and fish indigenous to the
region.
Major streams in the Ten Mile Basin classified as^
antidegradation include the Ten Mile above Plainville
Center, the Seven Mile River, the Bungay River, Scotts
Brook and Coles Brook.
The new treatment plants at Attleboro and North Attle-
borough when constructed will provide better than
secondary treatment, and their discharges will be
limited to 5 mg/1 of BOD, 1 mg/1 of total phosphorous
(PO^-P), and between 1 and 1.5 mg/1 of ammonia
nitrogen (NH3-N). Unless the BOD discharge require-
ments are loweredt during drought flows the stream
cannot be expected to reach the dissolved oxygen level
Chaper Four ' Ten Mile Summary - 1
June, 1977
-------
WRENTHAM
FOXBOHOUGrU
PLAINVILLE
MANSFIELD
attleboroug
NORTH
Falls
Bungay
River
Pond
ATTLEBORO
Seven
MUe River
Ten Mite River
°Y^-Palmer t River
Seekonk
River
REHOBOTH
Turner Reservoir
rJ
SEEKONK
PROVIDENCE
I
Runmns
EAST PROVIDE
SWANSEA
^^ — Classif icol ion
»¦« — Change 1n classification
I
M I L
E S
DIGHTON
» \
Barring ion River
Warren River
Kickamuit River
FIGURE 1
CLASSIFICATION
TEN MILE RIVER BASIN
MAI
Chaper Four
on Mile Summary - 2
June, 197?
-------
iJS\t\£ 1
stipulated (6.3 mg/1) for a "B" classification.
Analysis was performed for a number of possible
point and non-point discharge quality conditions
using the mathematical river basin models. The
drought flows used for this analysis were:
WPC 1997 23.6 cfs*
SRPEDD 1980 14.7 cfs
SRPEDD 1995 19.5 cfs
The differences in flows are caused solely by the
difference in estimated treatment plant flow. The
SRPEDD estimates assume a lower population contributing
to the Attleboro and North Attleborough treatment
plants than those in the WPC Ten Mile Basin Plan
estimate. An overall analysis using the WPC flow
estimates shows that as much as 2.8 miles of the
river could be below the 1977 standards for DO if
the plants discharge 10 mg/1 of BOD, and 11.5
miles could be below the 1983 standards under the
same assumption.
For an assumed 1 mg/1 of BOD in the disbursed (non-
point) flow entering the river during a drought,
the amount of BOD contributed by these non-point
sources would be approximately one percent of the
total point source contribution. The total flow
contributions from disbursed sources along the river
is approximately 1.9 cfs or eight percent of the total
estimated WPC 1997 river flow at mile 0.0. Thus, if
the disbursed flow estimates used in the program are
accurate, the BOD loads are reasonable, and the
principal contribution of disbursed sources is BOD,
then disbursed or non-point sources do not significantly
affect river water quality in either the upper or the
lower Ten Mile during drought conditions. The above
three assumptions are probably reasonably accurate
for drought conditions; however, during most of the
time flows in the river will be substantially higher
than the estimated drought flow. Data from this
analysis suggests that at drought flow conditions,
whether 23.6 or 19.6 cfs, the quality of the river
will not meet the DO requirements; also, the discharges
from the treatment plant are shown to make up a large
portion of the total flow and total BOD load. Under
any of the three drought flows, the North Attleborough
discharge will be approximately 83 percent of the
river flow at the discharge point at mile 15.3. The
Attleboro discharge will be approximately 60 percent
of the river flow at its discharge point (mile point
7.7) and at mile 0.0 the two plants will have contributed
84 percent of the total river flow.
ftcubic feet per second
Chaper Four
Ten Mi'le Summary - 3
June, 1977
-------
DRAFT
If the SRPEDD flow estimates are accurate and
the treatment plants meet the 4 mg/1 of BOD
discharge permit limitation during a seven-day
ten-year drought, there could be over seven miles
of river with DO concentrations below the applicable
standard. If and when a drought occurs of less than
2 3 cfs, dissolved oxygen conditions in the river can
be expected to be less than 6.3 mg/1 over large
distances for extended periods of time. The previous
data also indicates that there will be stretches
with DOs below 5.0 mg/1. Under either of these two
flow conditions, the river would not meet "B"_
classification and thus would not meet the swimmable-
fishable requirements of EPA.
In addition to BOD-DO problems, the amount of nutrients
discharged by point and non-point sources have created
algae blooms in some of the ponds of the river. In
the Ten Mile Basin Plan, nitrogen and phosphorous
discharge limitations are placed on the two treatment
plant discharges. The non-point source analyses
conducted as a part of this 2 08 process have projected
that non-point source discharges of these nutrients
could be substantially greater than the point source
discharges.
B. Other Major Ten Mile Basin River Systems
In addition to the mainstem of the Ten Mile, the major*
river systems include the Bungay River, Speedway
Brook, the Seven Mile River, Coles Brook, the Runnins
River and the Palmer River. The Bungay River, Speed-
way Brook and Coles Brook each comprise one segment
of the Ten Mile. The Seven Mile River is divided
into two segments due to the change in classification.
Very little data is available on the Runnms and
Palmer Rivers and these are discussed in the town-by-
town descriptions. Additional information on each
major surface water and current quality problems is
also presented in the local alternatives discussion.
C. Non-Point Sources
Within the Ten Mile Basin, non-point source inventories
have been prepared on a town-by-town and basin level.
Additionally, a basin summary of the amount of land
in the major uses which contribute to non-point source
pollution is included in Appendix IV-C of Chapter IV.
This summary is further augmented by discussions of
existing and potential non-point source pollution is
included in Appendix IV-C of Chapter IV. This summary
is further augmented by discussions of existing and
potential non-point pollution problems in the town-by-
town descriptions.
Chaper Four
Ten Mile Summary - 4
June, 1977
-------
DRAFT
The above described non-point inventories were
used as input to the non-point source discharge model.
This model will simulate the runoff and groundwater
recharge for various weather conditions and levels
of land-use activities. In the Ten Mile, two types
of weather conditions were assumed: normal dry
weather (end of summer) and normal wet weather
(end of winter). For these two conditions, using
the current (197 5) and projected (1995) land-use
inventories,pollutant discharge estimates were made
for the Ten Mile basin. The date show the amount
of polluting materials (BOD, solids, phosphorous, etc.)
which are discharged to the groundwater and surface
waters during the chosen dry and wet weather conditions.
Using this data and the point source summaries
presented earlier, it is possible to compare the
amount of material both sources contribute. This
type of comparison is not the only or the best way
to decide on the significance of sources; however, as
one type of comparison and at present the only type
which can be made at this level of detail it can be
used to identify some interesting and important infor-
mation.
Load Allocations and Summary
Based solely on the drought flow BOD and DO analysis
described above, changes should be made in either
the point source discharge permits and waste load
allocations or to the receiving water classifications
in the Ten Mile River. Additional consideration
should be given to changing treatment plant design
and operation requirements. It is likely that
Class B DO levels cannot be met even after the new
Attleboro and North Attleborough plants are operating.
Thus, either the plants must be upgraded, the river
classifications downgraded or other pollutants and
flow conditions must be adopted as criteria for
judging the swimmability and fishability of the river.
The Ten Mile River should not be degraded further.
However, treatment levels, discharge permit stipu-
lations, load allocations and non-point source
controls should be established with much less
reliance than is now the case on low flow-steady
state-DO/BOD modeling. The impact of point and non-
point source discharges to the Ten Mile can also be
measured using dry (annual average and not drought)
and wet weather flow and water quality modeling to
estimate river conditions. Additionally, conservative
substances such as metals, refractory organics, coli-
form, etc., should be included in the mathematical
Chaper Four
Ten Mile Summary - 5
June, 1977
-------
DRAFT
model so that future river water quality conditions
can be estimated. Without this expanded capability
the waste load allocation, permit issuing and
discharge and water quality monitoring programs
of the state and other governments will not be
sufficient to accurately define appropriate point
load allocations.
Chaper Four
Ten Mile Summary - 6
June, 1977
-------
DRAFT
LOCAL STRATEGIES - PLAINVILLE
A. INTRODUCTION AND BASE DATA
Plainville is a small, established, industrial Town which
has been influenced by its proximity to the manufacturing
centers of Attleboro and North Attleborough.
Historically, land development in the community has been
restricted to those areas serviced by the public water
system. Urban development, particularly residential, is
prevalent in the area surrounding the Town center and north
along Route 1A. Industrial and commercial uses are also
located in this area.
For the most part, Plainville follows a relatively open
residential development policy. The existing zoning by-
law establishes three types of residential districts: two
districts for single-family homes and a two-family resi-
dential district. Apartment developments' are granted through
a special permit process. Density requirements range from
15,000 to 44,000 square foot lots.
Plainville has a small industrial base composed mostly of
jewelry and metal firms. Historically, the manufacturing
sector of the Town's economy has remained relatively stable,
accounting for 6 5-7 5 percent of the total employment. As
mentioned, most of the existing manufacturing concerns are
located along Route 1A. Some additional industrial develop-
ment is also located off Route 152, particularly around
Turnpike Lake.
Plainville's existing commercial activity is located within
the Town center, along Route 1 and at Wilkins Four Corners
on Taunton Street. Host communities situated along Route 1
took advantage of the once heavily travelled highway and
zoned adjacent lands for commercial development. Plainville
similarly zoned both sides of Route 1 for roadside commercial
development, and some businesses did locate along the road.
This trend, however, was reversed with the construction of
Route 1-95. Route 1 no longer receives the major traffic
flows, and Plainville has been relatively unsuccessful at
attracting new businesses to the highway location.
Since 1955, Plainville has more than doubled in population
size. While this is an impressive figure, the absolute
numbers involved are still rather small. On a yearly basis
the growth rate has progressed at slightly more than 6 per-
cent per year.
Chapter Four
Plainville - 1
June 1977
-------
DRAFT
TABLE 1
HISTORIC AND EXISTING DATA
a. Population
1960
2,557 3,810 4,252 4,953 5,825 127.8
b. Land Use
Acres
Historical
1951 19 75 % Change
Residential
Commercial
Industrial
381 1,024 168.8
21 36 71.4
12 122 916.7
Of all the land development that took place in Plain-
ville between 1951 and 1975, residential growth was by
far the most impressive. Six hundred forty-three acres
were consumed by housing construction, and a significant
amount of this growth took place on the fringes of the
older Town center. Additional development also took
place to the east of Route 152 particularly in the
vicinity of Lake Mirimichi.
Commercial acreage increases, on the other hand, were
minimal. What did occur came in the form of strip
growth along Route 1 and a small shopping center develop-
ment on Route 15 2. The industrial sector has added a
healthy increment to its base since 1951. The 110-acre
increase is particularly impressive since the Town lacks
a public sewer system, has a limited water distribution
system and did not have particularly good highway access
before the construction of 1-495 and 1-95.
Projections for the next twenty years are for a signifi-
cant slowdown in the rate of population growth. The
increase from 1975 to 1995 is expected to amount to
about 36.5 percent or about 2,025 people compared to
127.8 percent or 3,268 people from 1955 to 1975.
Chapter Four Plainville - 2 June 1977
-------
DRAFT
TABLE 2
1995 PROJECTIONS
a. Population
1975 1980 1985
1990
1995
Projected
% Change
5,825 6,650 7,200
7,550
7,950
36.5
(2) Sub-Community Distribution
(see Figure 1)
Census Area
1970
1995
% Change
ED 754
2,078
4,265
105.2
CT 4401 BG 1-3
2,199
2,721
23.7
CT 4401 BG 4, 9
676
964
42.6
TOTAL
4,953
7,950
Land Use
Acres
1975
1995
% Change
Total Residential
Commercial
Industrial Acres
1,024
36
122
1,775
60
136.5
73.0
66.7
11.9
Aside from the compact growth in the southern portion of
Town along Route 1A, Plainville is characterized by its
large tracts of vacant land. In the future, residential
development will most likely scatter throughout the Town,
but probably do so primarily to the east of Route 1A.
Reasons for this are good highway access, availability
of services and comparatively good soils.
In the commercial and industrial sectors, the growth pat-
tern is expected to reverse with commercial development
picking up somewhat and industrial growth slowing down
significantly.
Chapter Four
Plainville - 3
June 1977
-------
CT 4401
BG 4+9 -
LEGEND
CENSUS AREA BOUNDARIES
SCALE
i
2 MILES
FIGURE 1
CENSUS AREA BOUNDARIES
TOWN OF
PLAINVILLE
Chapter Four
Plainville - 4
June 1977
-------
DRAFT
Most of the commercial activity projected for Plainville
should take advantage of the 1-495 interchange. A good
sized portion of land has been zoned as a location for
shopping center development. This is a highly visible
spot compared to other parts of Town, and it holds some
potential as Plainville and surrounding towns continue to
become more urbanized.
Plainville, like many communities, desires industrial
development to expand the economic base of the community.
The lack of a public sewer system, the limited public
water distribution system and the anti-degradation status
of the Ten Mile River which passes through Plainville are
factors that in combination may hold down industrial develop-
ment. While the Town is working towards adding sewers in
the older developed sections on Route 1A, the most promis-
ing industrial area is the land in the northeast corner
of Town just off the 1-495 interchange. While locationally
this site is attractive, it does not have the infrastruc-
ture to make it prime industrial land. These elements plus
the intensive competition in the State and region for
industry will serve to keep economic growth to a minimum
in Plainville. What does occur, however, is likely to
take advantage of the transportation node just off 1-495.
Chapter Four
Plainville - 5
June 1977
-------
DRAFT
B. WATER RESOURCE INFORMATION
The Town of Plainville is drained by the Wading River in
the east and the Ten Mile River in the central part of
Town. The western part of Town drains to Diamond Hill
Reservoir in the Abbot Run drainage basin with a small
area drained by the Seven Mile River.
Stratified glacial drift deposits form important aquifers
in the Wading River drainage area and under the Ten Mile
River (see Figure 2).
1. Water Supply
The Plainville Water Department has two gravel packed
wells by Turnpike Lake in the Wading River drainage
basin. They have a total capacity of 1.5 mgd and are
normally pumped at 1.1 mgd. An additional well with a
capacity of 1.1 mgd is located by the Ten Mile River.
It has a normal pumpage rate of .73 mgd.
The Water Department has two proposed well sites. One
is located in the Ten Mile aquifer near High and Cross
Streets and the other is situated in the Wading River
drainage basin by Old Mill Brook and George Street.
The Ten Mile River and the Turnpike Lake aquifers are
mapped by the USGS on Hydrologic Atlas HA-300 which
also gives the approximate safe yield of two aquifers.
The Turnpike Lake aquifer is shown more clearly on
USGS Hydrologic Atlas HA-fi^O.
The Town of North Attleborough has four wells in Plain-
ville in the Ten Mile River aquifer with a normal pump-
age rate of 2.75.
The withdrawal from the Ten Mile River aquifer by both
towns averages 4. 4-5 mgd plus an additional .6 mgd
(minimum) drawdown by industries. The total drawdown
is 5.1 mgd, well above the 2.0 mgd maximum safe yield
estimated by the USGS in 1968. As a result. North
Attleboro's wells have experienced pumping problems.
The deeper Plainville well has not experienced problems
Chapter Four
Plainville - 6
June 1977
-------
J
LV_ _
LEOEND
YIELD
POTENTIAL
RECHARGk.
POTENTIAL
CONTAMINATION
POTENTIAL
RELATIVE
RUN-OFF RATE
ACQUXm
COMPOSITION
II111
RICH
LOU-HIGH
HIGH
MODERATE-LOW
STRATIFIED
GLACIAL
DEPOSITS
MODERATE
<300 GPM
HICK-
MODERATE
HIGH
LOW-MODERATE
v/n
MODERATE-LOW
<100 GPM
HIGH-LOU
HIGH-LOU
HIGH-LOW
i i
LOW
<25 GPM
LOW
LOW*
HIGH
BED ROCK 1
OR TILL
• HIGH WHERE BEDROCK IS AT LAUD SUXFACE
•0.5 MUNICIPAL-AMD INDUSTRIAL SUPPLY WELL. NUMBER
IS YIELD, MILLION GALLONS PER DAY
- STUDY-AREA AND DRAINAGE BOUNDARY
•* HORIZONTAL LINE ORIENTATIONi PARALLEL KITH TOWN NAME
SCALE
1 2 MILES
Chapter Four Plainville
FIGURE 2
GROUNDWATER
RESOURCES
TOWN OF
PLAINVILLE
June 1977
-------
DRAFT
C. LOCAL WATER QUALITY ISSUES
1. Areas with Wastewater Disposal Problems (Figure 3)
The major problem area is the downtown section. This
is the oldest arid most densely developed portion of
Plainville. This high density condition, the advanced
age of the systems and hardpan soil conditions have
combined to create a long history of septic system
failures.
2• Constraints on Future Development
Although a soil survey has not been undertaken in Plain—
ville, two particular areas have been identified for
their notable soil problems. The western third of Town
is an area of hardpan and ledge. A second location is a
zone from Lake Minmichi south where, again, the presence
of ledge has created problems.
Two aquifer systems run through Plainville, and both
are tapped as a source of water supply (see Figure 2).»
One of the aquifers runs the length of the Town along
the Ten Mile River. The other encompasses a general
area from the Old Mill Brook east and from Lowell Street
south. This aquifer has less promise than the Ten Mile
system. However, there are some potentially high yield
portions which run along a stream from Rabbit Hill Pond
to Lake Mirimichi and then to Turnpike Lake. Several
wells already exist on the south side of Turnpike Lake.
While wetlands are not particularly extensive in Plain-
ville, there are a few notable concentrations to the
east of George Street. In this section both the Old
Mill Brook and Hawthorne Brook drainage basins have
sizeable wetland areas. In the north, a wetland of
good proportions is found along the brook connecting
Lake Mirimichi and Turnpike Lake. Other wetlands are
quite small and scattered.
3. Known Non-Point Problems (Figure 3)
—Cowell Street Landfill
Although closed, this old landfill site creates a
problem because of poor drainage. Leachate from
this site drains into Hawthorne Brook and eventually
Turnpike Lake.
Chapter Four
Plainville - 10
June 1977
-------
iumfhzs LAke
cxzvcijor&s Tout*/ CTR.
FIGURE 3
LOCAL WATER
QUALITY ISSUES
SCALE TOWN OF
1 PLAINVILLE
Chapter Four Plainville - 11 June 1977
-------
DRAFT
--Salt Contamination
At one time the Department of Public Works maintained
an open salt storage pile off the 1-495 interchange.
The salt is now stored in salt sheds, but past prac-
tices have been responsible for today's problems.
One well site with a yield of about 1500 gpm has been
left unusable due to salt contamination from this
particular storage pile.
—Turnpike Lake Eutrophication
Large amounts of nutrients feeding into the Lake
have left it in an advanced eutrophic state and as
a result unsuitable for any recreational use. One
source of pollution is a shopping center parking
lot, which drains into the lake.
--Ten Mile River Sedimentation
' . ...
Several extractive industries maintain dump sites
for their waste products along the Ten Mile.
Most of the material dumped at these locations have
a sand or gravel base, and apparently the combination
of the location of the dumps and the type of waste
material have caused sedimentation problems in the
Ten Mile River.
Chapter Four
Plainville
12
June 1977
-------
DRAFT
D. ALTERNATE SOLUTIONS
Although a small town (11.5 square miles), much of the
development is concentrated along Route 1A and, as a result,
a considerable amount of land remains vacant and potentially
developable. The two features of concentrated development
and available open land (approximately 6000 acres), plus the
presence of soil limitations and important aquifers provide
a background within which alternative solutions can be offered.
The range of possible alternatives includes sewers, protective
by-laws and innovative on-site disposal practices.
1. Sewers (see Figure 4)
la. Limited Sewer Option
At the present time, Plainville is preparing a 201
facilities plan which would provide for the installa-
tion of sewers in the densely built south central
portion of Town. The projected service zone would
encompass an area roughly defined by Route 1 up to
the East Bacon Street intersection in the east,
Route 1A to about St. Martha's Church in the north,
and West Bacon Street to approximately Fletcher
Street at the western boundary. Flow is estimated
to be in the range of .50 to 1.00 MGD.
The collected waste would be sent by way of a newly
built interceptor to the North Attleborough treat-
ment plant. The Plainville collection system is
being planned in conjunction with plans for the new
North Attleborough treatment plant, and its future
depends on construction of this facility.
—Environmental Assessment
This option will provide a solution to the problem
of failing septic tanks in Plainville's center.
This should help the quality of the Ten Mile River
as well as the ponds through which the river flows.
The program will also help the Ten Mile aquifer
which as previously mentioned, has demonstrated
somewhat elevated nitrate levels.
The construction of sewers under this plan will
probably have little secondary land use impacts,
since the area is already built up.
Chapter Four
Plainville - 13
June 1977
-------
OPTION IB
FIGURE i|
SEaltSEAREA
SOLUTIOHS^
SCALE TOWN
plainville
Chapter Four Plainville - 14 June lQ77
-------
DRAFT
—Policy Review
The plan is currently in progress and has the
support of local and state officials.
—Costs
Laterals and collectors
Pump station and force main
Interceptors
$1,500,000
82,000
TOTAL
1,911,000
$3,493,000
House Connections - $600/unit
lb. Expanded Sewer Options
The expanded option would include all that is planned
in option la plus: all of West Bacon Street and
part of Walnut Street to the west of the Town center,
all of Route 1A in the north; and Route 1 to Shepard
Street; Messenger Street to Wilkens Four Corners;
Route 152 up to and including that part of Mirimichi
Street west of the lake. The additional flow would
be about .20 MGD, and the total flow would be in the
area of .70 to 1.2 0 MGD. It should be noted here
that other non-structural non-sewer options exist and
they are described further on.
—Environmental Assessment
The expanded option would afford a much larger
area and it would take care of almost all develop-
ment in the Plainville portion of the Ten Mile-
River basin. In addition, it would protect the
Wading River aquifer as well as Turnpike Lake and
Lake Mirimichi.
The likelihood, of secondary implications is much
greater under option lb. The extension of sewers
through many sparsely developed portions of Town
could stimulate much growth along the sewer lines
thereby causing a new threat from runoff type
pollution.
—Policy Review
The area encompassed under this option is much
larger than the limited sewer option, and, there-
fore, the costs would be much greater. While
Plainville is working toward sewering the Town
center, it is questionable whether voters will
agree to a more intensive sewer program.
Chapter Four
Plainville - 15
June 1977
-------
DRAFT
--Costs
Since the land area is much larger, the cost
for lb is nearly double la. Furthermore, this
option is much more energy intensive since
five pump stations are required instead of one
in la.
Total Cost la - $3,493,000
Additional costs:
Laterals and Collectors -$1,457,500
Pump Stations and Force Mains- 724,000
^2 ,181,500
Total Costs la and lb - $5,674,500
House Connections - $600/unit.
2. Land Use Measures
Even under la or lb, a large part of Plainville
will remain unsewered. Given the Town's total
reliance on groundwater for its supply, it is
imperative that some steps be taken to provide
additional protection for this valuable resource.
In order to protect its groundwater system, the Town
would have to first assess which portion of the
aquifer or well field was most important to its
water supply needs, and then accurately map the
location of the aquifer zone. Once complete,
Plainville could then institute one of the
following measures. (Chapter Three also includes
a section on land use management techniques which
apply here.)
2a. Aquifer or Well Field Protection
-Restrictive (or Protective), By-Law
Under this technique, the Town could predefine
certain uses, which because of their hazardous
nature, would be prohibited from locating on
Chapter Four
Plainville - 16
June 1977
-------
DRAFT
the aquifer or within a certain distance of a
well field. Examples of hazardous uses include:
landfills, fuel storage, chemical production or
storage, and salt storage.
Plainville currently has extensive land zoned
for industry in both the Ten Mile and Bungay
River aquifers. This option would be a useful
means of protecting aquifers or portions of an
aquifer if a set of potentially hazardous activi-
ties is comprehensively identified prior to any
development.
-Performance System
The operation of a performance system would
require that permits be issued before a particular
use could locate in a defined aquifer zone. The
permit would be issued subject to an assessment
of what impact the proposed use would have on the
aquifer. Based on information submitted, the pro-
posed development would either be allowed,
allowed with modifications, or rejected.
—Environmental Assessment
Both of the above methods are useful ways of protect-
ing the quality of an aquifer system. While each
one differs in terms of flexibility and ease of
administration, the success of all three would
depend on how carefully the Town located the
aquifer system and then how carefully it enforced
the provisions of the by-law.
—Policy Review
Aquifer protection by-laws are somewhat uncommon
throughout the State primarily because of a lack
of understanding of the interrelationship between
land use and groundwater quality. Before such
protective measures could be implemented in
Plainville, an awareness of the importance of
this particular resource would have to exist
among the Townspeople in order that the measure
could pass a Town meeting vote.
Chapter Four
Plainville - 17
June 1977
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DRAFT
2b. Lot Size Requirements
There are several zoning districts in the Ten Mile
basin which require 15,000 square feet lots. As
mentioned earlier, the Ten Mile aquifer has slightly
elevated nitrate levels, and this probably can be
attributed to the numerous on-site systems which
exist on small lots. To avoid further damage, the
Town could enlarge lot size requirements in the Ten
Mile basin. SRPEDD calculations suggest that three-**
quarter acre lots would be adequate.
--Environmental Assessment
Enlarging lot size requirements would reduce the
pressure on the aquifer simply by reducing the
total pollution load that would ultimately be pos-
sible. Larger lots would not eliminate the threat:,
but some reduction of that threat would be possible
—Policy Review
A zoning change would have to pass a Town meeting
vote. Opposition could be raised by prospective
developers who would like to maximize the number
of units they could place on a parcel of land.
3. On-Site Alternatives
In spite of Plainville's sewering plans, much of the
Town will rely on individual units for the disposal
of wastewater. Since soil limitations are widespread
and aquifer areas are extensive, a program which
addressed the installation, operation, maintenance
and type of individual treatment could be helpful in
protecting the Town's water resources. Possible fea-
tures which could either be adopted separately or as a
comprehensive package include the following.
-Regular Inspection and Maintenance
In order to prolong the useful life of septic systems
and discover existing or potential problems, Plain-
vilie could establish a systematic program whereby
each on-site system would be pumped and inspected
on a scheduled basis (see Chapter Three for discussion),
The cost of this operation could be borne entirely by
the homeowner or the Town could assume that portion of
the cost attributed to the inspection process. Where
malfunctioning units are discovered, the Town could
react according to the factors which attributed to the
failure. For example, if the problem is due to impro-
per installation or a physical breakdown in the system
Chapter Four
Plainville - 18
June 1977
-------
DRAFT
(i.e. broken pipe, etc.), the owner could be required
to repair or replace the existing septic system. If
on the other hand, failure is the result of unfavor-
able soil conditions, a high water table or surface
wetness, then the Town could require some alternative
facility such as a no discharge humus toilet or a low-
flow toilet (see Chapter Two for discussion). Further,
water conserving devices might be required for certain
locations in order to reduce wastewater flows to the
ground.
-Installation
For new construction, a strict installation policy
could be followed in order to avoid problems that
might arise due to improper location or installation.
The State Environmental Code requires percolation tests
and deep hole tests for each lot. The Town might sup-
plement State requirements by:
—establishing more stringent criteria for percolation
rates or groundwater elevations; or
—calling for a soil analysis in order to locate his-
torical high water marks, which might be different
from the observed water table.
The above steps would be useful particularly in cer-
tain areas of Town where potential problems are more
likely. The western section of Plainville, for
example, is suspect because of hardpan and ledge con-
ditionswhile the Route 1 and Route 152 area is sensi-
tive because of the Bungay aquifer. By observing a
stringent installation policy, problems could be
avoided before they developed. Either the location,
type or system or amount of waste discharged could
be altered according to particular site features.
This might be accomplished by requiring:
—no discharge toilets (see Chapter Two);
—low-flow toilets (see Chapter Two); and
—water conserving devices to reduce grey water
flow (see Chapter Two).
—Environmental Assessment
The option as outlined above builds in some flexibility,
thus allowing for an assessment of localized conditions
and problems. If closely followed, the measures in
option 3 would help to identify existing problems,
prevent problems from prematurely developing and tailor
disposal methods to areas which appear to be of marginal
suitability.
Chapter Four Plainville - 19 June 19 77
-------
DRAFT
—Policy Review
The success of this option depends primarily on
how vigorously Plainville and more specifically
the Board of Health pursues the necessary details
of such a program and how steadfast it is in
following through on the information that is
gathered. Public sentiment could have a deflating
effect on such a program if a uniform feeling
develops that the requirements create too much of
an imposition.
One noteworthy element is that the costs involved
would for the most part fall on the individual
homeowner. It would in effect amount to a pay-
ment for the right to discharge wastewater and it
would be geared somewhat to the sensitivity of the
land with respect to water quality.
--Cost
The cost of an inspection and maintenance program
would amount to approximately $60 per pumping. It
is recommended that pumping take place once every
three years. The total cost for the no discharge
set up would also have to include the price of a
grey water system. (See Chapter Three for a dis-
cussion of the above elements.)
System
Compost Toilet
Incinerator Toilet
Grey Water System
Installa-
tion Cost
$600-$2500
$600
$8 00-$12 00
Annual
Operation
6 Main-
tenance Cost
$0-75
$400
$5
4. Ten Mile Sedimentation Control
As mentioned, it has been reported that erosion from
dump sites has created sedimentation problems in the
Ten Mile. A precise corrective measure cannot be
offered here as an alternative without detailed
knowledge of the site's characteristics. However,
there a number of procedures that can be useful both
on a temporary and permanent basis. Some temporary
measures include fairly simple techniques such as
Chapter Four
Plainville - 20
June 1977
-------
DRAFT
straw bales placed in drainage ways or grassed
channels. Permanent solutions are generally more
structurally intensive, and the appropriate scale
will depend on the size of the problem. Possibilities
include dams, sedimentation ponds, and diversions. In
some cases, proper land grading could also serve as an
adequate long-term solution.
—Environmental Assessment
If severe enough, sedimentation can create major prob-
lems with the flow regime and ultimately the ecological
structure of a stream. A properly designed erosion and
sedimentation control program could provide an adequate
solution to the sedimentation problems on the portion
of the Ten Mile which flows through Plainville. How-
ever, unlike other pollution constituents which remain
suspended, eroded material which has settled out will
be removed only after a much longer period of time if
at all. In addition, if the deposited material is
scoured out by the force of the stream flow* chances
are that it will only be deposited,again somewhere
further downstream. Overall, then, efforts made to
control erosion will be more helpful in preventing
future problems and probably less useful in solving
existing in-stream difficulties. (See discussion of
erosion and sedimentation in Chapter Two.)
—Policy Review
This is a difficult question to assess. The Town
has an earth removal by-law, and conceivably it could
use this measure to require a program of erosion con-
trol. It is unclear, however, how aware Plainville
is of the problem, and whether the Town views some
type of control mechanism as necessary.
—Cost
Cost for check dams, sedimentation ponds and diversions
would depend on the scale of the project. Cost for the
establishment of grassed channels might vary as follows:
Sod - $l/yard2 „
Seeding (without topsoil) - $.08/yard
Seed, Fertilizer - $.50/yard^
and jute mesh
Chapter Four
Plainville - 21
June 197 7
-------
DRAFT
5. Turnpike Lake Eutrophication
A portion of the Turnpike Lake eutrophication problem
may be attributed to runoff from an adjacent shopping
center parking lot. Although it comprises only part
of the problem, some action could be taken to divert
parking lot runoff away from the lake. There are
several means of accomplishing this goal, and all
involve infiltrating the runoff to the ground.
Runoff Spreader
Instead of piping the runoff to the lake, runoff
could be dispersed at non-erosive velocities over
undisturbed areas for infiltration to the ground.
Primary requirements are sufficient amounts of
land and permeable soil.
Recharge Basin
Recharge basins are simply pits designed to receive
runoff from a storm and retain it for infiltration
to the ground water. Most also have sediment traps
to prevent sediment in the runoff from reducing the
capacity of the basin.
Seepage Pits or Dry Wells
These facilities are designed to accept and retain
runoff for recharge to the ground. Pits are
usually filled with gravel. A commercial parking
area would need several pits or wells, and
they would have to be designed to handle runoff
from a large storm (a one- in ten-year storm).
—Environmental Assessment
The measures outlined above would reduce or eliirtin
ate (depending on the design) the amount of runoff*"
pollution entering Turnpike Lake. The effective-
ness in reducing the eutrophication process, howev
is difficult to determine since it is not known
what other sources are contributing to the problem
The natural contribution of nutrients from the
lake's drainage basin and the contribution of
leachate from the old landfill located to the
northwest of Turnpike Lake may very well be
more significant than runoff from the shopping
center.
Chapter Four
Plainville - 22
June 1977
-------
DRAFT
--Policy Review
Since the shopping area has been in existence
for several years, it would indeed be a diffi-
cult job to persuade the owners to voluntarily
install the facilities suggested under this
alternative.
—Cost
Costs would depend on the type of facility_
selected, the number installed and the design.
Unit costs are not available to provide an
approximate idea of total cost involved.
6. Cowell Street Landfill
Although the landfill has been abandoned, poor
surface drainage has apparently created a situation
where rainfall collects over the site and either
runs off to the surface water or passes down through
the site and leaches vertically or horizontally to
the groundwater. A monitoring system established
around the landfill could determine the impact of
landfill leachate on water quality.
If the monitoring results indicate a pollution problem,
the landfill could be capped with an impervious cover
and graded and then vegetated. According to Massachusetts
regulations for sanitary landfills, the cover should be
at least two feet thick and sloped at a grade of at
least 2 percent. This measure would allow rainfall to
drain from the site without collecting contaminants
from the material buried in the landfill. (See Chapter
Three for a broader discussion of landfill operations.)
--Environmental Assessment
Capping the landfill will prevent additional surface
flow and leachate from reaching Hawthorne Brook and
ultimately Turnpike Lake. It is difficult to assess
the extent of improvement in the lake since other
sources also contribute to the problems of Turnpike
Lake.
—Policy Review
State regulations for the disposal of sanitary waste
and operation of landfills require that a landfill
be capped and graded upon termination of the site.
Theoretically, at least, the State could enforce the
regulations in this instance.
Chapter Four
Plainville - 23
June 1977
-------
DRAFT
--Cost
Cost of the cover material would amount to approxi-
mately $5/cubic yard in place. This figure might
vary depending on the distance the material is
hauled. Other costs would include spreading and
compacting the material as well as establishing
a vegetative cover.
SUMMARY
Plainville's situation is such that several options, both struc-
tural and non-structural are possible. High density development
in the Town center coupled with rising nitrate levels in well
water suggests that sewers may be warranted. Important aquifer
zones and large area of undeveloped land indicate that land use
protective measures and alternative disposal methods are
necessary to preserve the quality of the Ten Mile and Bungay
aquifers.
Plans for sewering downtown Plainville are in progress, and the
total cost will be in the area of $3.5 million. If sewers are
expanded beyond the core downtown area, additional protection
would be afforded aquifer resources, but the cost would be
extremely high (approximately HO percent greaterK The Town
can adequately protect its water resources without the extensi\e
sewering outlined in lb. However, the alternative protective
measures outlined in 2 and 3 must be along with la.
Other problems in Plainville , including sedimentation of the
Ten Mile River, landfill leachate and lake eutrophication are more
site specific, and individualized methods will have to be
adopted to address these problems. Costs for sedimentation
control and runoff control to Turnpike Lake will vary accord-
ing to the structural intensity of the solution. For example,
control of sedimentation by use of grassed channels will be
considerably less than a sedimentation basin. Cost for capping
the landfill will involve primarily the cost of the cover material
which is estimated at about $5 per cubic yard. Costs for the
control of parking lot runoff vary according to the site and the
design selected. No figures are available for the options cited
in the text.
The Town should undertake a monitoring program at the landfill
site to determine to what extent leachate is a problem. If the
results show that landfill leachate has a water quality impact
it should then be capped.
Sedimentation control should also be adopted on the Ten Mile River»
but a detailed site evaluation must be accomplished to select the *
proper control technique. The same procedure is recommended for
the runoff condition to Turnpike Lake.
Chapter Four
Plainville - 24
June 1977
-------
TABLE 3
ENVIRONMENTAL ASSESSMENT
OPTIONS
SURFACE WATER QUALITY IMPROVEMENT
GROUNDWATER QUALITY IMPROVEMENT
EXTENT CONSTRUCTION DISRUPTION
ENERGY DEMANDS
CHEMICAL DEMAND
LAND AREA REQUIRED
PRINKING WATER PURITY
ENDANGERED SPECIES
COMMERCIAL FISHERIES
AIR QUALITY
NOISE POLLUTION
SOIL EROSION
FRAGILE AREAS
PUBLIC HEALTH
USE OF RECREATIONAL AREAS
Z
z
+ = Beneficial Impact
- = Adverse Impact
Blank = No Discernible
Change/Not Applicable
3 = Maximum Impact¦
2 = Moderate Impact
1 = Minimal Impact
GROWTH IN COMMERCIAL LAND USE
GROWTH IN INDUSTRIAL LAND USE
GROWTH IN RESIDENTIAL LAND USE
INCREASED RUNOFF FROM DEVELOPMENT
DISLOCATION OF INDUSTRY OR FIRMS
+ = Yes
- = No
Blank = No Change
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
Chapter Four
Plainville - 25
June 1977
-------
DRAFT
LOCAL STRATEGIES - NORTH ATTLEBOROUGH
A. INTRODUCTION AND BASE DATA
The Town of North Attleborough is situated in the north-
west section of the study area with the State of Rhode
Island forming its westernmost boundary. Other bordering
communities include Plainville to the north, Mansfield
to the east, and Attleboro to the south.
Historically, the community has maintained the character
of a moderately-sized industrial town. Much of this
activity has been and continues to be centered around
jewelry and silverware manufacturing. Up until a short
time ago, most of North Attleborough's industrial
activity could be found very close to the Town's center.
However, recently new industrial growth has taken place
in the eastern portion of the Town in proximity of
1-95. Additions here have come from the metals industry,
as well as warehousing.
Although a good protion of the manufacturing employment is
provided by the jewelry industry, several other manu-
facturing concerns provide some diversity to the industrial
base. These include: paperboard containers and boxes,
plaster products, nonferrous rolling and drawing, metal
services, miscellaneous machinery, and opthalmic goods.
Like most older communities, North Attleborough has a
recognizable downtown center which contains industrial .
and commercial uses. Additionally, a commercial con-
centration exists in the Attleboro Falls portion of the
Town. Recently, however, strip development has occurred
along Route 1 and a shopping center was developed in the
late 1960's at the 1-95 interchange.
Residential pattern in North Attleborough is characterized
by a fairly concentrated ring around the Central Business
District and the Attleboro Falls area. Considerable
development also is evident along Route 152. Much of
the existing housing is high density since a good deal
of the zoning calls for minimum lot sizes of 10,000 or
15,000 square feet. Significantly, about 40 percent of
the housing stock is of the multi-family variety.
Over the last twenty years, North Attleborough has
demonstrated a fairly rapid rate of growth. Since 1955,
population increased by nearly 7,000 people, or slightly
more than 5 0 percent. A diverse and stable economy
composed of the jewelry and several other industries plus
ample amounts of developable land are some of the factors
which provided incentive for the Towns's population growth.
Chapter Four North Attleborough - 1 june 1977
-------
DRAFT
TABLE I
HISTORIC AND EXISTING DATA
a. population
1955 1960
1965
1970
1975
13,069 14,777 15,682 18,623 19,120
Historical
% Change
46 .3
b. land use
Acres
Residential
Commercial
Industrial
1951
1,532
127
62
1975
2,509
246
186
Historical
% Change
63.8
93. 7
200
Along with the population growth, land use changes have
also been significant. Nearly 1,000 acres of residential
development has taken place since 19 51. Much of this
growth has occurred to the east and southeast of the down-
town area. Commercial and industrial land also increased
rapidly during this period. Commercial acreage nearly
doubled with additions being made along Route 1, the
1-95 interchange, and also to some extent in Attleboro
Falls and in the northern edge of Kelley Boulevard.
Industrial gains were particularly impressive with
exactly three times the amount of industrial land in use
in 1975 compared to 1951. Much of this expansion has
occurred around Kelley Boulevard in the north end of
Town and also at the interchange fo 1-95.
Projections for North Attleborough point to a less rapid
increase in population over the next twenty years, compared
to the growth which occurred between 19 55 and 197 5.
TABLE 2
19 95 PROJECTIONS
a. population
1975 1980
Historical
1985 1990 1995 % Change
19,120 21,400 22,350 23,050 23,700
24.0
Chapter Four
North Attleborough - 2
June 19 7 7
-------
DRAFT
Census Area
1970 1995 % Change
ED 415
ED 416
ED 417
Rmdr
2,281 3,851 68.8
1,540 2,280 48.0
1,085 1,382 27.4
CT 6302
CT 6301
3,899 5,461
9,860 10,726
18,665 23,700
8.8
TOTAL
b. land use
Acres
1975 1995 % Change
Total Residential
Commercial
Industrial
2,509 3,060 22
246 289 17.5
186 220 18.3
Following a slowdown in population growth, expected land
consumption for residential development is projected to
be approximately half that which occurred between 1951
and 1975. The outlook is for slightly more than 500 acres
of land to be shifted into residential usage over the
next twenty years. Most of this should be on relatively
small lots since zoning for much of the Town calls for a
minimum lot size of 15 ,000 square feet. There is a
30,000 square foot requirement in the northwest quarter
of town, but little growth is expected in this section.
The bulk of the residential development is expected to
take place primarily in the eastern portion of North
Attleborough. (See Figure 1)
Commercial and industrial growth is viewed as undergoing
a similar slowdown. In the commercial sector, the
anticipation is for a moderate amount of growth around
1-295 and Route 1 interchange and also north along Route
1 into the southern end of East Washington Street. This
seems fairly plausible since most of the zoned commercial
land exists in this area, and a high volume of potential
shoppers regularly travel through this zone. Additional
commercial growth has been projected nearby the 1-95
interchange and also along Kelley Boulevard. However,
such growth will take place only as more land is zoned
for this purpose since existing areas are nearing capacity.
For industry, the overall projection looks to be one of
continued moderate growth around the major highway route
of 1-95. This area is well suited for industrial
development from the standpoint of transportation services
since the 1-295 and 1-9 5 interchange provides a convenient
transportation node. In addition, extensive amounts of
land have already been zoned for industrial use in this
area.
Chapter Four North Attleborough - 3 June 1977
-------
NORTH >
LEBOROUGH
Remainder of
L CT 6302~*sf'
LEGEND
CENSUS AREA BOUNDARIES
SCALE
t
2 MILES
FIGURE 1
CENSUS AREA BOUNDARIES
TOWN OF
NORTH ATTLEBOROUGH
Chapter Four
North Attleborough - 4
June 1977
-------
DRAFT
B. WATER QUALITY INFORMATION
The central portion of North Attleborough is situated
in the Ten Mile River drainage basin. The eastern
third of Town is in the Bungay River Basin while the
western part of Town is drained by both the Seven
Mile River and Abbott Run at the extreme edge of Town.
Portions of the Ten Mile, Seven Mile and Bungay River
basins are composed of glacial deposits which form
important aquifer systems. These aquifers are
recharged in places by the streams which run across
them. The North Attleborough aquifers are mapped by
the U.S.G.S. on Hydrologic Atlas #300. (See Figure 2)
1. Water Supply
The Town of North Attleborough has four wells in
Plainville in the Ten Mile River aquifer with a total
normal pumpage of approximately 2.7 MGD. The
Whiting Street well (1.0 MGD) in North Attleborough
is also in the Ten Mile River aquifer. The with-
drawal from the Ten Mile River aquifer by both
towns averages *+.45 MGD while industries pull
a minumum of 0.6 MGD for a total of 5.1 MGD. This
is well above the 2.0 MGD minimum safe yield
estimated by the U.S.G.S. in 1968. As a result,
North Attleborough's wells have experienced pumping
problems due to draw down. The deeper Plainville
well has not as yet experienced problems.
The Kelly Boulevard well in the Bungay River aquifer
is normally pumped at .72 MGD. An additional well
(.72 MGD) is proposed in the same aquifer area to
meet future needs. North Attleborough shares the
Bungay aquifer with Mansfield (3.2 MGD), the North
Attleborough National Fish Hatchery (1.5 MGD), and
Attleboro (1.45 MGD). Total average withdrawal from
the Bungay aquifer (#3 on U.S.G.S. Hydrologic Atlas
HA-300) is 6.87 MGD which is above the 5.6 MGD
minimum safe yield estimated by the U.S.G.S. in 1968.
In the future, periods of less than average precipita-
tion and the combined withdrawals from the Bungay
aquifer will help to lower the levels of the river
and Bungay Lake.
Both aquifers the city taps are developed near capacity.
A well site has been bought in the Abbott Run basin and
the city may get up to 1.0 MGD of additional future
supply.
Chapter Four
North Attleborough - 5
June 19 77
-------
Nor
Attlcbor
Fish
Hatcher
NORTH
LEBOROU
I Holppin Hill
Reservoir
s
y will
LCOCNO
YIELD
rornvTiAL
RICHARCK
potwtxal
CONTAMINATION
POTENTIAL
RELATIVE
RUN-OPP RATS
ACQUIPBB
COMPOSITION
II111
MICH
>3Qp cm
MODERATE
<200 6PM
LCW-BICa
D1C8
NODtRATB-LOU
STRAT1TIED
GLACIAL
DEPOSITS
»•
HIGH-
MODERATE
HICK
UM-M00ERATE
1 1
L0U
<25 CP*
UN
LOW*
HIGH
SB) ROCK i
Oft TILL
• RICH nun BBDftOCK IS AT LARD HIHACI
•0.8 KUN1CIPAL~AVC WDUSTIIAL SUPPLY WLL. NUMB It
XI YZKLO, KIILXOM CALLOUS PBS DAT
STUDY-ttEA AMD DRAINAGE BOUNDARY
•• HORIZONTAL LINE ORIENTATION> PARALLEL WITH TOWN NAME
SCALE
2 MILES
FIGURE 2
GROUNDWATER
RESOURCES
TOWN OF
Chapter Four
North Attleborc u/Ji - 6
NORTH ATTLEBOROUGH
June l('
-------
DRAFT
North Attleborough,along with Plainville and Attleboro
have tapped the known supplies of water, and new
supplies (other than interbasin transfers) will be
difficult to locate. These communities could find
that reducing per capita water consumption (25
percent with 2.5 gallon toilets, and low flow
fixtures) could be the cheapest and most efficient
way to sustain an adequate supply. Further information
or the possibilities for water conservation can be
found in Chapter Two.
2. Groundwater Quality
The North Attleborough Water Department does not use
treatment other than caustic soda to adjust the pH
of the acidic groundwater.
The sodium concentration in the finished water is
above the recommended 2 0 ppm. The two primary
sources of sodium are highway salting, which sub-
sequently leaches to the groundwater, and water
treatment chemicals. The State is presently reducing
its salt application rates and the town may want to
consider doing the same. Calcium oxide and other base
chemicals could be used in place of caustic soda
to achieve the desired pH adjustment without the
undesirable increase in sodium.
The Ten Mile River aquifer in Plainville and North
Attleborough shows slightly elevated nitrate levels
(1.8-2.5 ppm) which reflect the density of unsewered
development in the drainage basin. Any substantial
future development in the Plainville or North
Attleborough portions of the Ten Mile River basin
(above the outlet of Whiting pond) should consider
the no discharge or sewer options (See Section
D) to insure the quality of the Ten Mile River
aquifer.
Elevated nitrate levels (3.3 ppm) have been reported
from Kings Grant Estate Company's well which is
located in the Abbott Run drainage basin above the
proposed North Attleborough well site. The sources
of this nitrate may require identification and control
to insure the quality of the groundwater.
Chapter Four
North Attleborough - 7
June 1977
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DRAFT
3. Stream Conditions
In addition to the Ten Mile River, the Ten Mile Basin
in North Attleborough also includes the Seven Mile
River and the Bungay River. The Seven Mile River
has been assigned a classification goal of A, and
because of the absence of point sources it is also
an anti-degradation segment. However, sampling
results show that the stream falls far short of its
A classification goal. High values for coliform
bacteria, BOD, solids and nutrients prohibit the
stream from meeting its designated classification.
Agricultural runoff is probably the prime source of
these pollutants while leachate from septic systems
may also be contributing to the problem.
The Bungay River has a B classification for future
use although under existing pollution loads the
stream only meets the criteria of a C river. Problems
which have been found include high total coliform
levels, very low dissolved oxygen concentrations,
higher than normal solids as well as elevated color
readings. There are two primary reasons for this
condition. First, the Bungay is a sluggish stream
which moves through some swamp land areas. Passage
through the swamp acts to deplete dissolved oxygen
levels due to the demand extended by decaying
vegetation and possibly because of the diurnal
variation of algal photosynthesis activity. Secondly
the operation of the National Fish Hatchery on the
Bungay provides a significant discharge to the stream.
This discharge contributes significantly to the
pollution problems mentioned above.
The portion of the Ten Mile River which passes through
North Attleborough has been assigned a B classification
as a water quality goal. However, a complex set of
circumstances including urban runoff, impoundments oil
the river and discharges from numerous industries
combine to leave the river in poor condition.
Because of the complexity of the situation, even if
the best practicable treatment is applied to the point
sources the stretch of the Ten Mile in North
Attleborough will not be able to meet a B condition.
As a result, this stretch has been declared a water
quality limited segment and additional measures such
as treatment of storm runoff will be necessary before
the river meets the B goal assigned by the State.
It is important to stress here that the use of
conventional treatment methods alone will not enable
the Ten Mile as it passes through the City to achieve
the 197 2 Water Pollution Control Act goal of fishable
and swimmable by 198 3.
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North Attleborough - 8
June 1977
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DRAFT
More specifically, some of the problems which exist in
the North Attleborough portion of the Ten Mile are
as follows. As the river exits from Whiting Pond,
high coliform levels have been noted. Likely sources
of this pollution include urban runoff and sewage
discharged along with industrial waste. Further
downstream, between Whiting Pond and Falls Pond, a
number of other parameters complicate the pollution
situation. In addition to high coliform levels,
nutrient and heavy metals are also a problem.
Industrial discharges from metal plating activities
have combined to create unacceptable concentrations of
phosphorous as well as copper and nickle in the
stream. Very high concentrations of these two metals
as well as cadmuim, chromium, zinc, mercury, and
arsenic have also been discovered in the bottom
sediment.
As the river enters Falls Pond) algal activity
increases considerably and heavy metal concentrations
in the sediment remain high. The long time practice
of industrial discharge to the river is the primary
source for these pollution problems. From Falls Pond
south to the city line, the river is subject to addi-
tional industrial discharges plus occasional over-
flows from the sewage pumping station at Freeman
Street. These sources result in elevated concentrations
of BOD, coliform, ammonia nitrogen and nitrate nitrogen.
4. Sewage Treatment Plant
The North Attleborough sewage treatment plant is
located near Clifton Street, about 2 miles west of
Route 95, along the east shore of the Ten Mile River.
The present secondary sewage treatment plant consists
of a distribution chamber, a primary clarifier, a
trickling filter, a secondary clarifier and a
chlorination system. Sewage flows from the distribu-
tion chamber to the primary clarifier. The primary
effluent goes to the trickling filter and then to
the secondary clarifier and the chlorine chamber
prior to discharge to the Ten Mile River. The
North Attleborough sewage is a mixture of domestic
and industrial waste, and runoff. Presently, 8,000
residents are served by the sewer system which
represents 50% of the total population. The area
served is about 2.3 square miles. The existing
structure does not comply with the standard require-
ments of a secondary plant. Capacity related to
hydraulic and organic loading is often exceeded.
Chapter Four
North Attleborough - 9
June 1977
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DRAFT
Designed to handle 1.4 MGD, the plant is presently
running at 2.4 MGD. In addition, the non-controlled
mixing of septage with the primary effluent increases
the organic load of the sewage and sometimes causes
inefficiency of the trickling filter operation.
Since the plant lacks flexibility, adjustment of
the detention time in the primary and secondary
clarifier becomes dependent on the hydraulic load.
North Attleborough is well aware of the inadequacy
of its treatment plant, and for many years they
have been attempting to get a new one built.
Currently the Town is in the design phase for
building a new plant.
Chapter Four
North Attleborough - 10
June 1977
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C. LOCAL WATER QUALITY ISSUES
1. Areas With Wastewater Disposal Problems (See Figure 3)
a. King's Grant Estate
This is a relatively new and fairly extensive
subdivision which has experienced significant
septic system problems. Apparently the problem
stems from the soil conditions which consist
of sand and gravel plus layers of clay which
prevent adequate percolation.
b. Autumn Road
The problem in this area is poor surface
drainage which has caused the flooding of septic
systems and their subsequent failure.
c. Ellis Road
There is not much development along this road,
but what exists is plagued by poor soil conditions.
d. Bayberry Road
Poor soils and inadequate surface drainage during
the spring have created on-site problems for
dwelling along this road.
e. West of Route 1 - Older Core Area
Many lots in this older section of Town remain
unsewered and cesspools are the most common
means of sewage disposal. Many failures have
occured in this section, and the failed units
have subsequently tied into the sewer system.
f. Shopping Center and Mobile Home Park off Route 1
A storm drain from Route 1 cuts between the
shopping center and the mobile home park and
then into the Ten Mile River. Storm runoff
from the parking area is a pollution problem,
but more importantly, raw sewage from the mobile
home park has resulted in storm drain flows
with very high coliform counts.
Chapter Four
North Attleborough - 11
June 1977
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DRAFT
g. Anawan Road
In this area septic tank failures have occurred
in the past.
h. Noborough Drive
Poor surface drainage and some septic tank
failures have been noted in this area.
i. Bungay Lake
There is a significant amount of seasonal and
year round homes on this lake. Some signs of
eutrophication have been noted during the
summer months.
2. Constraints on Future Development
Soil limitations for the on-site disposal of sewage
are present throughout large portions of the Town.
The soil survey undertaken by the Soil Conservation
Service indicates that approximately 6 5% of the
land is plagued by development related problems
of moderate to severe intensity. Reference to soil
maps shows that only the eastern and western most
edges of Town as well as stretches in the central
section from the southern part of Attleboro Falls
and then north along either side of Smith Street
are relatively free of soil constraints.
As mentioned earlier, there are a number of
important aquifers in the North Attleboro area
which the Town currently taps for its water supply
needs. The largest one essentially encompasses
all the territory to the east of 1-95 and Route
152 and extends into Attleboro and Mansfield.
Another important aquifer exists along the Ten
Mile River roughly through the center of downtown
North Attleborough.
Other aquifers in the Town are located along
Cumberland Avenue and also along the Ten Mile
in the Attleboro Falls section. Although these
are smaller groundwater systems, they do tie into
much larger systems in Attleboro. It should be
noted that North Attleborough's treatment plant
sits directly above the aquifer in Attleboro
Falls. This represents a potential if not an
existing water quality problem.
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North Attleborough - 13
June 1977
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DRAFT
According to the U.S.^ Geological Survey maps,
there are very few areas of concentrated wetlands
in the Town. What wetlands exist are small and
are widely scattered.
3. Known Non-Point Sources Problems
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DRAFT
e. National Fish Hatchery
The process of raising fish results in a large
input of organic matter into the Bungay River.
This input negatively effects the dissolved
oxygen content of the river downstream from
the hatchery.
Chapter Four
North Attleborough - 15
June 1977
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D. ALTERNATIVE SOLUTIONS
In offering alternatives for North Attleborough, several
features must first be observed. For one, the Town
is currently in the Step II design phase for a new
4.61 MGD treatment plant. The plant would include
capacity to handle wastewater from Plainville. Secondly,
most of the older, high density areas are already sewered
and there are no immediate plans to extend sewer service
to other parts of the Town. An exception would be the
interceptor from Plainville to the new treatment plant
and the hookup of numerous households which have been
prohibited from doing so during the sewer moratorium.
Thirdly, because North Attleborough has grown in a
rather tightly knit spatial pattern much land remains
undeveloped today. This is true particularly in the
Seven Mile River Basin and in the Bungay River Basin
as well. Because of the relatively undeveloped
condition of the basins and also the presence of an
important aquifer in the Bungay Basin, future land use
decisions will play an important part in determining
how well surface and groundwater conditions will be
preserved.
In sum, the above suggests that land use controls as
well as individual on-lot treatment systems could
play important roles in preserving the Town's water
quality. While sewer additions may be made, a very
large portion of the Town will still remain unsewered.
Within this framework the following options are put
forward.
1. Sewage Treatment Plant
As mentioned, North Attleborough is well along in
the process of expanding and improving its treat-
ment plant. One of the features which the Division
of Water Pollution Control has required in the
design of the new plant is a component that would
provide for nitrification and the removal of
Chapter Four North Attleborough - 16 June lg77
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DRAFT
Whiting Pond and Falls Pond will remain unchanged
since they are above the treatment plant.
Given the situation outlined above where the benefits
of going to advanced treatment are somewhat in doubt,
North Attleborough could proceed in the manner out-
lined below.
la. Operate the advanced portion of the treatment on
a seasonal basis only. That is, phosphorous
removal and nitrification would be carried on for
the months during which algae growth normally takes
place and shut down during the cold weather months.
A reasonable operation period might be mid-April
to mid-October.
--Environmental Assessment
Operation of the advanced system during warm
weather months would eliminate a significant
portion of the nutrient load entering the Ten
Mile below the treatment plant. Depending
on the amount entering the river from other
sources, algae growth should diminish in the
ponds located downstream. During cold weather,
algae production is cut down tremendously or
ceases altogether. Stream conditions should not
be adversely effected during winter months if
advanced treatment is eliminated during this period
—Policy Review
The Division of Water Pollution Control has the
final say over the performance level a plant
must maintain. The Division has been rather
reluctant to allow plants to go to seasonal
treatment although several have requested
permission to do so. Marlborough, Brockton,
and the Old Colony Water Pollution Control
District have all sought to gain a seasonal
permit for the operation of their advanced
component. All have been denied for one reason
or another. Fitchburg, on the other hand, does
have a permit to operate on a seasonal basis.
They operate the treatment plant as an advanced
system from May 1 to October 31 and as a
secondary plant from November 1 to April 30.
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North Attleborough - 18
June 1977
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DRAFT
--Costs
Advanced treatment plants are enormously expensive
to operated and maintain. They are much more
expensive to operate than a plant designed solely
for secondary treatment. For example, the cost
curves presented in Figure I of Chapter Two show
that the annual operation and maintenance cost
for a 5.5 MGD advanced treatment plant would be
about $900,000 to $1,000,000. A plant with the
same capacity, but designed for secondary treat-
ment only would cost somewhere between $300,000
and $400,000 per year for operation and main-
tenance .
If North Attleborough operated the advanced
portion of its plant on a seasonal basis, a
considerable savings could be realized although
not as large as if the plant was designed only
for secondary treatment. As an example, to
operate and maintain Fitchburg's 5.5 MGD plant
as an advanced system for the full year cost the
City $900,00 0. When they went to a seasonal
operation the operation and maintenance cost
was reduced to $70(1,000.
Whitman and Howard has estimated that the annual
operation and maintenance for the new plant will
run approximately $233,000. Based on the
experience of similar plants currently in operation
in the area, operation and maintenance may be
closer to $700,000 or $800,000 when it becomes
operational. If the Town goes to a seasonal use
of its advanced component, a 10 to 20 percent
savings in could be expected.
lb. Urban Runoff .
As mentioned,urban runoff presents a sizeable but
undetermined waste load to the Ten Mile. North
Attleborough has a completely separated sewer
system, and stormwater is discharged at numerous
locations without any treatment. While there are
several ways to control urban runoff (see Chapter
Three - Urban Runoff Chapter Two-Section C.3)
many are structurally intense and costly. The Town
might be able to take advantage of its existing sanitary
sewer capacity and provide some treatment to the early
portions of a storm which usually contain the most
important part of the pollution load.
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North Attleborough - 19
June 1977
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DRAFT
To start, the Town could test the quality of run-
off discharged at the storm sewer outfalls to
determine which land areas were contributing the
most significant pollution loads. Based on the
results, an in-line storage or off-line storage
program could be developed. In essence, storm-
water from selected areas would be pumped to the
sanitary sewer. This transfer would continue up
to the capacity of the sewer system at which time
runoff would again be allowed to discharge to the
Ten Mile. Additional storage might be added by
creating an off-line storage pond or lagoon.
Both methods would allow for treatment at the plant.
With off-line storage, the collected runoff would
be pumped back to the treatment plant during periods
when capacity was available.
—Environmental Assessment
Collecting runoff in the above manner would
eliminate the direct discharge of urban runoff
from those areas of North Attleborough which
create the most impact. Also, the early or
first flash portion of the storm, which contains,
the greatest pollution concentration, would
receive treatment. If the storm is large,
however, later portions of the storm flow would
have to be by-passed without treatment.
—Policy Review
EPA has issued rules and regulations for the
application of the National Pollution Discharge
Elimination System permit program to storm
sewers. EPA intends to enforce this section
of the permit system as runoff abatement
technologies become available.
lc. Industrial Wastes
Another component of the treatment plant question
is the make-up and quantity of industrial wastes
which are sent to the plant. A detailed industrial
survey has not been completed for the Town of
North Attleborough and hence it is difficult to
accurately assess the potential industrial con-
tribution requiring pretreatment. Based upon the
Massachusetts Directory and the local Chamber of
Commerce, there are a number of large companies
Chapter Four
North Attleborough - 20
June 197-7
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DRAFT
on NPDES permits who split their discharges to the
river and the Town system. Accordingly, it will
be prudent to generate some of this industrial
data as work progresses on the design of a
tertiary treatment plant.
There may be opportunities identified at that time
which can contribute to lowered costs for these
industries through joint pretreatment or water
reuse projects. The possibility that some of these
toxic wastes are going to landfills should also
be studied. In addition, based on the results of
an industrial survey,the Town should then move
toward revising its sewer ordinance in order to
regulate the industrial wastes sent to the new
treatment plant. SRPEDD has worked on such
ordinances and would be available for technical
assistance (See Chapter Three for a model ordinance).
It is recommended that the process be undertaken
with the full cooperation of the industries affected.
—Environmental Assessment
Water reuse will help reduce the demand on the
Ten Mile aquifer which is highly developed at
this time. Joint pretreatment involves economies
of scale which not only saves money, but also
reduces the use of raw resources such as power
and the material used in the construction of
additional treatment units.
Since certain industrial waste products can be
harmful to the proper operation of the treatment
plant, a sewer ordinance which regulated industrial
inputs will help keep the plant operating effectively.
This should reduce the episodes of treatment
plant malfunction and thereby avoid additional
impact on the quality of the river.
—Policy Review
Industrial permits are set and monitored by the
Permit Section of the Division of Water Pollution
Control. They have jurisdiction over wastes
discharged directly to the river, but not over
that portion of the waste stream sent to the
treatment plant. EPA is in the process of setting
new industrial pretreatment standards and
Chapter Four
North Attleborough - 21
June 1977
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DRAFT
revising existing ones. However, this system is
not entirely in place at this time. During the
process of revising its sewer ordinance, North
Attleborough will have to remain alert for new
developments in the permit program in order to
incorporate them where necessary. Finally,
once developed the sewer ordinance will have to
gain final approval from the Division of Water
Pollution Control.
2. Sewering Options
Although the sewage treatment plant is North
Attleborough's main concern, some small incre-
ments to the sewer system might be warranted
over the next 20 years. (See Figure 4)
Possible areas include:
2a. Sections to the south of the town center, particu-
larly along Route 1 between 1-29 5 and the Washington
Street and Route 1 intersection, Anawan Road,
Reservoir Street, and also Mount Hope Street in
the Falls Pond area.
2b. An area to the West of North Attleborough center
particularly around Whiting Pond and West Street,
Additional areas would include High Street and
Ellis Road where problems have arisen in the
past.
--Environmental Assessment
Option 2a addresses several problem areas. Both
Anawan Road and the mobile home park which have
been identified as problem areas could be tied
in. Also, the lower part of the Falls Pond
area would be included. While septic tank
problems have been at a minimum in the Falls Pond
area, sewering would add a measure of protection
to the pond. Secondary growth effects would be
very minor since a majority of the land along
the proposed sewer route is developed.
Under 2b, any threat to Whiting Pond from septic
tank leachate would be removed. Further, problem
spots along High Street and Bayberry Road as
well as Ellis Road would be taken care of.
There might be secondary growth implications to
sewering these areas, however, since there is
much undeveloped land along these roads.
Chapter Four
North Attleborough - 22
June I977
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OPTION &
OPT I OS/ Z
OPTION
FIGURE 4
SEWERING OPTIONS
SCALE T0WN 0F
i NORTH ATTLEBOROUGH
Chapter Four North Attleborough - 2 3 June 197 7
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DRAFT
--Policy Review
It is EPA policy not to fund laterals or
collectors in any area that was less than two-
thirds developed at a date prior to October 12,
1972. In addition, EPA will not fund laterals
until a detailed cost-effectiveness analysis
demonstrates that sewers will provide a better
solution than the continued use of septic tanks.
—Costs
Laterals and Collectors $1,200,000
Pump Station and Force
Main 520,000
Total Cost $1,620,000
House Connection $60 0/unit
b. Laterals and Collectors $ 410,000
Pump Station and Force
Main 150,000
$ 560,000
House Connection $600/unit
3. Sewer Bungay Lake
Bungay Lake has shown an increase in algae as
well as weed growth over recent years. In this
area, several sewer options are possible. (See
also option 5 for a discussion of a non-sewer
alternative.)
3a. In one case, an interceptor could be builtv which
would extend from the lake down Kelley Boulevard
to connect with the Attleboro system on North
Main Street. This option will depend on Attleboro
expanding its system up North Main Street.
3b. A second solution would be to extend an interceptor
from Bungay Lake to the Mansfield sewer system
at West Street.
3c. As a third possiblity, the lake area could be
sewered with the collected waste treated at a
package plant. The plant effluent would be
inflitrated to the ground.
Chapter Four
North Attleborough - 2 4
June 1977
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DRAFT
--Environmental Analysis
Under all three sub-options septic tank leachate
will be elimanated, and therefore, the quality
of the lake should improve. However, sewering
the Bungay Lake area also has some potentially
important environmental consequences associated
•with it.
If an interceptor is sent to either Attleboro
or Mansfield, significant growth related impacts
are a potential long range threat. The route
down Kelley Boulevard to Attleboro sits above
the Bungay aquifer. Growth related problems
might include: reduced recharge because of an
increase in impervious surface; well field con-
tamination from storage facilities such as gas
stations; decline in air quality due to increased
automobile traffic. This sub-option is also very
energy intensive since four pump stations would be
needed. The interceptor route to Mansfield is also
through undeveloped land and essentially the same
impacts would be possible on this route. A package
plant on the other hand, will avoid the threat of
any growth induced enviromental impacts. However,
it will concentrate all the sewage that is now
dispersed around the lake and infiltrate a secondary
effluent to the groundwater at one location.
Additional renovation should occur through the
infiltration process, so the impact on ground-
water quality should be minimal.
•Policy Review
EPA funding policy discussed under option 2
applies here also. In addition, the Department
of Environmental Quality Engineering might be
opposed to the manner of disposing of the
secondary effluent since the site is located
over an important drining water aquifer. Finally,
discharge to the lake or the Bungay River is
not possible decause both are protected under
the State's anti-degradation policy.
Chapter Four
North Attleborough - 2 5
June 1977
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DRAFT
—Costs
a. To Attleboro
Laterals and Collect $ 850,000
Pump Stations and Force
Mains 350,000
Total Cost $1,200,000
House Connection $600/unit
A user charge would also be included
to cover operation and maintenance
and possibly a portion of the capital
cost.
4.
b. To Mansfield
Laterals and Collectors
House Connection
A user charge would also be
included.
c. Packaged Plant
Plant
Laterals and Collectors
Pump Station and
Force Main
Total Cost
House Connection
Land Use Controls
$1,000,000
$600/unit
$ 500,000
510,000
190,000
$1,200,000
$600/unit
Large sections of the Town remain undeveloped or
sparsely developed. As mentioned earlier, many
sections are plagued by poor soils, and the area
east of 1-9 5 is critical because of the presence
of a vital water supply aquifer. Also, Bungav
Lake has manv season*1 homes located on its shores
and considerable -=ilgae growth has been evident in '
the lake in recent years. Several land use control
mechanisms could be utilized to help protect these
zones. (See Chapter Three for more discussion on
land use management techniques.)
Chapter Four
North Attleborough - 26
June 1977
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DRAFT
4a. Increased Lot Sizes
Lot sizes should be increased in certain unsewered
areas of Town. Zoning requirements now call for
15,000 square feet over the Bungay River aquifer,
the Ten Mile aquifer in the Attleboro Falls area,
and the small Seven Mile River aquifer around
Cumberland Avenue and Old Post Road. For these
specific areas, it is recommended that minimum lot
sizes be expanded to about three-quaters of an acre.
This is an approximate figure, but according to
SRPEDD calculations, lots of this size should
provide adequate groundwater protection if septic
systems are operated efficiently.
lb. Aquifer Protection Districts
In addition to or in place of changing lot
size requirements, the Town could institute
measures to protect important aquifer zones.
This technique would first require North
Attleborough to map aquifer areas or smaller
well field areas. Having completed this, one
or all the following methods might then be
utitlized:
—Establish a restrictive by-law which would
prohibit particular activities (gas stations,
landfills, certain industries, storage of<
chemicals, etc.) from locating and operating
in aquifers.
—Set up a performance system whereby develop-
ment would be allowed by permit only. Permits
would be issued only upon a demonstration
that the particular use would not pose a
threat to the aquifer. The burden of proof
would rest with the developer.
4c. Lake Shore By-Law
Establish a lake shore protective by-law
which would regulate conversion to year
around units, lot sizes, location of buildings,
type of land use and the type and location of
waste disposal units.
Chapter Four
North Attleborough - 27
June 1977
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DRAFT
--Environmental Assessment
Properly investigated, set up and operated,
4a and 4b could provide effective protection
to the Town's aquifer zones. Accurate mapping
and thorough enforcement effort is necessary
on the part of Town officials to make such
a program successful.
It is significant to note here that even if
North Attleborough instituted aquifer protec-
tion regulations, this would not entirely
eliminate the threat to its aquifer system.
Simply stated, the aquifers that pass within
North Attleborough are not confined solely
to its borders. Rather, they flow through
several communities, and what happens in
these municipalities will eventually have an
impact in North Attleborough. Therefore, a
much more effective system would be a
comprehensive, intermunicipal arrangement
which established a continuous aquifer
protection zone through several
municipalities. The principal towns would
include Plainville, Mansfield, Attleboro as
well as North Attlteborough
Both Ha and 4b should have little secondary
impact associated with their implementation.
Increasing lot size will reduce traffic flow,
impervious area and the volume of waste disposal
to the ground. In addition to eliminating
those uses which would be harmful to groundwater
quality, an aquifer protection by-law would screen
out some uses which generate large traffic volumes
as well as surface cover. Gas stations and indust
ries, which might be prohibited in certain cases
are two obvious examples. *
Lake shore land use is generally neglected
throughout the State, and as a result,
recreational lakes such as Bungay Lake often
experience a speed up of the eutrophication
process. A lake shore by-law would attempt
to reduce this process by carefully regulating
the type, placement and operation of waste
disposal units. The ultimate result of such
enforcement would be to cut down on the amount
of leachate and therefore nutrients which
are presently entering the water body. Further
if care is taken in the placement of buildings '
around the lake (e.g. away from steep slopes
Chapter Four
North Attleborough - 28
June 197?
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DRAFT
or erodible soils), the threat of erosion
and sedimentation to the lake will also be
reduced. Finally, tight restrictions on lake
shore land use could eliminate the need for
sewers and the associated construction
disruption, energy use and growth incentive
which result from the installation of sewers.
—Policy Review
An aquifer protection by-law and/or a lot
size increase would have to gain approval
by a two-thirds vote at town meeting. The
same requirement would hold for a lake shore
district and management program.
Undoubtedly, some landowners who would become
subject to such regulations would raise
objections to the restrictions created by
the provisions set up for a aquifer protection
district or lake shore district. A carefully
prepared argument in support of the land
use measures would have to be prepared to
convince the Town of its merits.
5. On-Site Alternatives
Many sections of North Attleborough rely on
septic systems, and since much of the Town will
remain unsewered in the future, the practice,
of on-site disposal will continue in wide use.
However, because of soil conditions and the
amount of problems evidenced in the past,
(See Section C) it appears imperative that a
change in on-site practices be adopted.
A suitable program would institutionalize
certain maintenance and operation practices as
well as require alternative on-site discharge
units in some situations. Components of such
a program are as follows:
Inspection and Maintenance
A maintenance and inspection program would be
set up requiring the pumping and inspection
of septic systems on a regular basis. The
interval would be established based on a
knowledge of local operating conditions. In
areas where problems have occurred or where
soil conditions create a greater likelihood
Chapter Four
North Attleborough - 29
June 1977
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DRAFT
of problems, the frequency of pumping would
be increased. Once the pumping schedule was
set, proof of pumping would be mandatory, and
the cost could be borne by the homeowner. See
Chapter Three for a further discussion.
No Discharge Units
When failing systems are discovered through
the inspection program, no discharge units
could be required where the problem is
related to soil conditions, high water table
or high density development. Where problems
are related to improper installation, septic
systems may still be allowed. An example of
where this suboption might be employed is the
King's Grant Estate subdivision. (See Chapter
Two for discussion)
Water Conservation Devices
Water conservation devices such as aerated
shower heads, aerated faucet nozzle and low
flow toilets would prove useful in reducing
waste flows to the groundwater and also
conserve valuable water supplies. As
mentioned in Section B, North Attleborough
has tapped most of the available supplies
of groundwater. These units might be required
for all new development or where problems
with septic tanks have been discovered during
the inspection process.
—Environmental Assessment
An inspection and maintenance program would
help prevent premature septic tank failure
and, therefore, help protect groundwater and
surface water quality. Further, if such a
program is successful, it will help avoid
the need for expanded sewer service in the
future. This will also eliminate the growth
incentives which are frequently associated
with the installation of sewers.
In addition to aiding water quality by reducing
grey water flows , low flow devices will help
reduce water supply demand and stall the
need to develop new sources as population
Chapter Four
North Attleborough - 3 0
June 1977
-------
DRAFT
grows. All communities in the Ten Mile basin
plus Mansfield tap the Ten Mile or Bungay
Aquifer, and both systems are developed near
capacity (See Section B). In the future,
the Town may have to seek sources out of
basin which would involve an elaborate
conveyance system and also modify the exist-
ing hydrologic regime.
—Policy Review
The Board of Health would be responsible for
the inspection and maintenance program, and
could initiate the program within their
existing powers. The Board of Health would
also be the agency to require individual
households to go to no-discharge units. At
this time, humus toilets and other innovative
units are permitted by the Department of
Environmental Quality Engineering only if
it can be demonstrated that their impact
will not be greater than other approved
systems. The use of water conservation
devices may require a modification to the
State's Plumbing Code to make specific
provisions for these units. North Attleborough
may find a modification of their plumbing
and/or building code useful also.
—Costs
Installation
Cost
Annual
Operation 8
Maintenance
Inspection &
Maintenance
program
$ 60/unit
No Discharge Units
Compost
Toilets
$600-2500
$0-75
Incinerator
Toilets
$600
$2000
$1100
$ 250
Holding Tank
Grey Water
System
$800-1200
Chapter Four
North Attleborough -
31
June 1977
-------
DRAFT
Low Flow Devices
Aerated Shower
Head $14-17
Aerated
Nozzels $2-3
6. National Fish Hatchery-Settling Pond
The propagation of fish at the hatchery results
in the production and release of large amounts
of suspended organic matter to the Bungay River.
The effect is a decrease in the dissolved oxygen
content of the river immediately below the
hatchery. As a preliminary recommendation,
it is suggested that either of two options be
considered. First, a settling pond could be
built in order to remove a good portion of
these suspended organics before the hatchery
water is released to the Bungay. Alternately,
a underdrained rapid sand filter system might
be built to remove the organics.
—Environmental Assessment
Dissolved oxygen should increase and suspended
solids should decrease if one of the above
described techniques is adopted. Which
system would perform most effectivlv would
depend on a detailed study. The first option
may he subject to hydraulic overloading,
while the second option requires frequent
cleaning.
—Policy Review
The hatchery currently has a discharge permit.
Before implementing either of the two options
mentioned, Water Pollution Control would have
to alter the permit by stipulating a removal
of some portion of the suspended organic
material.
SUMMARY
North ^ttleborough has several^problem^areas "hich^be^
addressed on an comnonent of the new treatment plant
V 0PeTfLrteo? rte year 'and hereby save a considerable
in operation and maintenance. It is reoonanend
Chapter Four
North Attleborough - 3 2
June
-------
DRAFT
that the Town apply to the Division of Water Pollution Control
for a permit to operate the advanced portion of the plant
on a seasonal basis.
It is estimated that a savings of between 10 and 20 percent
could be realized if the plant is operated on a seasonal
basis. This could amount to a considerable savings for the
Town if the new plant operates in a manner similar to those^
which are currently in operation. A well planned sewer ordinance
will further improve the operation of the plant and reduce
the occurrence of treatment plant malfunction. It is recom-
mended that North Attleborough make this effort to update its
sewer ordinance. Also, measures to control runoff would
further improve river conditions by eliminating a good portion
of the nutrient load that enters the river from the impervious
urban area. Before instituting runoff controls, the Town^
should first determine through storm sampling the actual in
stream effect of runoff and which areas of town contribute
most to the problem. Based on this information, North
Attleborough could proceed with a control program as out-
lined in lb.
Sewer options address several problem areas including Anawan
Road, Bayberry Road and Ellis Road. They also address other
sections which are not problems, but do have a considerable
amount of development. Option 2a would cost about 1.6 million
and 2b approximately $.6 million. Three sewer options have
been introduced for Bungay Lake, and they run from $1.0 to
$1.2 million. At this time, sewers do not appear necessary,
and land use as well as on-site alternatives can be used .
instead.
The on-site alternative 5 should be implemented. It will be
useful in avoiding the sewer alternatives as outlined in 2a,
2b and 3. It will also improve conditions at those locations
with septic tank problems. Lot sizes should be increased in
non-sewered areas which sit above important aquifers
(option 4a). Further, 4b., an aquifer protection option,
should be instituted because of the Town's dependence on
groundwater and the threat of development over the Bungay
and Ten Mile aquifers. A lakeshore protective by-law, 4c,
should also be instituted on Bungay Lake and Falls Pond to
prevent the rapid eutrophication of those water bodies.
Finally, a settling pond co? an underdrain and rapid sand
filter system would help solve the pollution problem rrom
the fish hatchery. The exact method of control should be
chosen after a detailed study.
Chapter Four North Attleborough - 33
June 1977
-------
TABLE 3
ENVIRONMENTAL ASSESSMENT
OPTIONS
SURFACE WATER QUALITY IMPROVEMENT
GROUNDWATER QUALITY IMPROVEMENT
EXTENT CONSTRUCTION DISRUPTION
ENERGY DEMANDS
CHEMICAL DEMAND
LAND AREA REQUIRED
DRINKING WATER PURITY
ENDANGERED SPECIES
COMMERCIAL FISHERIES
AIR QUALITY
NOISE POLLUTION
SOIL EROSION
FRAGILE AREAS
PUBLIC HEALTH
USE OF RECREATIONAL AREAS
PREDUCTION IN RUNOFF POLLUTION
+ = Beneficial Impact
- = Adverse Impact
Blank = No Discernible
Change/Not Applicable
3
2
.1
Maximum Impact- "
Moderate Impact
Minimal Impact
GROWTH IN RESIDENTIAL LAND USE
x
x
Tp
GROWTH IN COMMERCIAL LAND USE
V
X
X
GROWTH IN INDUSTRIAL LAND USE
/
Y
Y
INCREASED RUNOFF FROM DEVELOPMENT
A
DISLOCATION OF INDUSTRY OR FIRMS
/
/
/
A
Y
/
V
A
/
+ = Yes
- = No
Blank = No Change
Chapter Four
North Attleborough - 3U
Jurie
-------
TABLE 3
ENVIRONMENTAL ASSESSMENT
OPTIONS
z
ZZ
Z
SURFACE WATER QUALITY IMPROVEMENT
GROUNDWATER QUALITY IMPROVEMENT
EXTENT CONSTRUCTION DISRUPTION
ENERGY DEMANDS
CHEMICAL DEMAND
LAND AREA REQUIRED
DRINKING WATER PURITY
ENDANGERED SPECIES
COMMERCIAL FISHERIES
AIR QUALITY
NOISE POLLUTION
SOIL EROSION -
FRAGILE AREAS
PUBLIC HEALTH
USE OF RECREATIONAL AREAS
CONSERVE WATER SUPPLIES
+ = Beneficial Impact
- = Adverse Impact
Blank = No Di Rcernible
Change/Not Applicable
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
GROWTH IN RESIDENTIAL LAND USE
-A
z
-<<
z
GROWTH IN COMMERCIAL LAND USE
-A
A
Z]
z
GROWTH IN INDUSTRIAL LAND USE
Z
Z
'A
z
/
f
A
/
INCREASED RUNOFF FROM DEVELOPMENT
Z
-A
z
z
z
DISLOCATION OF INDUSTRY OR FIRMS
Z
/
z
A
z
z
z
Z
Z
Z
A
z
z
z
+ = Yes
- = No
Blank = No Change
Chapter Four
North Attleborough - 35
June 1977
-------
DRAFT
LOCAL STRATEGIES - ATTLEBORO
A. INTRODUCTION AND BASE DATA
Spatially, Attleboro demonstrates a fairly compact dis-
tribution of land uses around a core commercial and
business area. From this core, industrial and residen-
tial developments press out in a radial pattern. Another
concentration exists in South Attleboro where strip
commerce follows Route 1 and housing spreads out on either
side of the highway. A lower-density housing concentration
has developed in southeastern Attleboro with notable growth
around Briggs Corner.
Beyond these areas, residential development is scattered,
and only a moderate amount of prime developable land re-
mains available. The southeast quadrant of the City re-
mains largely undisturbed, but the significant wetland
areas in this section provide a constraint to its use.
An important feature which characterizes the City is its
comparatively large and stable industrial base. Attle-
boro has had a long history as a jewelry and metal finish-
ing center, and these activities remain strong along with
the electrical machinery industry. While the employment
level in the City is somewhat in excess of 22,000 jobs,
the population for 1975 stands at 32,650. Although Attle-
boro provides a large employment base, many employees have
chosen to live outside of the community. As a result,
development pressures have been less than what might be
expected.
As mentioned, the commercial structure of the City includes
a downtown core area. Like many communities with an
older downtown, Attleboro faces problems of congestion
and obsolescence. Strip development has increased along
Route 1 in South Attleboro, and competition with the down-
town area has grown correspondingly.
From 1950 through 1975 Attleboro has undergone a steady
but not excessively dynamic rate of growth when compared to
neighboring communities. For example, between 1950 and
1960 population increased from 23,805 to 27,118 or 19.7
percent. This is a growth rate slower than 20 of the 30
SRPEDD communities. Attleboro's relative growth rate slip-
ped further from 1960 to 1970 when population increased by
21.3 percent to 32,907. During this period, 2 >4 of the other
SRPEDD communities grew at a faster pace.
Chapter Four
Attleboro-1
June 1977
-------
DRAFT
a.
b.
TABLE 1
HISTORIC AND EXISTING
DATA
Population
1955 1960
1965 1970
1975
Historical
% Change
24,870 27,118
28,690 32,907
32,650
31.3
Land Use
Acres
1951
1975
Historical
% Change
Residential
2,818
3,823
35.7
Commercial
153
265
73.2
Industrial
253
481
90.1
As in other communities, land use changes since 19 51 have
shown a large increase in urban land and a corresponding
decrease in total acres devoted to forest, agriculture or*
wetland categories. In 1951, Attleboro had 3,224 acres
devoted to intense urban use (residential, commercial, in-
dustrial). By 1975, this total had increased an addition-
al 1,345 acres or 43 percent to 4,569 acres. The primary
activity which has suffered at the expense of conversion
to intense urban land use has been agriculture and open
space. According to MacConnell land use information, these
two categories have lost a combined total of approximately
1,300 acres since 1951, and the total now stands at about
2,131 acres.
Population projections for the City of Attleboro indicate a
very gradual rate of growth. At 19.4 percent over the next
20 years, this rate is about two-thirds the rate of growth
which occurred from 19 55-1975. Factors which should con-
tribute to a slow down in Attleboro's pace of growth include
the large amount of land already developed, a lack of large
amounts of prime unbuilt land, and the generally older con-
dition of the City and its infrastructure.
TABLE 2
199 5 PROJECTIONS
a. Population
1975 1980
1985
1990
1995
Projected
% Change
32,650 36,250 37,450 38,200 39,000 19.4
Chapter Four
Attleboro-2
June. 1977
-------
DRAFT
Sub-community Distribution
Census Area
1970
1995
%Change
Tract 6311
5,912
7,350
24.3
ED 419
2,654
3,135
18.1
CT 6312, BG 1, 2
1,720
1,720
-
CT 6312, BG 3, 4
, 9
1,098
1,556
41.7
ED 418
198
19B
-
Remainder of CT
6313
3,764
3,953
5.0
CT 6314
2,598
2,598
-
CT 6315
2,878
3,067
6.6
CT 6316
4,233
4,440
4.9
ED 4 21
928
1,562
68.3
Remainder of CT
6317
4,066
5,601
37.8
ED 420
867
1,092
26.0
Remainder of CT
6318
1,991
2,728
37.0
TOTALS
32,907
39,000
b. Land Use
Acres
1975
1995
%Change
Total Residential
3,823
4,301
12.5
Commercial
265
318
20.0
Industrial
481
554.5
15.3
Given Attleboro's existing concentrated development in the
downtown area and in South Attleboro, future residential
growth is likely to take place in a scattered fashion through-
out the City. Zoning specifications for areas which are as
yet unbuilt are primarily for lots of 12,000 and 16,000 square
feet. Therefore, much of the single family construction that
will take place in the next 20 years should be on small lots
compared to some of the neighboring communities.
Chapter Four
Attleboro-3
June 1977
-------
CENSUS AREA BOUNDARIES
SCALE
2 MILES
FIGURE 1
CENSUS AREA BOUNDARIES
CITY OF
ATTLEBORO
Chapter Four
Attleboro-4
June 1977
-------
DRAFT
Those areas which are expected to undergo the greatest res-
idential development pressure include the southeast section
of Town east of South Main Street and south of Route 123 as
well as that section between Orr's Pond and the interchange
in South Attleboro (see Figure 1). Pressure for commercial
land should be significant although not excessive. Areas
subject to greatest demand are expected to involve the Route
123 corridor east of the City center plus the South Attle-
boro 1-95 interchange. The most attractive industrial land
exists along 1-95, and the industrial park off County Street
should remain in demand until it fills up.
Chapter Four
Attleboro-5
June 1977
-------
DRAFT
B. WATER QUALITY INFORMATION
The central portion of Attleboro is in the Ten Mile River
system and receives drainage from North Attleborough. Most
of the western part of Town is in the Seven Mile River Basin
with the exception of the western most edge of Town which is
drained by Abbot Run River. The eastern edge of Town is
drained by Chartley Brook and the Wading River.
Stratified glacial deposits form aquifers in the Bungay
River valley, the Ten Mile River valley and the Seven Mile
River valley.
1. Water Supply
The Attleboro water company uses water from the Seven
Mile River-Orr's Pond system (4.3-6.2 MGD), the Wading
River in Mansfield (1.5-2.75 MGD), and the Bungay River
Aquifer (average 1.5 MGD).
The Attleboro Water Department plans to increase pro-
duction from the Orr's Pond system by 1-1.5 MGD by in-
stalling four eight-inch tubular wells and one pump.
The Attleboro Water Department presently pumps 7.3 to
10.45 MGD from all sources combined. The City has
several possibilities open to insure a supply to meet
future demand, but as in the case of North Attleboroueh
Plainville a cheap and efficient method would be to
reduce demand through use of 2.5 gallon toilets and
water saving plumbing fixtures. See Chapter Two for a
complete discussion.
2. Groundwater Quality (see Figure 2)
Quality may be more of a problem for Attleboro than
quantity. Four types of quality problems are evident:
a. Natural iron and magnesium levels are
high, especially in the Bungay River
Aquifer;
b. High acidity;
c. Highway drainage discharge to the
Orr's Pond complex; and
d. Bacteria from agricultural activity in
the Seven Mile River above the Orrs Pond
complex.
The Bank Street and Holden Street wells in the Bungay aquifer,
have iron and magnesium levels of 1-2 ppm and as a result ut>
to 6 ppm of sodium hexametaphosphate is added to sequester
Chapter Four
Attleboro-6
June 1977
-------
DRAFT
(mask) the iron. The water is also highly acidic and caustic
soda is used to adjust the pH upward. The raw water has a
sodium concentration of approximately 14 ppm and as a result
of treatment the sodium concentration in the finished water* is
approximately 4-5 ppm.
The EPA recommended limit for sodium is 2 0 ppm and the use of v. tv
water treatment chemicals has raised the sodium concentration ° '
significantly above this limit. Alternative chemicals such
as calcium oxide are available to achieve the desire pH ad-
justment without the undesired increase in sodium. Alternative
iron control methods usually involve chemical precipitation
flocculation and filtration. However, it should be noted that
the cost of these alternative chemicals is high compared i-r»
ones used now. °
The highway drainage from 1-95 which presently goes to the
Orr's Pond well field should be bypassed to avoid contri-
buting to the sodium levels which are in excess of the 20 T>r>»n
recommended limit of EPA. PP«i
Agricultural sources of bacterial contamination to the Seven
Mile River above Butler Pond have caused the main flow to be
diverted past the Orr's Porid system, and the portion of the
flow which is used is chlorinated and pumped to Manchester
Reservoir and released to Orr'sPond from there.
3. Stream Conditions
As mentioned, a very small section on the western edge of
the City flows to the Abbot Run River and eventually to the
Blackstone River in Rhode Island. The Abbot Run River has
been classified as an A stream by the Rhode Island Division
of Water Pollution Control. The City of Pawtucket actually
uses this stream for drinking water. Although only a small
portion of Attleboro drains to this system, that portion
includes the heavily built up section of South Attleboro. a
potential pollution source may exist in the form of runoff
from impervious surfaces as well as leachate from the many
septic tanks which are in use. At this time, there is no
evidence which can substantiate whether these sources are
actually creating a problem.
In the Ten Mile Basin, the Seven Mile River has been design*-*-
as an anti-degradation stream. This means that no activitv**
which would result in a point discharge to the stream will k
allowed to locate on the river in the future. Although the
Seven Mile has been assigned an A classification goal above
Orr's Pond (suitable for drinking) and a class B classifica-
tion goal (suitable for fishing and swimming) from Orr's Pond
to the Ten Mile, existing pollution loads currently degrade
the river to the point where it only meets the criteria set f
a C classification. One of the primary reasons for the poor> ^
stream condition is the presence of high amounts of colif0x>m
Chapter Four
Attleboro-8
June 1977
-------
DRAFT
bacteria. This may be attributed to urban runoff or possi-
bly even leachate from septic systems which are heavily used.
Throughout South Attleboro low dissolved oxygen readings have
also been observed in the stream during afternoon periods.
This occurrence has been unexplainable up to now.
In the Ten Mile River itself, the stream becomes severely
degraded as a result of treatment plant effluent, industrial
effluent and urban runoff. Because of the large number of
dischargers on the river, the Ten Mile has been assigned a C
classification from the North Attleborough treatment plant
to the Rhode Island State Line. If in the futuise the river
does meet this goal, it would be suitable for a limited num-
ber of uses such as boating, fish and wildlife propagation,
fishing and industrial processing and cooling. It is very
unlikely, however, that the Ten Mile will achieve the Fed-
eral Water Pollution Control Act goal of a swimmable condi-
tion by 198 3. The sources of pollution are so complex that
conventional or best practicable treatment (secondary) will
not enable the river to meet this 1983 goal.
One of the main sources of pollution in the Attleboro section
of the Ten Mile is the North Attleborough Treatment Plant.
Due to frequent overloading and the aged condition of the
plant, the stream receives a large biochemical oxygen demand
load and thereby suffers a significant dissolved oxygen sag
as it travels through the City. The plant also contributes
large amounts of suspended solids and nutrients to the Ten
Mile system.
Since some heavy metals are toxic to algae, these pollutants
have reduced the impact of nutrients on algae growth in the
past. More recently, however, as industries have begun to
remove metals before discharging their waste, it has been re-
ported that algae growth has been on the increase below the
plant and particularly in Farmers Pond.
Below Farmers Pond, the Ten Mile is joined by the Bungay River
and then flows into Mechanics Pond. From the outlet of Mecha-
nics Pond, the river passes through Attleboro Center and then
another^series of impoundments including Dodgeville Pond and
Hebronville Pond before it reaches the City limits. In addi-
tion to North Attleborough treatment plant effluent, a number
of other sources contribute to degrade the river as it moves
through the sections of Attleboro described above. Although
they receive some treatment, the effluent from the jewelry
and metal finishing industries contribute significant amoi^nts
of nutrients and metals to the river. As a result, not only
are there high concentrations of these pollutants in the water,
but the concentration of metals in the sediment is also very
high. Urban runoff adds further to the pollution load in the
river, and this is particularly true for total coliform and
Chapter Four
Attleboro-9
June 1977
-------
DRAFT
total phosphorus. In addition to the metals and BOD-DO
problem, aquatic weed growth is evident in the river and
algae production is quite evident in the Dodgeville and
Hebronville Ponds.
Also within the Ten Mile Basin, the Bungay River as it flows
through Attleboro is burdened by pollution problems that can
be attributed to natural conditions as well as man-made im-
pacts. Much of the stream flows through swamp land. As a
result, the sluggish flow and the high organic load supplied
by the swamp serves to severely deplete the dissolved oxygen
levels in the river. Further, the discharge from the National
Fish Hatchery in North Attleborough provides additional loads
to the river and therefore creates another source of oxygen
depletion. Slightly elevated coliform levels have also been
noted in the Bungay just before its confluence with the Ten
Mile. This problem has been attributed to urban runoff.
Because of these problems, the Bungay is currently meetinc +•>¦»
criteria of a class C river although it has been assigned a
future goal of B.
On the eastern edge of Attleboro, runoff flows to Chartlev
Brook> which is part of the Taunton River Basin. This brook
has been assigned a future use classification of B which
would make it useful for contact recreation, fishing and
wildlife propagation. Unfortunately, it is difficult to
assess the current conditions in the brook as it flows throi v
Attleboro since sampling data is unavailable for this sectio
of the Chartley. However, some sampling has been done at "fh**
outlet of Chartley Pond. At this location a strong diurnal
dissolved oxygen variation has been observed, and as a resul+
very low DO levels have been recorded in the summer durincr •
certain parts of the day. Because of this problem, the
Chartley only meets the criteria of a C-l river. The stron
diurnal change in dissolved oxygen indicates a large amount^
photosynthetic activity, and, therefore, a good deal of aler
growth. gae
4• Sewage Treatment Plant
The City's secondary sewage treatment plant consists of a
primary settling tank, two trickling filters, a secondary
settling tank, two sludge digesters, four sand filter beds
a chlorination facility.
The Attleboro sewage flow is a mixture of domestic and in-
dustrial wastes. Some industrial wastes are pretreated. ""
The sewage flow passes through the grit chamber where *
and solids are removed and then enters the primary settling*
tank for settlement of suspended solids. Detention time in
the primary tank is two hours. Percentage of removal of hi
chemical oxygen demand and suspended solids from this ope*»a°""
tion is 26 percent and 55 percent, respectively. "*
Chapter Four
Attleboro-10
June 1977
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DRAFT
The primary effluent overflows to the trickling filters which
are biological treatment units. This process comprises,
essentially, a bed of gravel (size 3/4") on which a
population of saprophytic bacteria grows. These bacteria
degrade the organic matter, reducing the BOD concentration^
and suspended solids remaining in the liquor after the pri-
mary sedimentation. The percentage removal of BOD varies from
65 to 9 2 percent, while suspended solids removal is an addi-
tional 30 percent. The sewage is applied to the top of the
bed by a rotary distributor at a constant rate. Filtered
effluent flows to the secondary clarifier where the remaining
suspended solids are settled during the two to two and one
half hours detention time. As the primary effluent is applied
at a constant rate to the trickling filter, current overflow^
rate depends on the hydraulic load. From the secondary clari-
fiers, the effluent then flows through two sand filter beds
before chlorination and discharge into the Ten Mile River.
The present structure does not meet the standard requirements
of a secondary treatment plant. The 2.8 MGD design capacity
has already been exceeded, and the plant is presently running
at 4.0 MGD. This value includes inflow and infiltration. The
hydraulic surcharge of the plant along with non-existence of
by-pass facilities for the units results in poor operation,
and poor quality effluent is discharged to the Ten Mile River.
Attleboro is well aware of the problems with its plant and is
in the Step 2 phase of the 201 process for the design of an
advanced wastewater treatment plant.
Chapter Four
Attleboro-11
June 1977
-------
DRAFT
C. LOCAL WATER QUALITY ISSUES
1. Areas With Wastewater Disposal Problems (See Figure 3)
- - .4.
a• Route 123, Pike and Bishop Street Area
Although sparsely developed, the land within Route
123, Pike Street and Bishop Street is subject to
periods of flooding. This condition has caused
difficulties in the past. Some action is being taken
by Bristol County Mosquito Control to alleviate the
problem by constructing a drainage ditch.
b. Chartley Brook
The Chartley Brook watershed is plagued by severe
wetness, and the area constitutes an existing as
well as future problem. Some on-site sewage disposal
problems have shown up in the past due to existing conditions
c • Collins Street
Since the construction of 1-95, drainage problems
have appeared around Collins Street. The resultaivt-
effect has been the appearance of on-site failures
of septic systems in certain lots.
2. Constraints on Future Development
Severe soil limitations appear widely throughout
those portions of the town which remain undeveloped
at this time. However, within these zones, signif?
cant areas of good soil also exist. This ¦
suggests that care must be taken when siting new
developments since variable conditions may be en-
countered within individual lots.
Severe limitations due to soil wetness appear exten
sively in the southeastern corner of town which can"*
generally be defined by the Penn Central Railroad on
the north and Park Street on the west. A signifleant"
amount of wetness and hardpan appear in the north in
a zone east of North Main Street and north of Pleas
Street. Finally, in South Attleboro from Rocklawn ^
Avenue south severe difficulties due to bedrock ha
pan and wetness are also quite apparent. '
Chapter Four
Attleboro-12
June 1977
-------
RT£. BtSHOP
& rtKesr. aksa
CHAKTLEY BXBOK
JLAK&
C0M0
PiQ FARAA
COUUMS AYB.
*°iq F%KM
SCALE
2 MILES
FIGURE 3
LOCAL WATER
QUALITY ISSUES
CITY OF
ATTLEBORO
Chapter Four
A'tt leboro-13
une 197 7
-------
DRAFT
For the most part, wetlands are well segregated to
the eastern one-third of town. U. S. Geologi-
cal survey maps indicate a rather large expanse of
wetlands along the Bungay River in the north. Large
stretches of wetlands also show up in the southeast-
ern corner of town and particularly around Chartley
Brook.
Given Attleboro's dependence on groundwater for its
drinking water supplies, the aquifer system which
exists within the City's limits is of critical im-
portance to the present and future needs of the
city. A prime one in the north is the Bungay River
aquifer which follows that water course from Farmers'
Pond past Holden Street and into North Attleborough.
Another important groundwater system exists around
Orr's Pond, and, as previously noted, this aquifer is
heavily relied upon by the City. Another large yet
currently unutilized aquifer spreads out broadly on
either side of the Seven Mile River and eventually
ties in with a smaller aquifer which appears along
the Ten Mile in Hebronville. Although not in use at
this time, the aquifer does represent a potentially
useful source, and it should be noted that certain
land uses pose a threat to its condition.
Known Non-Point Source Problems
a. Lake Como
Two problems have arisen in the area nearby Lake Como.
In the lake itself, runoff from a nearby shopping
center has created a pollution problem. Runoff from
the paved area has also been suspected of contributing
to periodic flooding problems downstream from the
lake. Secondly, the presence of small dams on the
Seven Mile has also contributed to the periodic flood-
ing problem and this condition has interfered with the
operation of septic systems during severe rainy periods.
b. Pie Farms
Two moderate sized pig farms, one located off Read
Street and the other off Brown Street, represent minor
potential problems in the Seven Mile River Basin and
Abbot Run River Basin respectively. Combined, these
two farms have approximately 200 pigs, and it is diffi-
cult to assess the magnitude of this source relative
to other sources in each basin.
c. Ten Mile Sedimentation
Although specific sources are unidentified, sedimenta-
tion has been cited as a problem through the portion
of the Ten Mile flowing through Attleboro. Apparently,
Four
Attleboro-14
June 1977
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DRAFT
a good amount of the sedimentation problem stems
from the many street drains which discharge into
the river. In some portions of the river, the
problem has been so severe that sections which were
once several feet deep are now only several inches
deep.
Chapter Four
Attleboro-15
June 197 7
-------
DRAFT
D. ALTERNATIVE SOLUTIONS
By examining some of the constraints, it is apparent that
the City has a fairly well defined number of options to
choose from. The major question likely to confront the
community is to what extent or intensity will the various
options be employed.
A review of the constraints reveals the following.
Attleboro needs an expanded treatment plant, and the City
has just been awarded an EPA grant to build a new one.
While there is not much to debate concerning the need
for a new plant, there may be room for discussion with
respect to the manner in which the plant is operated. A
second constraint is that Attleboro has some older, very
densely built-up areas which presently rely on individual
on-site systems. It is clear that some of the existing
development, notably in South Attleboro, will have to be
sewered. The question is which additional areas should
be included and to what extent should they be sewered.
On the opposite end of the spectrum, there are also some
sections of the City, particularly in the southeast, which
are very sparsely developed. Some of these sections are
quite sensitive environmentally due to either soil charact-
eristics or the presence of important aquifers or large
wetlands. Attleboro will undoubtedly have to make a
conscious or default decision with respect to how it intends
to have such land used in the future.
In summary, three issue areas to which alternative solu-
tions can be addressed include the following. First, to
the extent that there is still room for decision making,
some questions may be addressed to the period of time the
advanced portion of the plant will have to be used. Second
Attleboro is committed to sewering only portions of the '
City at this time. Alternative sewering schemes should be
addressed to assess their respective merits. Finally, the
decisions made over whether to sewer or not sewer a portion
of the City also make it imperative to consider which if
any land use controls will be utilized to protect those
areas that remain unsewered.
1. Treatment Plant
The consultants, Witman and Howard, have designed a
tertiary or advanced treatment plant which includes
the removal of phosphorous and the conversion of
ammonia-nitrogen to nitrate. The advanced treatment
requirement has been imposed by the Division of Water
Pollution Control.
Chapter Four
Attleboro-16
June 1977
-------
While the new plant will result in a high quality
effluent, it is still uncertain whether significant
stretches of the Ten Mile, particularly through Attle-
boro and below the treatment plant will achieve B
quality as required by the Federal Water Pollution Con-
trol Act Amendments. It is even possible that smaller
sections of the river will fall short of the dissolved
oxygen criteria for a C stream. -SRPEDD modeled the
Ten Mile for dissolved oxygen (DO) and biochemical
oxygen demand (BOD) for the critical 10 year 7 day
low flow, and the results reinforced this contention.
A complete discussion of this analysis is
provided at the beginning of the Ten Mile section 6f
Chapter Four.
One of the primary justifications for WPC's decision
to have Attleboro upgrade its treatment plant to an
advanced system is the eutrophication problem in the
impoundments along the Ten Mile. Advanced treatment
will eliminate a significant amount of the nitrogen
and phosphorous from the treatment plant effluent.
Since nitrogen and phosphorous are the key ingredients
in the production of algae, removal of these elements
at the Attleboro plant will improve the condition of
the downstream ponds. However, to what extent advanced
treatment will eliminate the algae problem is uncertain.
For one, the capability of the model to reliably demon-
strate the in-stream effects of a reduction in the
treatment plant nutrient load is questionable. First,
the model loses accuracy in ponds or large impound-
ments since it was not designed to handle these water
bodies. Second, because the model was designed to
simulate DO and BOD, attempts to model nutrients must
be viewed with caution. Further, treatment plant
effluent is not the only source of nutrients.. Urban
runoff industrial discharges and the North Attleborough
treatment plant also contribute.significant amounts to
the Ten Mile. Finally, by reducing the amount of nit-
rogen and phosphorous in the treatment plant waste load,
most of the beneficial effect will occur in Central
Pond and Turner Reservoir. It is not clear what will
happen in Dadgeville or Hebronville Pond.
Given the situation outlined above where the benefits
of going to advanced treatment are somewhat in doubt,
Attleboro could proceed in the following way.
la. Treatment Plant Operation
Operate the advanced portion of the treatment on
a seasonal basis only. That is, phosphorous re-
moval and nitrification would be carried on for
Chapter Four
Attleboro-17
June 1977
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DRAFT
the months during which algae growth normally
takes place and shut down during the cold weather
months. A reasonable operation period might be
mid-April to mid-October. In order to assess
the impact of a seasonal advanced treatment oper-
ation for Attleboro and North Attleborough (the
same option has been made for that community) ,
Dodgeville Pond, Hebronville Pond, Central Pond
as well as Turner Reservoir could be monitored
during the year for1 several years to measure the
extent of algae growth.
--Environmental Assessment
Operation of the advanced system during warm
weather months would eliminate a significant
portion of the nutrient load entering the Ten
Mile below the treatment plant. Depending
on the amount entering the river from other
sources, algae growth should diminish in the
ponds located downstream. During cold weather,
algae production is cut down tremendously or '
ceases altogether. Stream conditions should
not be adversely effected during winter months
if advanced treatment is eliminated during this
period. It should be noted that phosphorous and
nitrogen discharged during the winter may settle
out to the bottom sediment. If this happens,
these bottom deposits could exert a demand
during the summer months.
—Policy Review
The Division of Water Pollution Control has the
final say over the performance level a plant
must maintain. The Division has been rather
reluctant to allow plants to go to seasonal
treatment , although several have requested
permission to do so. Marlborough, Brockton and
The Old Colony Water Pollution Control District
have all sought to gain a seasonal permit for
the operation of their advanced component. All
have been denied for one reason or another.
Fitchburg, on the other hand, does have a permit
to operate on a seasonal basis. They operate
as an advanced plant from May 1 to October 31
and as a secondary plant from November 1 to April
30.
--Costs
Advanced treatment plants are enormously expen-
sive to operate and maintain. They are much more
expensive to operate than a plant designed sole-
ly for secondary treatment. For example, the
cost curves presented in Figure 1 of Chapter Two
show that the annual operation and maintenance
Chapter Four
Attleboro - 18
June 1977
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DRAFT
cost for a 5.5 MGD advanced treatment plant
would be about $900,000 to $1,000,000. A
plant with the same capacity, but designed for
secondary treatment would only cost somewhere
between $300,000 and $400,000 per year for op-
eration and maintenance.
If Attleboro operated the advanced portion of
its plant on a seasonal basis, a considerable
savings could be realized, although not as large
as if the plant was designed only for secondary
treatment. As an example, to operate and main-
tain Fitchburg's 5.5 MGD plant as an advanced
system for the full year cost the town $900,000.
When they went to a seasonal operation the 0 and
M cost was reduced to $700,000.
Whitman and Howard has estimated that the annual
operation and maintenance for the new plant will
run approximately $7 8 5,000. Based on the ex-
perience of similar plants currently in operat-
ion in the area, 0 and M may be closer to $1.3
when it becomes operational. If the Town goes
to a seasonal use of its advanced component, a
10 to 20 percent savings could be expected.
lb. Industrial Waste Survey
There is a need for an updated industrial sur-
vey in this city which can be used to revise
the sewer ordinance and pretreatment require-
ments for companies planning to participate in
the tertiary sewage treatment plant. This is
especially necessary for the metal-related
companies such as in the jewelry field where
the waste streams contain"toxic materials and
pretreatment costs may be high. Also, it is
important for the City to prepare the indust-
ries in advance for all costs to be associat-
ed with the system and its regulations both to
guard against plant upset and pass-through and
to provide sufficient time for industrial pre-
parations. In this way the advanced combined
system can proceed smoothly with its industrial
component estimated at over one third of the
total plant input for the design year of 2000.
When the survey has been completed, the cost
recovery and user charges established, and
the pretreatment requirements announced, there
will be an opportunity to determine the feasi-
bility of any joint pretreatment projects with-
in the City. In particular, the issue of water
reuse should be considered in this potentially
water-short area. Companies, especially those
Chapter Four
Attleboro-19
June 1977
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DRAFT
requiring large amounts of cooling water, will
become more interested in this concept as water
rates increase along with the total costs for
sewerage.
'—Environmental Assessment
Water reuse will help reduce the demand on the
Ten Mile aquifer which is highly developed
at this time. Joint pretreatment involves
economies of scale which not only saves money,
but also reduces the use of raw resources such
as power and the material used in the construc-
tion of the treatment facility. Additional
sludge containing toxic metals will be
generated at several locations. If not
properly handled, these sludges could become
a non-point problem.
Since certain industrial waste products can be
harmful to the proper operation of the treat-
ment plant, a sewer ordinance which regulates
industrial inputs will help keep the plant
operating effectively. This should reduce the
episodes of treatment plant malfunction and
thereby avoid additional impact on the quality
of the river.
—Policy Review
Industrial permits are set and monitored by
the Permit Section of the Division of Water
Pollution Control. They have jurisdiction
over wastes discharged directly to the river,
but not over that portion of the waste stream
sent to the treatment plant. EPA is in the
process of setting new industrial pretreatment
standards and revising existing ones. However,
this system is not entirely in place at this
time. During the process of revising its
sewer ordinance, Attleboro will have to remain
alert for new developments in the permit pro-
gram in order to incorporate them where neces-
sary. Finally, once developed, the sewer
ordinance will have to gain final approval from
the Division of Water Pollution Control.
—Cost
One chemist @ $15,000 and *
one assistant @ $10,000 per year ?25,000
Overhead 25,000
550,000
The above figure does not include the cost for
sampling and testing equipment, chemicals and
other items necessary to fully equip a labora-
tory. A full outlay for these items could run
as high as $160,000. However, the new treat-
ment plant will contain a laboratory and at
least some of the equipment.
Chapter Four Attleboro - 20 June 19 77
-------
DRAFT
2. Sewers
Basically there are two options under this category. One
is the wall-to-wall option whereby all section of the City
presently unsewered would become sewered over time. The
other is a limited sewer option. Here only certain areas
of town would become sewered depending on several factors
including the density of development, the presence of im-
portant environmental resources such as a water supply
source, or the frequency of on-site system failures.
2a. Whitman and Howard Proposal
The existing sewer system covers all of the densely-
developed downtown area and runs out Route 123 to the
1-95 interchange. From this core area, the sewer
system continues through Dodgeville along South Main
Street and finally to the existing treatment plant.
The alternative presented here is a plan which Whit-
man and Howard initially devised in 1969. Under this
option, virtually the entire City would become sewered
under a phased development program. The progression
of the phases would evolve depending on the financial
condition of the City (see Figure 4).
Thus far, Attleboro has committed itself to sewering
the older, heavily-developed section of South Attle-
boro. Also, following through on its 19 69 findings,
Whitman and Howard and the City have also made pro-
gress toward implementation Phase IV of this sewer
program. Phase IV calls for sewering west of 1-9 5
from Manchester Reservoir southwest down Newport
Avenue, Read Street and also along the Seven Mile
River. An important feature of Phase IV is that it
will cover Orr's Pond which is important to Attleboro's
water system.
—Environmental Assessment
Option 2a will eliminate the threat to the Orr's
Pond well complex as well as take care of the needs
in South Attleboro. The wall-to-wall option would
also take care of any future problems from on-site
systems since they would ultimately be sewered.
Sewage flows will increase significantly at the
treatment plant, but the design capacity seems
quite adequate to handle the flows. The Whitman
and Howard proposal may, however, promote some
important secondary or spinoff effects. A massive
sewer program presents the possibility of intensi-
fied land development along the sewer system. As a
result, a host of adverse environmental effects could
Chapter Four
Attleboro-21
June 1977
-------
/
/
FIGURE M
SEWER OPTION 2 A
CITY OF
$CALE, ATTLEBORO
Chapter Four Atticboro-/, '¦'Jnc 1977
-------
¦DK/U i
evolve following such growth. For one, although
household flows would be handled at the plant, the
increase in impervious area and the increase in
runoff raises a potential threat to wetlands and
streams. A scenario such as this would be parti-
cularly accurate in the southeastern portion of
Attleboro. In addition, air pollution from in-
creased vehicular traffic suggests another possible
problem not to mention the added costs the City would
have to assume for extending services to outlying
portions of the City. Further down the ecological
chain, local wildlife would be disturbed by an ex-
panded sewer system which also promoted land de-
velopment in presently undisturbed portions of
Attleboro.
—Policy Review
It is EPA policy not to fund laterals or collectors
in any area that was less than two-thirds developed
at a date prior to October 18, 1972, which would
make significant portions of option 2a ineligible
for federal funds. In addition, EPA will not fund
laterals until a detailed cost-effectiveness analysis
demonstrates that sewers will provide a better solu-
tion than the continued use of septic tanks.
—Cost
The costs presented here are from the 19 69 Whitman
and Howard report, and they have been updated to
present cost (ENR 2600)
Laterals, Collectors, $32,250,000 '
and Interceptors
Force Mains and Pump
Station 2,025,000
$34,275,000
House Connections-$600/unit
2b. Limited Sewer Option
Under this option, Attleboro would sewer only
limited portions of the City while relying on land
use controls and various on-site systems to avoid
sewering scattered, low-density areas.
Sections that would be sewered include all of South
Attleboro as well as that area encompassed by Phase
IV of the Whitman and Howard plan. Additionally,
based on the projected growth pattern, that area to
the east of the City's center including portions of
Lindsey Street, Route 123 and Bishop Street would
Chapter Four
Attleboro - 2 3
June 1977
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DRAFT
similarly be added to the system at a later date
(See Figure 5).
—Environmental Assessment
Since sewers for South Attleboro and the Orr's Pond
complex are provided for in 2.b, this alternative
similarly gives adequate protection to these criti-
cal zones. Furthers if land use controls and prop-
erly maintained on-site systems eliminate the need
for sewers in other parts of the City, then the
limited sewer option may actually promote better
water quality than 2a. First, since there will be
a smaller sewerage flow, overloading and therefore
by-passing will be avoided for an extended period of
time since the design capacity will be approached
at a later date compared to 2a. Second, a smaller
daily flow will also mean a smaller daily pollution
load into the river.
Option 2 b is not without potential problems. On-
site systems, which will be used in place of sewers,
are not failsafe particularly if proper operation
and maintenance steps are not followed. Therefore,
a possible intrusion on groundwater and surface
water is certainly not eliminated. However, a large
portion of the secondary impacts outlined in the
environmental assessment for 2a are eliminated as
are any short term aesthetic problems due to ex-
tensive construction distruption.
—Policy Review
EPA policy for funding laterals and collectors as
mentioned in 2a applies to this option as well.
—Costs (as based on an ENR of 2600)
Laterals, Collectors $15,934,000
and Interceptor
Force Mains and Pump
Station 1,322,000
$17,256,000
House Connection-$600/unit
3. On-Site Disposal Provisions
Option 3 would be implemented as a supplement to 2b,
since the limited sewer option would require many lots
to rely on individual treatment units. Under this op-
tion, a program of maintenance, operation and innovation
would be instituted to provide for the proper operation
of on-site treatment systems.
Chapter Four
Attleboro-24
June 1977
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tNveKcerroK.
SCALE
2 MILES
FIGURE 5
SEWER OPTION 2 B
CITY OF
ATTLEBORO
Chapter Four
Attleboro - 2!
June. 1977
-------
DRAFT
A comprehensive program for the effective use of on-
lot systems would include the following:
3a. Inspection and Maintenance Program
All systems would be inspected and pumped on
a regular basis. Proof of service would be
required. (See Chapter Three for a discussion.)
This would help avoid septic system failure
from lack of care. The process would also allow
the City to impose corrective action on those
systems having problems due to age, soil con-
ditions or improper installation.
3b. Alternative Disposal Methods
Identified problem units would be renovated or
replaced with a suitable alternative system.
Proper action would depend on the type and ex-
tent of the problem encountered. Possible al-
ternative systems include compost toilets,
water conserving toilets, aerobic treatment
units and incinerator toilets (see Chapter Two
for a discussion),
3c. Conservation
Water conservation devices such as aerated
nozzles and showerheads would be required for
some or all new developments and on those lots
which have experienced problems in the past.
The extent to which this measure would be en-
forced would depend on local environmental con-
ditions (poor soils, high water table, etc.).
—Environmental Assessment
A city-wide inspection and maintenance program
which carefully observed the above procedures
would be a very effective means of protecting
the ground and surface waters of Attleboro.
Weak or spotty enforcement, however, could be
damaging.
Alternative disposal methods are designed spe-
cifically to reduce the amount of organic matter
which leaves the unit to the soil and ultimately
the groundwater. If successful, these measures
could perform as effectively as sewers in pre-
serving water quality.
\
Chapter Four
Attleboro-26
June 1977
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DRAFT
Low flow fixtures can be useful in two ways.
First, they will reduce greywater flows and
improve the efficiency of septic tanks.
Second, conservation measures will signifi-
cantly reduce water consumption, and thereby
conserve water supply over the long run. This
may be important for Attleboro which is in a
potentially water short area.
The secondary effects from sub-options 3a, 3b
and 3c would in all likelihood be minimal.
Unlike sewers, this option would create no
major development shifts, and large commercial
and industrial concerns in particular would
find little incentive to locate in these un-
sewered areas.
--Policy Review
It is reasonable to assume that it is within
the existing power of the Board of Health to
initiate a vigorous inspection and maintenance
program. According to the provisions of the
Environmental Code, it is apparent that some
of the alternative on-site units will be
prohibited by the State except under unusual
circumstances.
—Costs
The financial burden under Option 3 will fall
mainly on the individual home owner rather
than the City.
Annual
Operation and
Maintenance
Maintenance
$60 pumping
Alternative Disposal Units
Compact Toilets $600-2500 $0-75
Incinerator Toilets < $600 $400
Aerobic Systems $2000-3000 $200
Grey Water Facility $800-1200 $5
Low Flow Fixtures
Shower Heads
Faucet Aerators
$13-17
$2
Chapter Four
Attleboro-27
June 1977
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DRAFT
4. Land Use Options
If significant portions of Attleboro are to remain un-
sewered, important steps will have to be made to pro-
tect sensitive areas (see Section C) such as the large
area in the southeast portion of Attleboro.
Land use measures to protect unsewered areas of the
City include:
4a• Enlarge Lot Size Requirements
Current zoning in the undeveloped sections of Attle-
boro calls for 12,000 and 16,000 square foot lots.
SRPEDD calculations suggest that gross lot sizes
(including streets, parks and other non-residential
lands) of about 3/4 of an acre are necessary to
preserve groundwater as a drinking water supply.
Because Attleboro relies entirely on groundwater
for its supply, it is recommended that Attleboro
increase lot sizes in those areas of the City that
would remain unsewered under Option 2a or 2b.
4b. Wetlands Protection
This sub-option would involve the use of zoning
powers, but first, existing wetlands would have to
be delineated and mapped. At this point, the City
could establish restrictions on their use. This
tool would be particularly applicable in the east-
ern one-third of Attleboro. (See Chapter Three,
Land Use Management Techniques, for a further dis-
cussion. )
4c. Provisions to Protect High-Yield Aquifers
Although the Seven Mile River aquifer would be sewered
under both Option 2a and 2b, there is another aquifer
along the Bungay River and a small one on Chartley
Brook which could be protected without sewers. Im-
plementation of this technique would similarly re-
quire an accurate mapping of the aquifer or well
field boundaries. Once completed, the city could
impose restrictions on the type or intensity of land
uses which locate within these zones. For example,
Attleboro could pre-define particular activities or
uses which would be prohibited from locating on the
aquifer or within a well field. Alternately, the
City could adopt a more flexible program by establish-
ing a performance system. Under this system, permits
would be issued upon a demonstration that the use would
Chapter Four
Attleboro-28
June 1977
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DRAFT
not threaten the aquifer. (See Chapter Three, Land
Use Management Technique, for a further discussion.)
--Environmental Assessment
Enlarging lot sizes reduces the potential density
of residences and thereby reduces the amount of
waste water that may ultimately be produced and
discharged to the groundwater. Larger lots also
make it less likely that sewers will be introduced
in the future, and thereby avoids the land use
effects often generated by sewers. These effects
may include an increase in traffic and associated
air and noise pollution, increase in impervious
surface plus an increase in erosion due to con-
struction.
Restriction on the use of wetlands help to preserve
a useful natural purification system as well as
maintain a very important flood prevention mech-
anism. A restrictive aquifer by-law or a perfor-
mance by-law help preserve groundwater quality by
screening out those uses which may be hazardous
due to the type of discharge associated with the
activity. A protective system might be more
effective since proposed uses would be evaluated
individually. A prohibitive by-law, on the other
hand, might miss certain hazardous activities
since it attempts to pre-define all those uses
which may be damaging to groundwater quality.
Chances are that some harmful activities might not
be included.
--Policy Review
A zoning change will have to be approved by the
City Council. A wetlands and aquifer or well
field protection district would have to gain
similar approval.
--Cost
Costs involved include field surveying, mapping
as well as administrative costs such as preparing
and adopting a zoning by-law and then enforcing
the provision.
The cost of mapping wetlands at 2' to 51 contours
at a scale of 1"=100' may range from $15 to $40
per acre. If wetlands are interpreted instead
from air photos with a follow up field check per-
formed by volunteers, costs should be reduced to
approximately $2 to $5 per acre.
Chapter Four
Attleboro-29
June 1977
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DRAFT
SUMMARY
Operation of the advanced portion of the new treatment plant
on a year round basis will be an extremely costly affair.
All the cost for operation and maintenance will have to be
carried by the City. Seasonal operation will provide a 10
to 20 percent cost savings on an 0 S M bill which has been
estimated at about $785,000 per year, but which may reach
even higher. Stream conditions will probably not decline
significantly under seasonal operation since algae growth
does not normally take place during winter months. It is
recommended that the City apply for a permit based upon 6
months operation of the advanced portion. An industrial
survey may further help the improvement of the operation
of the plant by identifying any toxic waste streams which
might disrupt plant performance. Cost for this effort
could run as high as $5 0,000 per year, and funds should
be sought to undertake this effort.
The City has basically two sewer scenarios it can pursue.
One is the "wall-to-wall" scheme which has been studied by
Whitman and Howard. Nearly all the City would be sewered
under this option, and the total capital cost would run in the
order of $34.3 million. The less intense sewer option is
preferable if land use techniques are used to protect sensitive
areas and tighter restriction are placed on the use of on-site
disposal units. At $17.3 million, a limited sewer option which
would include the Orr's Pond complex, South Attleboro, an
area around North Main Street and a section encompassing
Route 12 3 and Bishop Street would be about half the cost of
the full sewer alternative. Some of this work is about to
commence. Companion measures that should be adopted under a"
modified sewer alternative include the protection of
wetlands, important well fields and an increase in lot
size in certain areas the City now zoned for 12,000 or 16,000
square feet. Finally, steps to insure the reliable operation
of septic units would also have to be incorporated through a
regular pumping and inspection program. The cost for this
effort is likely to run at about $60 per pumping. Regular
inspection may discover particular conditions or circumstances
where no discharge toilets such as compost units may be better
suited than a septic tank.
Chapter Four
Attleboro - 3 0
June 1977
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TABLE 3
ENVIRONMENTAL ASSESSMENT
OPTIONS
SURFACE WATER QUALITY IMPROVEMENT
%
1 h
lb
3c
GROUNDWATER QUALITY IMPROVEMENT
Z
K
K
EXTENT CONSTRUCTION DISRUPTION
ENERGY DEMANDS
2
Z
CHEMICAL DEMAND
Z
2
X.
LAND AREA REQUIRED
DRINKING WATER PURITY
ENDANGERED SPECIES
Z
COMMERCIAL FISHERIES
AIR QUALITY
2
z
NOISE POLLUTION
SOIL EROSION
FRAGILE AREAS
PUBLIC HEALTH
IZ
z
USE OF RECREATIONAL AREAS
Z
Zz
+ = Beneficial Impact
- s Adverse Impact
Blank = No Discernible
Change/Not Applicable
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
GROWTH IN RESIDENTIAL LAND USE
iz
Z
z
z
z
GROWTH IN COMMERCIAL LAND USE
z
z
iZ
K
z
Z
z
GROWTH IN INDUSTRIAL LAND USE
z
/
X
/
/'
/
/
/
INCREASED RUNOFF FROM DEVELOPMENT
/
/
K
K
z.
/
DISLOCATION OF INDUSTRY OR FIRMS
/
Z
/
X
z
/
/
/
/
/
z
/
z
/
/
y
y
Z
+ = Yes
- = No
Blank = No Change
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
Chapter Four
Attleboro-31
June 1977
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TABLE 3
ENVIRONMENTAL ASSESSMENT
OPTIONS
SURFACE WATER QUALITY IMPROVEMENT
GROUNDWATER QUALITY IMPROVEMENT
EXTENT CONSTRUCTION DISRUPTION
ENERGY DEMANDS
CHEMICAL DEMAND
z
LAND AREA REQUIRED
DRINKING WATER PURITY
ENDANGERED SPECIES
COMMERCIAL FISHERIES
AIR QUALITY
NOISE POLLUTION
SOIL EROSION
FRAGILE AREAS
PUBLIC HEALTH
JSE OF RECREATIONAL AREAS
+ s Beneficial Impact
- = Adverse Impact
Blank = No Discernible
Change/Not Applicable
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
GROWTH IN RESIDENTIAL LAND USE
GROWTH IN COMMERCIAL LAND USE
GROWTH IN INDUSTRIAL LAND USE
INCREASED RUNOFF FROM DEVELOPMENT
DISLOCATION OF INDUSTRY OR FIRMS
+ = Yes
- = No
Blank = No Change
3 = Maximum Impact
2 = Moderate Impact
1 = Minimal Impact
Chapter Four
Attleboro-3 2
June 1977
-------
DRAFT
LOCAL STRATEGIES - SEEKONK
A. INTRODUCTION AND BASE DATA
Seekonk forms the border between Massachusetts and East
Providence, Rhode Island. Although the community lies
just to the east of Providence, Seekonk has remained at
a surprisingly low density. Since 19 5 5 when population
totalled 7,290, that figure has increased at a moderate
rate of approximately 1,000 people every five years to
a figure of 11,351 in 1975.
Most of the development in Seekonk has taken place in
the western portion of town, while non-urban and open
space is predominant in the central and eastern sections
of Seekonk. There is a lack of cohesiveness to the
pattern of the Town's development, and much of the land
use has been influenced by the major highway routes
passing through Town. These include the parallel east-
west configuration of 1-495 and Route 6 in the south,
Route 44 to the north, and Route 152 which travels north
to south along the western edge of Town. Two of the^
more significant images of Seekonk are its older resi-
dential section in the northwest and the highway ori-
ented commercial and industrial establishments in the
southwest. The very compact, high density residential
area on Central Avenue in the northwest reflects a
period of time when many Seekonk residents needed easy
access to the industrial jobs in Attleboro. The more
recent commercial and industrial growth in the south-
west demonstrates the influence 1-195 has had on the
development of this area.
As mentioned, Seekonk has maintained a very modest popu-
lation level despite its close proximity to the Providence
area. Undoubtedly, the State line has provided an im-
portant psychological and economic obstruction in the
decision making process of Rhode Island people who have
considered the Seekonk housing market in the past.
In any event, Seekonk has grown by about 4,061 people
in the past twenty years, and while proximity to a large
urban city has not drastically influenced population
growth, the locational pattern indicates a distinct
orientation to Providence. Most of the development is
still along the western fringe of Town.
Chapter Four
Seekonk - 1
June 1977
-------
DRAFT
TABLE I
HISTORIC AND EXISTING DATA
a* Population
1955 1960
b. Land Use
Acres
1951
1975
Historical
% Change
Residential
1,640 2,237
36.4
148 . 3
1,002 . 5
Commercial
58
144
Industrial
During the past twenty year period, the locational
pattern of residential growth in Seekonk has begun
altering somewhat. Since 1955, housing has made its
way further to the east and away from the western
edge of Town. This trend has been particularly
apparent between Route 44 and 1-19 5. On the average,
these more recent housing units have been built on
lots of approximately one-half acre. This reflects
the larger lot size requirements (AA - 22,500 square
feet and AAA 62,500 square feet), which has been
assigned to the large portions of open land in the
western part of Town.
Commercial land has similarly undergone a fairly
sizeable increase since 1955, and much of this devel-
opment reflects the completion of 1-195. The area
including Route 6 and Route 114, which intersects
both Route 6 and 1-19 5, has been the most active
commercial area in Town. The Ann 6 Hope Mall, a
major furniture outlet, a fast food restaurant
and a cinema complex have all been built here within
the past five years. A smaller shopping complex has
also been constructed at the intersection of Route
44 and Route 114.
Chapter Four Seekonk - 2 June 1977
-------
LEGEND
CENSUS AREA BOUNDARIES
1 T<*uiLir
ED 467
Rmdr of CT 6321
SEEKO
ED 468A
Rmdr of
LiCT 6322
SCALE
o 1
2 MILES
ED 468B
¦W-4—L\ FIGURE 1
CENSUS AREA BOUNDARIES
TOWN OF
SEEKONK
Chapter Four
Seekonk - 3
June 1977
-------
DRAFT
The industrial base in Seekonk has been and remains
of limited scope and size. Some trucking and ware-
housing activity hcis located off of Route 6 in a
small private industrial park. This has been the
most active site in Town, and it accounts for much
of the industrial acreage consumption since 19 51.
In terms of absolute numbers, population growth in
Seekonk is expected to be somewhat less than what
took place since 1955. Total change is projected
to be approximately 3,7 50 people which represents a
33.3% growth rate or two-thirds the rate which took
place from 1955 to 1975.
TABLE 2
199 5 PROJECTIONS
Population
(1) Community
1975 1980 1985
1990
(2) Sub-Community Distribution
Census Area
ED 467
Rmdr. of
CT 6321
ED 4 68A
ED 468B
Rmdr. of
CT 6322
TOTAL
Land Use
Acres
Total Residential
Commercial
Industrial
1970
1,053
4,469
1,576
556
3,462
1995
11,351 13,150 14,100 14,600 15,100
1975
2,237
144
45
1995
1,700
4,870
2,830
907
4,793
11,116 15,100
1995
2,965
266
49.5
Historical
% Chanpr