EPA 440/1-83/304
Combined Sewer Overflow
Toxic Pollutant Study
Pilot Study
prepared by
E.G. Jordan Co.
562 Congress Street
Portland, Maine 04112
prepared for
U.S. Environmental Protection Agency
Effluent Guidelines Division
EPA Project Officer
Robert M. Southworth, P.E.
.. fi'--".'-' -
Region V {'''.. '. '' l ';nti°n Agency
r,^n5;;,ot
o-'s 60504
March 1983
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DISCLAIMER
This report received a peer and administrative review by the U.S.
Environmental Protection Agency (EPA), and was approved for publication.
Approval does not signify that the contents necessarily reflect the views
and policies of the EPA, nor does mention of trade names or commercial
products constitute endorsement or recommendation for their use.
U,S. Environmental P/otection Agency,
1 * ii
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ABSTRACT
This pilot-scale study was initiated to establish site selection
criteria and sampling methodologies for a full scale combined sewer overflow
(CSO) toxic pollutant study and to characterize the levels of priority pollu-
tants in combined sewer flows, combined sewer sediments, storm runoff, and
combined sewer overflows.
The two sewerage systems selected for the pilot study were: 1) a system
tributary to the 26th Ward Sewage Treatment Plant in Brooklyn, New York; and
2) a system tributary to the Passaic Valley Sewage Treatment Plant in
Newark, New Jersey.
The pilot study assessed both site selection criteria and sampling
methodologies for a full-scale study. The program was tailored to develop a
sampling plan to monitor toxic pollutants in combined sanitary/storm water
collection systems during wet weather conditions, and if present, to estimate
the magnitude, source, and fate of the priority toxic pollutants. Samples of
dry weather background flows, combined sewer overflows, urban runoff, first
flush, and sewer sediments were collected and analyzed during the study. As
a result of the experience gained during the field monitoring phase of the
pilot study, recommended sampling techniques for a full-scale study are pre-
sented.
After collecting dry weather background samples, three storm events
were sampled in both cities. Results of this study indicate that metal
pollutants had the highest concentrations in the combined sewer flow,
combined sewer overflow, and runoff samples. Lead, copper, and zinc were
the most prevalent pollutants detected. Acid, volatile, base-neutral, and
pesticide pollutants were not detected in any observable pattern and, when
detected, were generally at low concentrations.
This report was submitted in fulfillment of Contract No. 68-01-5772 by
the E.G. Jordan Company under the sponsorship of the U.S. Environmental
Protection Agency. This report covers the period February 26, 1981, to
December 31, 1982.
iii
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CONTENTS
Abstract iii
Figures vi
Tables vii
Abbreviations and Symbols viii
Acknowledgement ix
1.0 Summary and Conclusions 1
1.1 Summary 1
1.2 Conclusions 2
2.0 Introduction 5
2.1 Background 5
2.2 Purpose 7
2.3 Scope 7
3.0 Site Selection 9
3.1 Criteria 9
3.2 Sewerage Systems Inspected 9
4.0 Description of Selected Study Areas 11
4.1 26th Ward Drainage Area -
Brooklyn, New York 11
Hendrix Street Regulator Chamber 12
Williams Street Regulator Chamber 12
4.2 Passaic Valley Drainage Area -
Newark, New Jersey 17
Herbert Place Regulator Chamber 25
Rector Street Regulator Chamber 25
Saybrook Place Regulator Chamber 26
5.0 Sampling Program 27
5.1 Introduction 27
5.2 Methodology 27
5.2.1 Dry Weather Sampling 27
5.2.2 Wet Weather Sampling 28
5.3 Pilot Study Evaluations 35
5.4 General Considerations 41
6.0 Flow Monitoring 44
6.1 General 44
6.2 Methodologies 44
7.0 Data Evaluation 48
7.1 26th Ward Drainage Area 48
7.2 Passaic Valley Drainage Area 49
8.0 Criteria for Full Scale CSO Study 56
8.1 General 56
8.2 Sampling Program 56
8.3 Site Selection 60
References 63
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CONTENTS (Continued)
Appendices 64
A. Field Sampling Trip Reports
B. Analytical Results
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FIGURES
Number Page
2.1 Typical Combined Sewer Collection Network 6
4.1 Location of the Hendrix Street and Williams Avenue
Catchment Areas 13
4.2 Hendrix Creek Combined Sewer Drainage Area 14
4.3 Hendrix Street Regulator Plan View 15
4.4 Williams Avenue Combined Sewer Drainage Area 16
4.5 Williams Avenue Regulator Plan View 18
4.6 Drainage Area Tributary to Passaic Valley
Sewerage System - Newark, New Jersey 19
4.7 Herbert Place Drainage Area - Newark, New Jersey 20
4.8 Rector Street and Saybrook Place Drainage Areas -
Newark, New Jersey 21
4.9 Schematic of Herbert Place Regulator Chamber 22
4.10 Schematic of Rector Street Regulator Chamber 23
4.11 Schematic of Saybrook Place Regulator Chamber 24
5.1 Typical Nonrecording Precipitation Gauge 30
5.2 Typical Weighing-Type Recording Rain Gauge 30
5.3 Alter Precipitation Gauge 31
5.4 Plan View of the 26th Ward Interceptor System 36
8.1 Sample Compositing Scheme 58
VI
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TABLES
Number Page
6.1 Summary of Selected Pollutants Detected During
Dry Weather Sampling - Newark, NJ 50
6.2 Comparision of Dry Weather and Wet Weather
Background Results - Newark, NJ 51
6.3 Summary of Storm One Pollutant
Concentrations - Newark, NJ 53
6.4 Comparision of First Flush Mass Flux to
Background Mass Loadings - Newark, NJ 55
8.1 Recommended Sample Locations and Sampling Techniques . . 57
vii
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LIST OF ABBREVIATIONS AND SYMBOLS
BOD5 - biochemical oxygen demand
BRISC - Burns and Roe Industrial Services Corporation
CFS - cubic feet per second
cm - centimeter
COD - chemical oxygen demand
CS - combined sewer
CSF - combined sewer flow
CSO - combined sewer overflow
0 - degrees
°C - degrees centrigrade
DWF - dry weather flow
Dup - duplicate
EPA - Environmental Protection Agency
GPD - gallons per day
HLWW - high level wet well
LLWW - low level wet well
mgd - million gallons per day
mg/1 - milligrams per liter
min - minutes
ml - milliliter
PAH - polynuclear aromatic hydrocarbons
POTW - publicly owned treatment works
PVSC - Passaic Valley Sewage Commission
QA/QC - quality assurance/quality control
SCSS - Storm and Combined Sewer Section
STP - sewage treatment plant
TDS - total dissolved solids
TOC - total organic carbon
TS - total solids
TSS - total suspended solids
VGA - volatile organic analyte
viii
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ACKNOWLEDGMENTS
This report was conducted under contract to the U.S. Environmental
Protection Agency. The cooperation and efforts of Jeffery D. Denit, Divi-
sion Director, Effluent Guidelines Division (EGD); Robert Grim, EGD Branch
Chief; Robert M. Southworth, EGD Project Officer; and Thomas P. O'Farrell,
Project Manager, Office of Water R<
Acknowledgment is given to Richard
Environmental Research Laboratory
assisting in the development of th
Burns and Roe Industrial Serv
Jersey, conducted all field activi
Company, Portland, Maine, prepared
BRISC. This report was written by
under the direction of Donald R. Ci
C. Warren, P.E., Project Manager;
Director. Technical contributions
by Robert Steeves, Mehdi Nasser-Mi
work was performed by USEPA Region
and BRISC, Paramus, New Jersey.
sgulations and Standards are appreciated.
Fields and Robert Turkeltaub, Municipal
Storm and Combined Sewer Section, for
project work plan.
.ces Corporation (BRISC), Paramus, New
:ies for this project. The E.G. Jordan
this report based on the data provided by
Mike A. Crawford, P.E., Project Engineer
ate, P.E., Principal-in-Charge; Willard
md Robert A. Steeves, Technical Project
during the report preparation were made
remadi and Charles Goodwin. Analytical
VII Laboratory, Kansas City, Missouri
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SECTION 1
SUMMARY AND CONCLUSIONS
SUMMARY
The U.S. Environmental Protection Agency (EPA) has conducted several
studies to determine the presence of toxic pollutants in wastewater dis-
charged from publicly owned treatment works (POTWs). Results indicated that
the amount of priority toxic pollutants found in the influent to POTWs
served by combined sewers increases significantly during, and immediately
following, a storm event. To obtain the information needed to characterize
priority pollutants in combined sewers and combined sewer overflows (CSO), a
two-phase (pilot-scale and full-scale) study was initiated.
The CSO pilot-scale study was conducted to estimate the amount of
priority pollutants in CSOs and to establish criteria for conducting the
full-scale study. The two sewerage systems selected for the pilot study
were: 1) a system tributary to the 26th Ward Sewage Treatment Plant in
Brooklyn, New York; and 2) a system tributary to the Passaic Valley Sewage
Treatment Plant in Newark, New Jersey.
Samples of rainfall, stormwater runoff, sewerage system sediment, dry
weather flow, wet weather combined sewer flow (CSF), combined sewer overflow
(CSO), and "first flush" flows were collected from the selected systems and
analyzed for priority pollutants and selected conventional and nonconven-
tional pollutants. Various sampling and flow measurement techniques were
evaluated to establish criteria and protocols for Phase II, the full-scale
study.
Results from the six storm events sampled (three in Brooklyn and three
in Newark) identified metals at the highest concentrations in the CSF, CSO,
and runoff samples. Lead, zinc and copper were the most prevalent pollu-
tants detected. Lead concentrations ranged from 1,240 vg/1 to 55 vg/1 in
runoff samples and from 920 yg/1 to 80 Vg/1 in CSF and CSO samples; zinc
concentrations ranged from 637 vg/1 to 150 vg/1 in runoff samples and from
1,000 vg/1 to 166 vg/1 in CSF and CSO samples; and copper ranged from 209
Vg/1 to 28 vg/1 in runoff samples and 453 vg/1 to 36 vg/1 in CSF and CSO
samples. All three pollutants demonstrated definite dilution or first flush
patterns (higher concentrations during the initial phase of the storm event
followed by a dilution effect as the storm progressed) in both runoff
samples and CSO samples.
Zinc (70 vg/1) and cyanide (54 Vg/1) were the priority pollutants
present at the highest concentration in precipitation samples. The majority
of other pollutants were not detected above their analytical detection limit
in the rainfall samples.
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Acid extractable organics and pesticides were not detected at all in
Brooklyn and only sporadically detected above the analytical detection limit
(a combined total of 13 occurrences) in Newark. Base-neutral compounds were
detected slightly more often than pesticides and acid extractable organics,
although not in any observable pattern. Bis(2-ethylhexyl)phthalate was the
base-neutral compound detected at the highest average concentration in both
CSO and runoff samples.
Volatile organic compounds were occasionally detected in runoff and
CSO samples in Newark. Chloroform, trichlorofluoromethane (delisted as a
priority toxic pollutant recently), and methylene chloride were the com-
pounds detected at the highest concentrations. Trichloroethylene and
1,1,2,2-tetrachloroethene were consistently detected in the CSO, but not in
the runoff in Brooklyn.
CONCLUSIONS
1. The concentration of lead, copper, and zinc in CSOs appears to be the
result of the drainage area being flushed by runoff during the initial
phase of a given storm event.
2. The presence of volatile organic compounds in CSOs appears to be site
specific, inferring that land use patterns may be associated with the
source of the pollutants.
3. Acid extractable organics, base-neutral compounds, and pesticides are
not prevalent in CSOs or in runoff. These compounds were only detected
sporadically in the samples collected; when present, the concentrations
were close to or below the normal analytical detection limits for these
compounds.
4. In the site selection process for a wet weather sampling program,
initial communications with municipal authorities should determine the
willingness of the authority to participate in the program, the require-
ments for insurance/indemnification agreements, and the applicability
of the collection system to the program objectives.
5. Potential sample locations should be inspected to ensure that the phys-
ical arrangement of the regulator chamber is amenable to the program
objectives. Sample locations should be inspected under projected study
conditions, i.e., wet weather, to identify potential sampling problems.
6. Catchment areas selected for sampling should have well-defined boundar-
ies and be tributary to a single regulator structure. This helps to
identify sources of pollutants and to establish correlations between
pollutant mass and different variables.
7. The selected regulator locations should be arranged such that both CSF
and CSO are accessible and adaptable for representative sampling and
accurate flow monitoring. In particular, fluctuations of the receiving
water elevation should be considered.
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8. The size and shape of the selected catchment area should be carefully
reviewed since this will, to a large extent, determine the frequency
and duration of an overflow.
9. Availability of relevant historical information, existing in-place
sampling equipment, and in-place flow monitoring equipment should be
evaluated for use in the program.
10. Selected sample locations should not pose any safety hazards for the
sample crews. Locations should be amenable to sampling and flow moni-
toring from street elevation during storm conditions.
11. Use of either manual or automated mechanical sampling techniques is
dependent upon both the physical characteristics of the selected sample
locations in the sewerage system and sampling protocol requirements.
12. To thoroughly inventory pollutants in a collection system, samples of
tap water and dry weather flow should be collected and analyzed. Dry
weather samples should also be collected as close to the start of a
storm event as possible.
13. Accurate sampling techniques dictate that samples be collected from a
well-mixed, turbulent flow location. Further, to truly represent the
pollutant mass flux at the selected sample locations, sample aliquots
should be composited on a flow-proportioned basis.
14. Accurate flow rates are vital for CSO monitoring in order to calculate
pollutant mass loads as well as to determine the proportions in which
sample aliquots should be composited. CSO flow monitoring techniques
to be used at selected locations are dependent upon the physical
arrangement of the regulator chamber.
15. Runoff sample locations should be selected during wet weather condi-
tions when the boundaries of the runoff area can be reliably documented
and flow rates estimated. As many runoff locations as possible should
be sampled and composited into a single runoff sample per catchment
area. Manual grab sampling of runoff is more appropriate than the use
of automatic samplers.
16. The "first flush" event is a site-specific phenomenon and must be
evaluated in detail at each sampling location based on the characteris-
tics of the storm event, catchment area, sewerage system, and catchment
area runoff management practices. Conductivity and settleable solids
measurements are two in-situ measurements suitable for estimating
initiation and duration of the the first flush period. A comparison of
these two methods should be conducted in the field to further identify
the method that is best suited for a particular site.
17. Rain gauges and collection equipment must be strategically located
within the selected catchment areas and be free from influences from
aerial obstructions, vandalism, etc. Gauges should be the recording
type so that the intensity of a storm can be evaluated. Collectors
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must be constructed of stainless steel, pyrex, or be teflon coated and
sized to collect 2.5 gallons per storm event.
18. Sediment samples should be collected during extended dry periods and
should be collected as close to the regulator chamber as possible.
19. Entry to the sewerage system, although usually necessary for equipment
calibration, should be minimized in order to avoid associated safety
hazards.
20. Adequate advance storm warning is needed to minimize the number of
false starts and to ensure that sample crews are on-site during the
initial periods of the storm. A professional meteorologist should be
consulted.
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SECTION 2
INTRODUCTION
2.1 BACKGROUND
To determine the presence of priority toxic pollutants in wastewater
discharges, the U.S. Environmental Protection Agency (EPA) has conducted
several studies focusing on: 1) priority pollutants from residential,
commercial, and industrial areas1; 2) priority pollutants associated
with urban runoff2; 3) the occurrence and fate of priority pollutants in
publicly owned treatment works (POTWs) (two separate studies totaling 50
POTWs)3; and 4) a 30 consecutive day evaluation of the variability and fate
of priority pollutants at one POTW*. One potential source of priority toxic
pollutants that had not been studied until now was combined sewer flow and
combined sewer overflow (CSO).
Combined sewers are conduits that serve to transport sanitary sewage
during dry weather conditions and combined sanitary sewage and storm water
runoff during wet weather periods. The concept of combined sewers was
developed when the primary objective of collection networks was to transport
sewage to the local receiving streams. Treatment of dry weather flows has
evolved over the years. The capacity of municipal treatment plants is
usually not adequate, however, for the large quantities of combined waste-
water that may result during storm conditions. The excess wastewater that
cannot be treated at the publicly owned treatment works (POTW) is usually
diverted directly to the receiving streams untreated (shown as CSO in Figure
2.1).
A hypothetical CSO scenario is as follows: sanitary sewage flowing at
a dry weather design discharge rate is intercepted at a regulator chamber,
conveyed to a publicly owned treatment works (POTW) for physical, biologi-
cal, or chemical treatment, and discharged to the receiving stream. Precipi-
tation begins to fall, first accumulating in depressions and storage areas
within the drainage area. The normal dry weather sanitary waste stream
continues to flow to the POTW; the volume of precipitation continues to
increase and the depressions and storage areas within the drainage area are
exceeded, resulting in runoff. The runoff is gentle at first, increasing in
velocity and volume as the storm progresses. The runoff contacts dry
weather pollutants that have accumulated on the streets, in the gutters, and
on the roofs of buildings. Portions of this debris are transported to the
sewerage system as runoff and enter the collection system, combining with
the dry weather sanitary sewage.
The combined sewer flow enters the regulator chamber that diverts the
flow to either the treatment plant or, if flows are excessive, directly to
the receiving waters untreated. As the storm continues, the volume of
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untreated wastewater increases as does the cumulative mass of pollutants
discharged. At the conclusion of the storm event, the flow gradually
recedes until overflow conditions no longer exist.
Results of the studies conducted by EPA at 50 POTWs indicated that the
concentration of priority toxic pollutants (particularly metals) in the
influent to POTWs served by a combined sewer collection network increased
significantly during and immediately following a storm event. The toxic
metal influent load was up to three times greater during a storm3. Based on
these results, EPA initiated this study to obtain information to character-
ize priority pollutants associated with combined sewer flows and combined
sewer overflows.
Because the EPA study represents the first effort to specifically
assess priority pollutants in CSOs, development of a sampling protocol was
needed before a full-scale investigation could be initiated. EPA's study is
being conducted, therefore, in two phases: Phase I, a pilot-scale study and
Phase II, a full-scale study. This report summarizes the results of the
pilot-scale CSO study.
2.2 PURPOSE
The pilot study was initiated to:
1. Establish site selection and sampling criteria for conducting the
full-scale study; and
2. To characterize the levels of priority pollutants in combined sewer
flows, combined sewer sediments, storm runoff, and combined sewer
overflows.
2.3 SCOPE
The scope of the pilot study included:
1. Selecting sample sites within two sewerage systems.
2. Sampling the dry weather influent to the POTWs or to the appropriate
regulator chamber that receives wastewater from the selected catchment
areas.
3. Collecting sediment samples that accumulate in the collection system
tributary to the selected regulator locations.
4. Collecting samples of the combined sewer flow, storm runoff, rainfall,
combined sewer overflow, and "first flush" discharges.
5. Shipping samples to EPA-designated laboratories for toxic pollutant
analyses.
6. Analyzing samples for selected conventional and nonconventional pollu-
tants .
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7. Characterizing the drainage areas served by the selected sample loca-
tions (e.g., determining land use, imperviousness, and related fac-
tors) .
8. Evaluating various techniques for wastewater and rainfall sample
collection, rainfall measurement, and flow monitoring.
9. Evaluating results of conventional, nonconventional, and priority
pollutant analyses.
10. Preparing a final report summarizing the project activities.
The sewerage systems selected for sampling during the pilot-scale study
were located in the New York City Metropolitan area to facilitate access to
the EPA's Storm and Combined Sewer Section (SCSS) in Edison, New Jersey.
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SECTION 3
SITE SELECTION
3.1 CRITERIA
To accomplish the objectives of this study, specific criteria were
established for selecting study areas. These criteria included:
1. Combined sewers should serve most, if not all, of the study area.
2. Each selected catchment area should have well-defined boundaries.
3. Each catchment area should have a minimum number of regulating cham-
bers; areas served by one regulator should receive priority.
4. The sewerage system, including the regulator chambers, should be well-
operated and in good condition.
5. The sewerage system should be accessible at specified sampling points.
6. Sample locations should facilitate evaluations of various flow monitor-
ing and sample collection techniques.
7. Area land use should enhance the objectives of the study (i.e., popu-
lated versus vacant areas) and should include industrial development.
8. General information on an area's land use, industrial dischargers,
slopes, and sewer characteristics should be readily available.
9. The municipality should be willing to participate in the study.
3.2 SEWERAGE SYSTEMS INSPECTED
Available information on the combined sewer systems located in the New
York Metropolitan area was reviewed to identify sewerage systems that would
be suitable for sampling during the pilot-scale study. This information
included the EPA's 1978 Needs Survey, an EPA SCSS report "Combined Sewer
Overflow Study for the Hudson River Conference" (January 1973), and other
data obtained from the personnel at SCSS. Based on this review, four
potential study areas, each tributary to one of the following pollution
control facilities, were selected: the 26th Ward Wastewa.ter Pollution
Control Plant, Brooklyn, New York; the City of Elizabeth Wastewater Treat-
ment Plant, Elizabeth, New Jersey; Passaic Valley Wastewater Treatment
Facility, Newark, New Jersey; and the Hoboken Wastewater Treatment Plant,
Hoboken, New Jersey.
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Based on the criteria listed in Section 3.1 and the results of the
field reconnaissance visits to inspect potential sampling locations in each
of the four cities, catchment areas tributary to the Passaic Valley Waste-
water Treatment Facility (Newark, New Jersey) and the 26th Ward Wastewater
Pollution Control Plant (Brooklyn, New York) were identified as the primary
drainage areas to be sampled. Catchment areas tributary to the Hoboken
Wastewater Treatment Plant were eliminated because of inadequate sampling
locations and the poor conditions of the overflow regulators, conditions
that would not be conducive to the requirements of the sampling program.
Sampling catchment areas within the Elizabeth city limits were not pursued
because of unreasonable indemnification requirements specified by the city.
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SECTION 4
DESCRIPTION OF SELECTED STUDY AREAS
4.1 26TH WARD DRAINAGE AREA - BROOKLYN, NEW YORK5
The estimated 6,000 acres included in this drainage district are
bordered by Brooklyn, Queens, and Jamaica Bay. The land is generally low
and flat with a hilly section along the northern border; elevations range
from sea level at Jamaica Bay to approximately 150 feet above sea level near
the top of the steeper section. The drainage area averages slightly over 43
inches of precipitation per year.
Land is used primarily for residential purposes though industrial
sections have been developed at Broadway Junction, Flatland Industrial Park,
Spring Creek Industrial Park, and along Atlantic Avenue. Large tracts of
vacant land are also present, including cemetaries and parklands to the
north, marshland along Jamaica Bay, and a sanitary landfill in the Spring
Creek area. Housing and other neighborhood characteristics vary widely.
Older areas range from the well-maintained communities of Cypress Hills,
Highland Park, and City Line to the abandoned buildings and poorly-main-
tained structures in East New York and Brownsville. Recently constructed
public housing projects are located throughout the area.
A combined sewer collection system serves all of the study area except
Starrett City, the Spring Creek urban renewal area, and the proposed Gateway
National Park. Sewer diameters range from 12 inches to a combined 252-inch
triple-barrel sewer. The combined sewerage system consists of approximately
20 miles of sewer at least 48 inches in diameter and 160 miles of sewer less
than 48 inches in diameter. Many of the larger sewers are constructed of
plain or reinforced monolithic concrete, with brick or vitrified clay liner
plates; small sewers are predominantly vitrified clay. Pipe joints through-
out the system consist of caulked hemp or oakum and cement, though new pipes
have rubber gasket or bitumastic joints. Sewer shapes include rectangular
pipes with V-shaped inverts; circular or flat pipes; semi-circular or
U-shaped; or one of the many old conduit shapes (e.g., banked handle,
catenary, egg-shaped, horseshoe).
To minimize the pollutant levels from combined sewer overflows during
storms, the City of New York has proposed an Auxiliary Water Pollution
Control Plant program, projected to provide six storm overflow treatment
facilities. The first and only operating control plant, the Spring Creek
Plant, is designed to control storm water overflow to Jamaica Bay. The
plant, located in the 26th Ward drainage area, consists of six 50-feet by
476-feet contact basins and an operations building. It captures sediment
material washed from city streets as well as settled material scoured from
11
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the sewers at the beginning of storms. Runoff from minor storms is retained
at the Spring Creek Plant and pumped to the 26th Ward Treatment Facility
during dry weather periods; short-term settling and disinfection is provided
for combined sewer overflows during larger storms. Unrestricted flow enters
the basins through four 10xl4-foot extensions of the Autumn Avenue sewer from
the north and two 10xl5-foot extensions of the Queens sewer from the east.
Chlorination is generally practiced from May 15th through September 30th.
The Spring Creek Auxiliary Plant was considered as an excellent layout
for sampling as part of the CSO pilot study. The plant would provide a
simulated laboratory model for monitoring combined sewer flows, overflows,
and the effects of sedimentation. Unfortunately, because of the complexity
of identifying the source of the influent waste stream and of the current
operational mode at the plant (detention basins are not routinely "bled"
back into the system during dry weather conditions), it was not practical to
monitor this location. Alternative catchment areas not tributary to the
Spring Creek facility were sought. The overflow regulators that were
selected for sampling in the 26th Ward tributary area were located at Hen-
drix Street and Williams Avenue, respectively. The location of the catch-
ment areas are shown in Figure 4.1.
Hendrix Street Regulator Chamber
The Hendrix Creek drainage area is long, narrow, and approximately 492
acres in area. Figures 4.2 and 4.3 present the Hendrix Creek catchment
boundaries and regulator diversion plan view, respectively. The land use in
the catchment area is predominately multi-family residential development
with a mix of commercial establishments. The sampling station throughout
this program was located on the 26th Ward Treatment Plant premises. The
existing diversion weir (41 feet long) was available for flow monitoring
overflow events.
Flow through the regulator chamber may be controlled by throttling
either the main tide gate at the 26th Ward Treatment Plant or the sluice
gate at the regulator chamber. During a typical storm, when the combined
sewer flow reaches a predetermined level, the regulator gate is throttled
(closed), thus reducing the flow to the treatment plant. As the flow rises
in the regulating chamber above the freeboard of the overflow weir, combined
sewage passes through a series of tide gates and then discharges to Hendrix
Creek. Due to the size of the drainage area and the low hydraulic capacity
of the interceptor to the treatment plant, this regulator is sensitive to
overflow.
Williams Avenue Regulator Chamber
The drainage area tributary to the Williams Avenue regulator (also
referred to as the Fresh Creek catchment area) is approximately twice as
large in area as the Hendrix Street drainage area. Figure 4.4 presents the
tributary area boundary. This predominately residential (multi-family
apartment dwellings) and commercial land use area borders the Hendrix Street
catchment area.
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r-HENDRIX STREET
CATCHMENT
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WILLIAMS
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CATCHMENT
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ATLANTIC OCEAN
FIGURE 4.1 LOCATION OF THE HENDRIX STREET
AND WILLIAMS AVENUE CATCHMENT AREAS
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FIGURE 4.2
HENDRIX CREEK COMBINED SEWER DRAINAGE AREA
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FIGURE 4.4
WILLIAMS AVENUE COMBINED SEWER DRAINAGE AREA
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Due to the larger catchment area, the regulator structure is very
sensitive to overflow during wet weather conditions. The regulator diver-
sion functions similarly to the Hendrix regulator. Once the level of the
flow reaches a predetermined elevation in the regulator chamber, the regu-
lator gate is closed, thus regulating the flow to the treatment plant. The
elevation of the combined sewer flow rises quickly at this point until the
flow cascades over the existing weir diversion., The overflow then passes
through a series of tide gates before discharging to Fresh Creek. The diver-
sion weir is 12 feet long at an elevation of 3.7 feet above mean sea level.
This low elevation presented difficulties in monitoring flow rates when over-
flow conditions occurred during high tide periods. Figure 4.5 presents the
plan view of the Williams Avenue regulator structure.
4.2 PASSAIC VALLEY DRAINAGE AREA - NEWARK, NEW JERSEY*
The Passaic Valley Sewage Commission (PVSC), located in Newark, New
Jersey, serves 30 communities in the northeastern New Jersey area (see
Figure 4.6). The City of Newark covers approximately 15,360 acres with an
average elevation of 55 feet above sea level. The population of Newark is
an estimated 310,000, although during the business day the estimated popula-
tion swells to over two million. The Newark area receives an average of 40
inches of precipitation per year.
Land is used for both residential and industrial purposes. More than
5,000 industries are served by the PVSC sewage Collection system, includ-
ing leather, jewelry, malt liquor, electrical equipment, auto parts, chemi-
cal, and plastic manufacturers as well as several major educational facili-
ties. Approximately 260 million gallons per da^ (mgd) of sewage is current-
ly treated at the PVSC plant; this is expected to increase to 300 mgd by the
year 2000, with a peak daily capacity of 680 mgd.
Ten of the 15 overflow points within Newark's collection system have
recently been renovated to allow remote control of the regulator gates from
the main sewage treatment plant. To alleviate surcharge conditions at the
treatment plant, the regulator at the Clay Street location is opened first
and excess combined sewer flow is allowed to overflow to Newark Bay. If
surcharge conditions persist, the remaining nine regulators are then opened.
When flow at any one of the regulators backs up to a level higher than the
regulator stop logs, overflow occurs. This arrangement affords maximum usage
of in-line storage.
After in-depth field investigations, regulator locations at Herbert
Place, Rector Street, and Saybrook Place were selected for sampling during
the pilot study. The Herbert Place drainage area is shown in Figure 4.7 and
the Rector Street and Saybrook drainage areas are shown in Figure 4.8. Each
of these regulators (illustrated in Figures 4.9, 4.10, and 4.11, respec-
tively) receives flow from separate, well-defined catchment areas within
Newark.
17
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PASSAIC If
WALLINGTON
PUMPING
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PUMPING
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NEWARK BAY
PUMPING STATION 8
SEWAGE
TREAT.
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FIGURE 4.6
DRAINAGE AREA TRIBUTARY TO THE
PASSAIC VALLEY SEWAGE TREATMENT FACILITY
19
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I2"x36"
REGULATOR VALVE
24 0 FLAP
VALVE-
TO P.V.S.C. MAIN
INTERCEPTOR-
4
4
4
\
T^
REGULATOR/
FLOAT CHAMBER
^
4
1
-HERBERT PLACE
INTERCEPTOR
STOP LOGS
SANDCATCHER
CHAMBER
OUTFALL
TO RIVER
PASSAIC
RIVER
LEGEND
I |)> DRY WEATHER FLOW
COMBINED FLOW/OVERFLOW
FIGURE 4.9
SCHEMATIC OF HERBERT PLACE REGULATOR CHAMBER
22
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SAND CATCHER
CHAMBER
12" x 36" REGULATOR
VALVE
REGULATOR/FLOAT
CHAMBER
TO RV.S.C. MAIN
INTERCEPTOR
PASSAIC
LEGEND
r~^> DRY WEATHER FLOW
COMBINED FLOW/OVERFLOW
fl
RECTOR STREET
INTERCEPTOR
LOGS
GATE
CHAMBERS
OUTFALL TO RIVER
RIVER
FIGURE 4.10
SCHEMATIC OF RECTOR STREET REGULATOR CHAMBER
23
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SAYBROOK PLACE
INTERCEPTOR
SANDCATCHER
CHAMBER
LOGS
TO PVS.C. MAIN
INTERCEPTOR
7~\
REGULATOR/FLOAT
CHAMBER
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REGULATOR VALVE
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4
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COMBINED FLOW/OVERFLOW
RIVER
FIGURE 4.11
SCHEMATIC OF SAYBROOK PLACE REGULATOR CHAMBER
24
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Herbert Place Overflow Chamber
This chamber is located at the southwest corner of the Chester Avenue
exit off McCarter Highway at an elevation sufficiently above the Passaic
River to eliminate tidal influences on the chamber performance. The chamber
serves a 298-acre predominately residential and commercial area that includes
47,000 linear feet of combined sewers as listed below:
o 38,000 feet with eight- to 24-inch diameter
o 1,000 feet with 27- to 36-inch diameter
o 3,000 feet with 36- to 54-inch diameter
o 5,000 feet of egg, oval, and rectangular sewer with
18x27-inch to 44x66-inch diameters
Average daily seasonal dry weather flow at the chamber location is 1.20
mgd. Overflow conditions result when flows reach approximately 11.3 mgd.
The overflow discharges by gravity through two 380-foot lines (72x48-inch
horseshoe brick and a 51-inch circular reinforced concrete pipe) with a 2.1
percent slope to the Passaic River. The chamber is served by a 48-inch cir-
cular concrete pipe at a 3.11 percent slope.
Before flow enters the chamber, it is accessible through two upstream
manholes (80 feet east of the chamber on Herbert Street and 314 feet east of
the Herbert Street manhole). The invert slope between the two manholes is
2.99 percent. Under normal conditions, flow drops approximately 13 feet to
the main interceptor under McCarter Highway.
Rector Street Overflow Chamber
This chamber is located at the northwest corner of an existing ware-
house building on Ogden Street, south of the Rector Street and McCarter
Highway intersection. Due to the low elevation, tidal gates are in place to
control backwater intrusion.
The drainage area tributary to the Rector Street overflow chamber
contains approximately 177 acres; 20 percent of the area is residential and
the remainder is used for commercial/industrial purposes. The chamber is
served by 25,600 linear feet of combined sewers as listed below:
o 11,800 feet with eight to 18-inch diameters
o 3,500 feet with 24 to 60-inch diameters
o 10,300 feet of egg, oval, and rectangular sewer with
20x30-inch to 54x66-inch diameters
The chamber is served by a 54x60-inch rectangular pipe with a 2.14
percent slope. Dry weather flow averages 1.88 mgd. Overflow conditions
occur when flows reach approximately 11.00 mgd. Overflow travels by gravity
through a 115-foot long by 60-inch diameter brick pipe at a 6.47 percent
slope and discharge to the Passaic River.
Before flow enters the chamber, it is accessible through two upstream
manholes (100 feet northwest of the chamber on McCarter Highway and 74 feet
northwest of the McCarter Highway manhole). The invert slope between the
25
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two manholes in 1.97 percent. Under normal flow condition, the flow drops
approximately 19 feet to the main interceptor under McCarter Highway.
Saybrook Place Overflow Chamber
The area tributary to this chamber consists of approximately 306 acres
of highly developed residential, commercial, and industrial land. The
chamber is located south of an existing warehouse, east of the Saybrook
Place and McCarter Highway intersection. The elevation of the chamber
requires the use of well-operated tide gates to control backwater intrusion.
Approximately 56,500 linear feet of combined sewers are tributary to
he chamber:
o 27,000 feet with six to 18-inch diameters
o 6,000 feet with 30 to 60-inch diameters
o 3,500 feet with 72 to 105-inch diameters
o 20,000 feet of egg, oval, and rectangular shape sewer with
20x30-inch to 30x70-inch diameters
The chamber receives,an average daily seasonal dry weather flow of 4.8 mgd.
Two interceptors are tributary to the chamber: a 48-inch brick pipe flowing
northeast on McCarter Highway enters at a 3.97 percent slope; and a 90x80-
inch pipe flowing northeast on Saybrook Place enters at a 1.48 percent
slope. Flow is accessible at manholes on both interceptors.
26
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SECTION 5
SAMPLING PROGRAM
5.1 INTRODUCTION
To determine the mass and source of priority pollutants in combined
sewer flows and overflows and the relation of the pollutant mass to urban
runoff, storm intensity, land use, industrial dischargers, and other ele-
ments, the characteristics of both dry and wet weather sewage flow must be
documented. By selectively identifying sample locations tributary to drain-
age areas in which a mass balance framework for the respective drainage
areas can be established, definite sources of priority pollutants should be
identifiable. In this study, sampling methodologies were specifically
developed to establish the characteristics within a tributary area for the
dry weather background flow, and deposition and the wet weather precipitation,
runoff, CSO, and combined wet and dry weather flow. In addition, samples
were collected to assess the character and fate of any observed first flush.
Detailed procedures were considered for the priority pollutant sampling
during dry and wet weather conditions. These procedures were then evaluated
for flexibility and accuracy.
5.2 METHODOLOGIES
5.2.1 Dry Weather Sampling
Background Sampling. The purpose of the background sampling is to document
the expected base line mass loadings attributable to dry weather flow. By
subtracting the respective background dry weather pollutant mass from the
combined wet weather pollutant mass, the mass generated as a result of a
given storm event can be calculated.
Since the background sample represents the dry weather baseline pollu-
tant mass, the sample period and location should be chosen carefully. Col-
lecting samples at the influent to the treatment plant provides a datum to
evaluate the increase/decrease of pollutants in the influent to the POTW as
a result of combined sewer flow conditions. In contrast, samples collected
at the regulator locations tributary to the selected catchment areas provide
a datum to assess the increase/decrease of pollutants emanating from within
the defined drainage area boundaries.
The sample period duration, similar to the sample location, has an
impact on the character of the background sample. Ideally, the dry weather
background sample period would extend during the same day of the week and
the exact time interval that the storm events occur. However, even if repli-
cate samples were collected during the same time intervals, there is no
guarantee that industrial discharge patterns will coincide from week to week.
27
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A purpose of the pilot study was to determine which sample location
should be selected for the background datum location, and further, whether
the samples should be collected as a composite over an extended time period
or simply as a grab sample immediately prior to the storm event. As for all
samples collected throughout this program, it was critical that sample loca-
tions be situated such that well-mixed representative samples and reliable
flow information be obtained. Accessibility to the sample location is like-
wise imperative. Extended dry weather periods should additionally precede
any dry weather background sampling to minimize potential effects as a
result of infiltration.
Sediment Sampling. The deposition of solids in a combined sewerage system
during dry weather periods is recognized as a major contributor to the first
flush phenomenon that generally occurs during the early stage of a storm
event. For this reason, it is desirable to collect sediment samples during
dry weather periods since they are representative of the material that may
be scoured from the collection system during storm periods.
Flat sections of the large combined sewers where low velocity flows may
be expected should be inspected before sampling. If this inspection proves
futile, sediment sampling should be pursued further into the collection
system. Of particular concern for sediment sampling is the period of
antecedent dry weather conditions. A period of seven consecutive days is
desirable as a minimum so that sediments from each day of the week can
accumulate in the sewer.
5.2.2 Wet Weather Sampling
Precipitation Sampling. The volume, length, and intensity of a storm event
are major factors influencing the volume of wastewater and the mass of
pollutants discharged to receiving streams in combined sewer overflow. To
adequately address the source of pollutants in combined sewers and to
correlate the level of those pollutants to variables such as rainfall
intensity, an indepth evaluation of precipitation patterns (e.g., volume,
intensity, duration) and precipitation quality should be undertaken. Sampl-
ing and monitoring precipitation in a specific area must be tailored pre-
cisely for that catchment area. Rain gauges and collection instruments must
be placed in strategic locations that will not be influenced by aerial
obstructions, large buildings, pedestrian and automotive traffic, and the
possibility of unstable ground support. Furthermore, the number of monitor-
ing locations is influenced by the acreage in the collection district.
Rainfall collectors should be in the center of the catchment area whenever
possible, in locations not likely to be vandalized.
Rainfall collectors should be made of stainless steel, pyrex, or
teflon. For this program, 2.5 gallons of rain per storm event were needed
for all priority pollutant, conventional, and nonconventional analyses. The
collectors must be sized accordingly (i.e., a 0.25 inch rain storm requires
16 square feet of collector area).
28
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Precipitation may be measured by recording and nonrecording gauges as
water depth with respect to time. The U.S. Weather Service standard nonre-
cording precipitation gauge consists of a 203-rnm diameter collector with a
knife-sharp edge, a receiver, an overflow chamber, and a measuring stick.
Precipitation is caught in the collector and funneled into the receiver, a
brass tube with a cross-sectional area one-tenth that of the collector.
Precipitation accumulated in the receiver is measured with a stick graduated
in millimeters. Any overflow from the receiver is held in the overflow
chamber and poured into the receiver for measuring. Any time after rainfall
begins, a manual measurement of the collected precipitation can be taken
with the measuring stick. Figure 5.1 shows a typical nonrecording rain
gauge7.
Three types of recording precipitation gauges are commonly used:
tipping bucket, float, and weighing gauges. The weighing gauge is suitable
for measuring rain and snow, while the tipping bucket measures only rain. A
weighing gauge is shown in Figure 5.2. Precipitation is caught in the
funnel shaped collector and diverted to a bucket resting on a scale. As the
weight of the catch increases, a pen moves across a recorder chart (rotated
by a timer) indicating the cumulative rainfall. The chart and the spring-
powered chart drive can be geared for 6, 12, 24, 48, 96, 168, and 192 hour
periods. An electric chart drive is also available up to 861 hours (35.9
days). However, chart readings above 24 hours are very difficult to read at
less than 15-minute intervals.
A problem associated with the use of most rain gauges is that the gauge
itself causes turbulent air currents; subsequently, part of the rainfall
passes the gauge in an amount that varies according to wind velocity. If
possible, precipitation gauges should be protected from wind influence in
all directions. If placed near trees or buildings, overhead obstructions
should be at a vertical angle of at least 30 degrees (°), and not more than
40°, from the gauge. However, suitable areas protected by trees or build-
ings are not always available, and precipitation gauges in exposed areas
should be equipped with a windshield, if possible. The U.S. Weather Service
uses an alter shield as shown in Figure 5.3. However, even this cannot
protect against severe winds. The alter gauge is used in more permanent
gauging studies7. For this project, the weighing bucket recording gauge was
used.
Good judgement is required to interpret observations and reduce inaccu-
racies caused by poor gauge exposure. For example, the measurement may be
greater than the rainfall because of drip from overhead tree limbs. If the
opening of a vessel is not level, the horizontal projection of the opening
should be measured before the vessel is disturbed. Many containers have
sloping or irregular shapes. In these instances, the catch is easily
measured by pouring the contents into a calibrated container and adjusting
the measured volume for the size of opening. Photographs of vessels in
their undisturbed locations are helpful in evaluating the effect of sur-
roundings and angle of the opening on the catch.
In areas of high population densities, locating rainfall collectors and
rain gauges throughout the system may be difficult. Contacts with local
police, fire, or municipal wastewater treatment departments may be helpful
29
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\
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/
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a
- DETACHABLE COLLECTOR
RECEIVER
OVERFLOW CHAMBER
FRONT VERTICAL HORIZONTAL
ECEVATION CROSS SECTION CROSS SECTION
FIGURE 5.1 TYPICAL NONRECORDING PRECIPITATION GAUGE7
FIGURE 5.2 TYPICAL WEIGHING-TYPE RECORDING RAIN GAUGE
(Courtesy of Belfort Instrument Company)
30
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FIGURE 5.3 ALTER PRECIPITATION GAUGE7
31
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in positioning the equipment on selected roofs or within a restricted area.
If long-term placement of this equipment is required, a long-term maintenance
schedule should be implemented. Particulate accumulation on the collector
during extended dry weather periods is of concern. This accumulation, fol-
lowed by a rainfall event, could cause sample contamination. Rainfall col-
lectors must be properly cleaned prior to each sampling event. In addition,
flushing the collector with deionized water and then collecting and analyz-
ing this sample as a sampler blank allows evaluation of any contamination.
Combined Sewer Overflow Sampling. One objective of the full-scale CSO toxic
pollutant study is to determine whether toxic pollutants are present in CSOs,
and if so, to what degree. Various sampling techniques could be incorporated
to characterize the overflow. A single grab sample, a series of random grab
samples, or a series of constant volume-constant time samples that are
equally composited throughout the CSO period to form a single sample could
be collected. However, results from that type of sampling provide little
information on the mass of pollutants discharged, which is directly dependent
on the flow, as CSO. Therefore, the CSO composite sample should be a flow
proportioned sample. Automatic samplers may be used to collect CSO samples
that are analyzed for extractable organics, metals, and certain conven-
tional/nonconventional pollutants. Samples that will be analyzed for
volatile compounds, cyanides, and certain conventional/nonconventional
pollutants must be procured as grab samples, preserved, and forwarded to
the laboratory. These samples should be composited in the laboratory based
on the instantaneous flow rates at the time the samples were collected.
The flow proportioned sample represents the overall character of the
combined wastewater/storm water discharged in the CSO. The sample collec-
tion period should extend only during overflow periods. It is important for
the sample location to yield a quality sample representive of the CSO.
Sample locations should avoid zones of insufficient mixing and surcharging.
Access to the regulator chamber and/or overflow line is necessary to prop-
erly sample and monitor the flow of the CSO. Entrance to the sewerage sys-
tem during storm flow conditions is extremely dangerous and should be
avoided. Arrangements should be made to collect all samples from street
elevation, if possible.
A last consideration for CSO sampling is that of the regulator chamber
arrangement. The regulator chamber or diversion structure may be mechani-
cally operated or a static control structure may exist (horizontal or verti-
cal orifices, leaping weirs). If the drainage area is situated along the
river or lake that receives the CSO, tide or flood gates may be installed to
prevent the inflow of extraneous waters to the collection system. For each
situation, a different flow monitoring and/or sampling methodology may be
required. A static regulator.chamber located upstream of any tidal and/or
flood influence is better for obtaining accurate flow data and represen-
tative samples than a mechanically operated regulator chamber situated in
series with several tide gates. In the absence of tidal or flood gates,
static regulators avoid potential surcharge conditions and "throttling"
effects that may induce questionable flow monitoring and/or sample quality
results. Though the regulator layout should be justly considered, other
32
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criteria of the sampling program (such as land use, industries tributary to
the regulator, etc.) must be weighed accordingly.
Combined Sewer Flow Sampling. Secondary to documenting whether toxic
pollutants are present in CSOs is the task of identifying the source of
priority pollutants emanating from the selected drainage areas and the fate
of these pollutants. The first stream that should be monitored is the com-
bined sanitary and storm water flow prior to the flow being diverted to the
POTW or to the receiving waters as CSO. The mass of pollutants in this com-
bined sewer flow (CSF) stream represents a total inventory of the pollutants
that may be present in precipitation, runoff, dry weather sediments scoured
by high velocities, and dry weather wastewater flow. The difference between
the CSF and the CSO mass loads represents the mass discharge to a POTW. Thus
the fate of toxic pollutants may be assessed by monitoring the CSF and CSO
lines simultaneously.
The CSF composite should be collected from the start of the storm event
and extend throughout the storm period and finally terminate when the flow
again recedes to approximately the anticipated dry weather level. CSF
sampling techniques must be selected to assure, to the extent feasible,
that samples are representative of the character of the wastewater through-
out the storm event. With few exceptions, samples must be procured in a
flow proportioned manner. CSF and CSO samples may be drawn from the exact
same sample location, assuming stratified flow patterns do not exist at the
regulator chamber. Sample locations must be carefully selected and field
inspections conducted prior to the sampling episode to assure the sites are
suitable for sampling. Grab sample schedules and sampling techniques for
the CSF should be the same as those for CSO.
Runoff Sampling. One source of water pollution in urban areas is that of
runoff. Runoff may contain a number of pollutants including suspended
solids, heavy metals, bacteria, oxygen-consuming matter, nitrogen, phospho-
rus, oil and grease, and associated polynuclear aromatic hydrocarbons (PAH).
The quality of runoff is affected by air pollution, littered and dirty
streets and sidewalks, traffic byproducts, corrosion, hazardous spill
materials, chemicals applied as fertilizers, deicing agents, insecticides,
and herbicides. The quantity of urban runoff that may originate in a
defined catchment area is also important. Highly impervious areas can
generate large volumes of runoff at velocities that may transport material
from the catchment area and scour the sewerage collection network of any
accumulated deposition. For these reasons, the quality and quantity of
urban runoff is of special interest in attempting to identify sources of
toxic pollutants that may ultimately be discharged in the CSO.
The mass of pollutants attributed to storm water runoff for a given
catchment area is highly variable. Factors that contribute to the overall
pollutant mass are: the length of antecedent dry weather periods; the
volume, duration and intensity of a storm event; the size, shape, land use,
surface composition, and slope of the catchment area; the industrial activi-
ties and traffic volume in the drainage area; and pollutant control tech-
nologies used such as street cleaning.
33
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Characterizing urban runoff is an impossible undertaking unless runoff
samples are obtained before the flow enters the collection system. The
first task to be addressed involves identifying a representative runoff
location for sampling. As mentioned previously, the quality and quantity
of runoff is expected to differ immensely among catchment areas.
Runoff samples should be collected as the storm water cascades into the
selected inlet structure or from the gutter adjacent to the inlet structure,
assuming that a well-mixed flowing stream exists. If automatic samplers are
selected for composite sampling, rigid conduit or its equivalent must be
incorporated to position the sampler inlet tubing into the waste stream.
Manual compositing may be performed by using a intermediate pyrex, stain-
less steel or teflon container to obtain the samples. Samples are more
representative if composited in a flow proportioned manner.
First Flush Analysis. Throughout this study, the term "first flush" applies
to the portion of a rainfall event that scours pollutants accumulated in the
streets, gutters, catch basins, and sewer lines during dry weather condi-
tions. During the "first flush" period, the mass of pollutants signifi-
cantly increases in the combined sewer flow.
The "first flush" phenomenon provides much information on the nature,
source, mass, fate, and treatability of wet weather discharges. "First
flush" occurrences, duration, and intensity depend on a number of factors.
The type of rainfall event (intensity, volume, spatial distribution, time
distribution), the watershed characteristics (shape, size, slope, and time
of concentration of the drainage area), sewer system characteristics (slope,
hydraulic capacity, and in-line storage capacity) and catchment area manage-
ment techniques (sewer, catch basin and street cleaning practices) all have
a direct impact on the "first flush." For instance, little if any evidence
of a first flush may be observed if a long duration-low intensity storm
event does not result in any significant increase in runoff or CSF veloci-
ties. In contrast, short duration-high intensity storm events may yield a
very pronounced first flush as a result of high runoff or CSF velocities
that scour the pollutants from the drainage areas and sewers.
During a rainfall event, the rain first wets the land surface, then
fills the depression storage areas, and finally results in runoff. The
first rain most likely dissolves the available soluble pollutants. As the
storm event progresses, surface runoff begins, carrying with it dissolved
material. The suspended solids and settleable solids are later transported
by the runoff in that order. Of course, this may not be true during thunder-
showers where the rainfall intensity at the beginning of a storm may be such
that resulting runoff may concurrently carry suspended and settleable matter
into the sewerage system at the same time. Therefore, the type and sequence
of solids that appear during the first flush period from surface runoff
depends primarily on pollutant availability and rainfall intensity.
The ratio of concentrations of the total volatile suspended solids to
total suspended solids (TVSS/TSS) provides an indication of the types of
pollutants in the "first flush". Generally, high organic suspended solids
mass, identified by a high TVSS/TSS ratio, occurs during the early stages
34
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of a storm event (when the flow increase is very small). The organic matter
is suspected to originate from the colloidal material accumulated in catchb-
asins and the sewer lines. Suspended and settleable materials from the
catchment area are expected to occur later during the higher runoff period.
As discussed above, the "first flush" event is site-specific and must
be evaluated in detail at each separate sampling location based on the
factors listed above. The first step in analyzing this flushing period is
to determine what constitutes a first flush. Does a given increase in the
flow rate, or decrease in the solids content, temperature, or conductivity
define the "first flush" period? The wastewater flow or concentration of
any one pollutant may provide much information on the character of the
"first flush" period. However, it is important to note that the mass flux of
pollutants is the variable of concern in discussing the first flush period.
The advantages and disadvantages of the use of indicator pollutants to
define the first flush period were considered. Lead, for instance, may
provide a perspective of the first flush period. However, the cost and time
required to perform the lead analysis is not responsive to the objectives of
this study since in-situ determinations are required so that samples can be
composited immediately. The first flush period must be defined within a
short period of time (six to eight hour period at maximum) because of the
limited holding time for certain organic priority pollutant samples. The
indicator parameters that were evaluated in detail during the pilot study
were total solids (TS), total suspended solids (TSS), and settleable solids
(SS). The use of temperature and conductivity measurements to define the
"first flush" period was not evaluated during the pilot study. However, a
brief discussion of these in-situ measurments is presented in Section 5.3.
5.3 PILOT STUDY EVALUATIONS
Background Sampling
A seven-day, 24-hour background sampling program was conducted at the
26th Ward Facility. By sampling for seven consecutive days, a dry weather
datum point was established for each day of the week. The influent to the
26th Ward treatment plant was selected as the dry weather background sample
location. Because of the physical constraints at the head of the treatment
plant, the influent could not be sampled prior to combining with the gravity
thickener overflow and digested sludge recycle lines. Adequate characteri-
zation of the influent required, therefore, sampling each recycle line as
well as the influent. In addition to these sample locations, the low level
wet well (Williams Avenue and Spring Creek drainage areas) and high level
wet well (Hendrix Street drainage area) locations at the influent to the
treatment plant were sampled. Jigure 5.4 shows the sample locations and a
plan view of the interceptors tributary to the 26th Ward treatment plant.
Sampling commenced on April 24, 1981, and was completed on April 30, 1981.
An antecedent dry weather period of 12 days preceded the sampling episode.
The dry weather sampling conducted at the 26th Ward treatment plant
provides a baseline data base for the total pollutant influent mass to the
plant. It does not, however, directly represent the baseline pollutant mass
35
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at the regulator locations of the Williams Avenue and Hendrix Street drain-
age areas because of the fact that the samples collected include combined
sewer flow from the entire 26th Ward drainage area. The background sampling
program in Newark was altered to address this deficiency. The Saybrook
Place, Rector Street, and Hebert Place sandcatcher chambers were each
sampled for a five-day period (24-hour composites collected). Sampling
began on August 17, 1981 and continued through August 21, 1981. Twenty-five
days of dry weather conditions preceded the dry weather sampling.
Further evaluations assessed the validity of background samples col-
lected days, weeks, or months prior to storm sampling. Since the background
data represents the wastewater characteristics prior to a storm event,
sampling should be conducted as close to the start of the storm event as
possible. Sampling immediately before the storm event provides direct
comparison between dry and wet weather conditions, while advance sampling of
dry weather conditions limits the credibility of the data. Sampling fre-
quencies and duration of pre-storm sampling periods should be based on the
characteristics of the collection system, manpower requirements, and weather
characteristics. Supervising field personnel are responsible for initiating
and terminating the background sampling. Collection system lag-time, storm
direction, speed, and intensity are key factors in deciding when to commence
or terminate sampling.
Background sampling in Newark included procurement of samples immedi-
ately prior to storm conditions. The focus in evaluating a background
sample immediately prior to a storm event during the pilot study was to
first establish if it is reasonable to physically collect this type of
sample; secondly, to evaluate the discrepency, if any, between data results
from this sample versus extended dry weather sample results; and thirdly, to
determine the sample frequency and volume that should be procured to obtain
a representative background sample.
Results from sampling in Newark, N.J., indicated that collection of
background samples prior to a storm event is feasible and that data from
these background samples do vary significantly from the data for samples
collected during an extended dry weather period. Detailed results are
presented in Section 7 - Data Evaluation. Samples were collected as instan-
taneous grab samples as close to the start of a storm event as possible.
This provided a data base that projects the actual pollutant mass at the
beginning of the storm event. Analytical results of the background samples
may not reflect changes in the baseline wastewater characteristics as a
result of industrial flow or flow variations during the storm event. How-
ever, an extended dry weather sample period prior to the storm event like-
wise does not reflect those types of changes.
Samples collected during both background sampling programs were col-
lected using automatic composite and manual grab techniques. Volatile
organic, total phenol, cyanide, and oil and grease samples were collected as
grab samples every four hours, preserved, and forwarded to the laboratories.
The samples were composited in the laboratory in equal proportions prior to
analysis. Extractable organics, metals, BOD.5, solids, chloride, COD, TOG,
and ammonia samples were collected using automatic samplers. Aliquots of no
less than 110 ml collected every 30 minutes were composited over the sample
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period, distributed to the respective sample containers, preserved, for-
warded to the appropriate laboratories, and analyzed. The composites
represent constant time - constant volume samples. The selection of manual
or automatic sampling techniques is influenced by the physical character-
istics of the selected sampling points in the sewerage system and by EPA
Sampling Protocol. Priority pollutant sampling techniques for specific
fractions are established by EPA Sampling Protocol. Consequently, some of
the sampling can only be conducted manually. In other cases, the placement
of automatic sampling equipment may be limited by the physical constraints
of the sampling locations.
Sediment Sampling
Sediment sampling proved to be more difficult than originally.per-
ceived. Ideally, sediment samples should be obtained by constructing a
temporary dam structure and diverting the flow from a segment of sewer,
entering the drained line and simply collecting the "scum sediment" layer
along the normally wetted perimeter of the sewer. However, the ability to
interrupt the flow and enter a manhole to access a sewer line upstream or
downstream of the regulator was not possible during this study. Conse-
quently, all of the sediment samples were collected from active sewer lines
within the confines of a manhole. In addition, the larger sewer lines in
the system near the regulator sample location always contained too much
flow to permit the collection of sediment samples.
Sewer maps were used to locate possible sewer lines and access points
that might promote sewage deposition. Many of the small lines in the
further reaches of the drainage area had solids deposits. Only by repeated
inspections of manholes could adequate volumes of sediment samples be col-
lected. The collection procedure proved to be laborious and a questionable
sampling methodology. All of the deposition sampled was obtained well up-
stream of the wet weather sampling points, thus making correlation of these
data questionable.
Samples were collected by scraping the bottom of the manhole with a
stainless steel beaker. In only one case was enough deposition collected
from a manhole to fill two quart-size glass bottles, two pint-size glass
bottles, and two VOA vials. Because of the dilutions required for analyti-
cal purposes, these volumes were satisfactory. If, as was usually the case,
the deposition volume from a manhole was insufficient for the complete
spectrum of analysis, the deposition from one manhole was blended with the
deposition from other manholes to construct a complete composite sample.
Rainfall Sampling
Precipitation sampling and monitoring for the pilot study was only
conducted in the city of Newark, N.J. Rain gauges and rain collectors were
positioned between the Rector and Saybrook sampling locations. Two types of
rain gauges were used to collect cumulative rainfall data: Belfort Instru-
ment Company's eight-inch nonrecording rain and snow gauge, and a Belfort
Universal recording rain gauge (weighing bucket). Since rainfall intensity
analyses are a primary concern during the full-scale study, the weighing
bucket recorder is better suited for this program. The recorder should be
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sensitive enough to provide intensity data at least every 10 to 15 minutes.
Therefore, either a six-, 12- or 24-hour gear ratio should be used.
Rainfall sampling collectors used in the pilot study consisted of three
flat metal pans covered with aluminum foil. Aluminum foil was used to
minimize cost and expedite the time to construct an acceptable collector.
The area of the three pans was sized to collect the volume of sample neces-
sary for conventional, nonconventional, and priority pollutant analyses
during a 0.25 inch rainfall. During the field sampling, the three pans and
two rain gauges were positioned in an open area. The three rain catch pans
were arranged so the rainfall would drain into a common 2.5-gallon collec-
tion bottle throughout the rainfall event. At the conclusion of the storm
event, the collected rainfall was distributed among the appropriate sample
bottles.
Runoff Sampling
During the pilot study sampling, several alternatives were investigated
for assessing the pollutant mass associated with urban runoff. One alter-
native was to sample a drainage area comparable to the selected catchment,
with the exception that the second catchment be serviced by separated storm
and sanitary sewers. In this manner, the storm water from the entire drain-
age area could be isolated at one or several locations for sampling in con-
trast to sampling only one small segment of the drainage area. Efforts to
find such a drainage area were not successful. This exercise did indicate
several variables to consider when searching for a surrogate drainage area
or, for that matter, identifying a subcatchment area to represent a typical
runoff location.
The second alternative was to locate catchbasins within the selected
drainage area to represent the runoff. Several catchbasins were identified
during a dry weather period for sampling based on land use, traffic volume,
percent imperviousness, slope, and apparent size of the tributary area. The
deficiencies of this selection process were apparent during the first storm
event sampled. The first of two catchbasins selected was inundated with
runoff to the point that a portion of the runoff bypassed the catchbasin.
On the other hand, the flow to the second inlet basin was only a trickle.
This demonstrated the critical need to select runoff locations during wet
weather periods when the boundaries of the catchment and flow rates to the
inlet structures can be determined.
An additional suggestion for runoff sampling is to select several
runoff locations within the catchment area and composite these samples into
a single sample at the conclusion of the storm event. Manpower and cost
constraints may limit the number of runoff locations that may be monitored.
To determine the effects of surface runoff related to combined sewer
flow, storm water runoff samples should be collected before the runoff
enters the collection system (i.e., at street elevation). Automatic sampl-
ing equipment may be employed for extractable toxic organics, toxic metals,
and some conventional/nonconventional samples. However, the advantages, if
any, of collecting samples in this manner are limited. The fact that each
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runoff location must be manned to properly collect VGA samples favors the
use of manual grab collection procedures for all parameters.
Regardless of the sample collection technique used, the samples must
next be composited. Though flow proportioning the runoff samples will yield
a more accurate characterization of the runoff, the manpower and field
logistics for such an endeavor must be considered. Sampling the runoff
locations on a constant time-constant volume basis in lieu of flow propor-
tioning was considered. A comparison of these compositing techniques was to
be attempted during the pilot study, but was not possible because of the
lack of flow information.
Qualitative results were obtained during the pilot study, indicating
that certain pollutant concentrations (TSS and metals in particular) in-
crease significantly during the early stages of the storm event (flushing of
the drainage area) and decrease during the final stages. To approximate the
runoff loadings (a secondary objective of the CSO program), the following
procedures should be used: 1) collect constant time-constant volume samples
at as many locations in the selected catchment area as possible throughout
the storm event; 2) composite the samples proportionately based on area or
approximate flow volume, if available, into a single runoff sample per
catchment area; and 3) approximate the runoff volume by monitoring the CSF
rate during the storm event and subtracting the measured or estimated dry
weather flow.
First Flush Sampling
In an effort to define the first flush period, several indicator
measurements or parameters such as solids, temperature, and conductivity
should be considered.
Conductivity is the measure of the ability of the wastewater to conduct
an electrical current. This measure is proportional to the ionic concentra-
tion of a given stream. While most inorganic salts, acids, and bases are
relatively good conductors, organic compounds that do not dissociate in
water have a low conductivity. For wastewaters with discernible amounts of
free acids or alkalinity (such as those anticipated during the full-scale
study), the conductivity of the wastewater should approximate 30 to 50
percent of the total dissolved solids (TDS) concentration of the wastewater.
The advantages of using conductivity readings as a measure of the first
flush period are: 1) no sampling and analysis are required; 2) continuous
instantaneous readouts are possible in the field; and 3) the conductivity
range is sensitive to changes in the characteristic of the wastewater.
Conductivity readings in the range of 300 to 700 micromhos per centimeter
(umhos/cm) for sanitary/industrial sewage and from 50 to 100 umhos/cm for a
dilute CSF during a storm event could be expected. The major disadvantage
in using this method is that organic materials that do not dissociate in
solution are not accounted.
Temperature is an in-situ measurement that can yield a qualitative
representation of first flush periods. However, the lack of sensitivity of
this parameter (change of only 5°C to 10°C throughout the storm event) re-
quires much discretion on the field sampling crews' part in explicitly
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identifying the first flush period. The advantages of using this technique
are no sampling requirements and immediate in-situ results.
Use of solids analyses (TS, TSS, and SS) to define the first flush
period was evaluated. Grab samples were collected at equal time intervals
throughout a storm event. At the conclusion of the storm event, each grab
sample was analyzed for the various solid constituents. The concentrations
of the solids were then plotted with respect to time. The concentration of
the TS, TSS, and SS remain comparable to the dry weather solids concentra-
tion, then decrease substantially as the effects of dilution become apparent.
The settleable solids analysis was determined to be a more satisfactory
method to define the first flush for the pilot study based on a qualitative
evaluation. Due to the lack of available flow information, a more detailed
analysis could not be formulated.
5.4 GENERAL CONSIDERATIONS
Practical operational considerations such as safety, meteorological
support, field and laboratory personnel scheduling, transportation, sup-
plies, and insurance/indemnification requirements are important factors that
are necessary for both the initiation and success of a wet weather sampling
effort. These considerations are discussed below.
Safety
Sampling locations, such as regulator chambers or manholes, are often
located in the middle of streets' and intersections. Therefore, special
attention must be given to protecting the job site(s) from traffic. Advance
warning devices such as barricades, signs, cones, and flashers are necessary
to alert traffic and allow drivers time to take appropriate action.
In order to minimize the chance of injury, precautions should be taken
whenever working in or around manholes. Proper tools and equipment must be
utilized at all times. When entering a manhole, a hardhat, gloves, boots,
and harness are necessities. A bucket should be used to lower and raise
equipment needed by crewpersons within a manhole.
The hazardous atmosphere of manholes and sewers dictate the need to
check for combustible gases and vapors, oxygen deficiencies, and toxic
gases, particularly hydrogen sulfide. In the event any of these situations
develop, the use of a blower while personnel are in manholes or sewers is
recommended. A self contained breathing apparatus may be needed in some
instances. However, locations that require their use are not likely to be
suitable for sampling.
At the very least, a general knowledge of first aid procedures by all
members of the sampling crew is vital. Crew members should know the loca-
tions of the nearest telephone, hospital, and police and fire stations.
Meteorological Support
Sampling crews must receive adequate advance warning so they can
travel to the sites, set up and prepare equipment, and collect wet weather
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background samples prior to the start of a storm event. The success of a
sampling effort is highly dependent on a rapid and orderly response to an
approaching storm. Accurate weather forecasting information is essential to
minimize the number of false starts. Because of the complexity of accurate
storm forecasting, communication with a professional meteorologist should
occur daily to obtain short and long term weather predictions for the area
of concern.
A storm forecast should indicate the type of storm, the expected time
of the rainfall, and the total amount of rainfall. The storm intensity/
duration forecasting should be used to select storm events that cause
overflow conditions to occur at the regulator sites.
Field and Laboratory Personnel Scheduling
Sampling crews should be kept informed as to the weather status,
especially on weekends and during periods they are away from their assigned
work areas. Each individual should have a listing of telephone numbers for
each crew member. If a crew member plans on being away from his home or
business telephone number for any length of time, the crew chief should be
informed. This allows for scheduling a replacement. When sampling is
initiated, the laboratories scheduled for sample analysis should be informed
of incoming samples as far in advance as possible.
Transportat ion
Equipment necessary for the successful undertaking of a sampling
episode should be packed and ready to go at a moment's notice. Two vehicles
for each sample location are needed. Vehicles used should be of proper size
to allow comfortable working conditions at the job site and enough space to
safely transport samples. One vehicle should be of a large size; a van is
best suited for working at the sample point. The second vehicle is needed
for contingencies (such as going for ice or other supplies) and possibly for
use in travel for collection of runoff samples.
Equipment and Supplies
All equipment and supplies needed throughout an entire study should be
on hand before the study is initiated. Sample containers should be properly
prepared, labeled, and packed at least one storm in advance. Employing a
safe, convenient staging area for the purposes of storing equipment such as
rain gear, ladders, rain gauges and collectors, traffic signs and cones,
etc. is helpful. The staging area should be located as close to the sampl-
ing site(s) as possible. The local public works department may be able to
recommend or provide such an area.
Insurance and Indemnification
One of the first considerations in the design of a wet weather sampling
study is to check with officials of the town or city regarding the need for
specific insurance and/or indemnification requirements. If the requirements
are deemed excessive, the town or city may be eliminated from further
cons iderat ion.
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A review of the legal and physical requirements for entering a sewerage
system prior to any field sampling activities is an important factor that
must be investigated. Local governing authorities, in most cases, require
legal authorization for any contract work conducted within their jurisdic-
tion. Furthermore, site specific, physical entry requirements have to be
reviewed to tailor the individual sampling programs to site conditions.
Basically, there are two ways to insure both parties for liability
coverage. The first is to include the owner as a rider on the contractor's
existing comprehensive general liability policy, or for the contractor to
purchase, in the name of the owner, an "Owners and Contractors Protective
Liability" policy. This policy can be written with fixed combined limits
for bodily injury and property damage. When a policy holder includes a
rider on an existing general liability policy, that rider is then subject to
any specific terms, conditions, and exclusions included in the policy.
However, if the contractor insures the owner on a separate "Owners and
Contractors Protective Liability" policy, he protects the owner and con-
tractor against any liabilities incurred by the potential hazards of the
contracted work. In either case, the contractor assumes full legal liabil-
ity for injuries incurred, up to a said limit, due to the contractor's
negligence during the course of the contracted work.
Additionally, in some cases the owner may require the contractor to
sign an indemnification agreement. In essence, this document releases the
owner, his officers, agents, or officials from any loss, claims, and/or
suits against bodily injury, property damage, or death that result from the
contractor's or subcontractor's negligence.
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SECTION 6
FLOW MONITORING
6 . 1 GENERAL
Determination of accurate flow rates is a critical element for a
program such as the full-scale CSO toxic pollutant study. Flow rates are
required for the calculation of mass pollutant loadings as well as to deter-
mine the proportions of a sample when compositing. The choice of flow moni-
toring methods for combined sewers is highly dependent on the physical char-
acteristics of each site. Flow monitoring techniques for use at a specific
location cannot be determined before a field reconnaissance investigation is
conducted even when historical information indicates existing monitoring
equipment is in place at a potential site. The methods for combined sewer
monitoring must be flexible enough to monitor flows ranging from near zero
during dry weather night periods to full capacity during heavy rainfall
periods. The discussion presented below briefly reviews flow monitoring
techniques applicable to combined sewer monitoring. Specific monitoring
techniques were not evaluated during the pilot study.
6 . 2 METHODOLOGIES
The first method of flow monitoring is the slope-area method that, when
substituted into Manning's equation
n
provides an estimate of the instantaneous discharge. This method is very
popular because of its simplicity. Only depth measurements are required
once the sewer slope(s) and surface roughness coefficient (n) have been
estimated. A separate primary velocity flow measuring device is not needed
since the sewer itself serves as the primary monitoring device. The area
(A) and hydraulic radius (R) are determined by measuring the flow depth and
knowing the geometry of the conduit. A straight course of channel between
200 to 1,000 feet in length prior to the monitoring station is required8.
Submergence or backwater effects must be avoided completely.
The accuracy of this method is low because of the difficulties in
estimating roughness coefficients (n) and slopes of the sewer line. In
addition, the requirements of uniform flow, the presence of a straight
channel upstream, and other physical characteristics of the site make
obtaining highly accurate results even more difficult. The accuracy of this
method is reported to be in the 80 to 85 percent range8 and 80 to 90 percent
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under careful application of the method.9 Otherwise, the error may rise to
20 to 50 percent or more.10
The parameter that must be monitored for the slope-area determination,
as well as a number of other flow monitoring methods, is the depth of flow
of the stream. Depth measurements may be taken manually (such as by a staff
gauge), or automatically by float activated level recorders, bubbler tubes,
electrical sensors, or accoustic sensors. Situating the level recorders in
the proper location is critical to obtain reliable flow information. Manual
depth readings may be obtained by inserting a staff gauge directly into the
wastewater and recording the depth directly or by measuring the elevation
between the water surface and a datum point (for instance the rim of a man-
hole) and subtracting this distance from the total distance between the
sewer invert and the selected datum. The latter of these two options is
especially useful if entrance to the sewer system is restricted during storm
conditions.
Float activated level recorders are capable of providing reliable,
continuous depth measurements throughout a storm event. Floats are usually
used in conjunction with a stilling well, although they are available in
designs to measure open channel flow in a sewer. Limited vertical range
because of the float arms is a. major disadvantage of this type of recorder.
However, if the vertical range is adequate for the application, the ease of
installation, cost, and accuracy make the float level activated recorder
attractive.
Bubbler tube recorders release a gas (usually nitrogen or carbon
dixoide) at a constant rate through a tube attached to the bottom of the
channel to be monitored. The recorded pressure that permits the gas to
escape the tube is directly proportional to the water depth. This method of
depth recording is simple, requires no moving parts, and presents no resis-
tance to flow. Although the installation procedures are not as simple as
float recorders, the cost and time required are reasonable.
Electrical sensors make use of a change in capacitance to sense liquid
level. Advantages of using electrical sensors are the absence of any moving
parts, and the elimination of the need for gas supplies or stilling well
installations. The main disadvantage is the need for the sensing element to
be situated directly in the wastewater. The presence of large amounts of
foam and oil and grease may also cause erroneous readings.
Ultrasonic sensors are placed in a manhole or chamber above the waste-
water. The depth to the water surface is recorded in this instance rather
than the actual wastewater depth. Concern should be given for potential
problems from echos in deep narrow channels, pipes, and manholes at low
flows.
Another flow monitoring method involves velocity measurements that,
when monitored in conjunction with the cross-sectional area of the waste
stream, yield instantaneous flow rates (Q = A V). The previous discussion
addressed methods for depth calculations that provide appropriate cross-sec-
tional areas. Normally, a series of velocity measurements are necessary to
determine the average or mean velocity. Mean velocities are estimated by
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assuming that a relationship exists between the average and the measured
velocity. The velocity is measured and converted to an average value based
on a empirical relationship observed. The methods most applicable to
monitoring the velocity of combined sewers are current meters, floats,
tracers, electromagnetic velocity meters, and ultrasonic flow meters.
Current meters are designed to take direct velocity measurements at
various depths to obtain an average cross-sectional velocity. Average
readings of those reported at 0.2 and 0.8 the cross-sectional depth approxi-
mate the actual average velocity11. Velocity readings taken at 0.6 the
depth have also been used to approximate the average cross-sectional
velocity. A disadvantage of several of the current meters is their non-
applicability at low flow.
Floats can be used to approximate the surface velocity of a stream
which, when multiplied by a factor of 0.85, should roughly estimate the
average cross-sectional velocity12. The specifics of the conduit slope,
length of float run, and depth of flow all may effect this method. This
analysis provides a quick, inexpensive, rough approximation of the velocity
that can be used to check the range of more sophisticated methods.
Tracers, such as salt, dye and radioactive substances, have also been
used to monitor flow rates. In this method, a slug of the tracer is instan-
taneously injected upstream and the time of its travel along a known dis-
tance is measured. Considerable judgement is required to determine the
center of the mass of the dye pattern and, consequently, the accuracy of
this velocity measurement is limited. Salt is a preferential tracer since
the electrical conductivity of the tracer may be better documented than
visual inspection for dyes. Similar to floats, tracers provide insight to
the accuracy of other velocity methods.
A number of commercially available electromagnetic velocity meters
provide extremely accurate (± 1 percent) direct velocity readings10. Similar
to current meters, the electromagnetic sensor must be inserted at different
depths to obtain a representative average velocity. Most meters have the
capacity to cover a wide flow range. Cost for such a meter may be a limit-
ing factor, however.
The discussion to this point has focused on open channel sewer flow
monitoring. Many of the overflow lines in combined sewer collection systems
are constructed with modified broad crested weirs. The weirs prohibit
extraneous waters from entering the collection system, provide some in-line
storage of CSF, and also minimize the occurrence of peak dry weather over-
flows. This built-in feature is attractive for monitoring CSOs. Flows are
computed by measuring the head over the weir. Several considerations for
flow measurements using weirs include:
o The height of the weir must be at least twice the maximum expected
head of liquid above the crest of the weir*. This ratio is neces-
sary to lower the velocity of approach. In no case should the
height be less than one foot.
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o The approach section to the weir should be straight for a distance
of at least 20 times the maximum expected head and should have
little or no slope.
o Head measurements should be conducted upstream at a distance three
times the maximum expected head on the weir. Also the zero point
of the head measuring device must be set exactly level with the
weir crest.
o The crest and the upstream side of the weir must be cleaned
periodically.
o The approach channel should provide a smooth flow with no turbu-
lance and a uniform velocity across the channel.
o The velocity of approach must be kept to a minimum.
Most properly installed and maintained weirs have an accuracy of 90 per-
cent8. Errors of more than 10 percent can be encountered if the weirs are
not properly maintained and monitored. Weirs should be calibrated by a
second flow monitoring technique after installation to determine the "C" and
"r" values in the generalized weir formula (Q=CLHr). The "c" value is a
discharge coefficient specific to each installation while the "r" coeffic-
ient is a factor dependent on the type of weir (horizontal-crested, v-notch,
etc.).
A final flow monitoring technique that is applicable to the wide range
of flows experienced in combined sewer systems is that of dye dilution. The
Law of Conservation of Mass defines the relationship between the dye concen-
tration of a sewage sample and the flow rate.13 In this method the flow is
measured by injecting a known concentration of tracer at a fixed flow rate.
The combined sewer flow value is calculated by collecting samples downstream
and determining the dye concentration. This method is extremely applicable
to CSF monitoring since it can be used in any shape conduit, whether it is
flowing full, partially full, or under pressure.
As previously mentioned, the flow monitoring techniques to be incorpo-
rated in such a study are strictly site specific. Development of a stage
height versus discharge relationship is strongly recommended prior to
initiating the sampling phase of this study since dyes, velocity meters,
floats, etc. may interfere with the sampling. A stage-discharge rela-
tionship is constructed by plotting the measured discharge against the
stage (water-surface elevation) at the time of measurement. In constructing
stage-discharge curves for the given sample locations, as many flow monitor-
ing techniques as possible that are applicable should be undertaken to
ensure accuracy. Similarly, before assuming the reliability of existing
velocity and/or depth recording equipment that may be in-place, calibration
efforts to verify their accuracy should be pursued.
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SECTION 7
DATA EVALUATIONS
Post sampling trip reports that summarize the field sampling activities
during this pilot study are presented in Appendix A. Analytical results for
dry weather background and storm event sampling are presented ±n Appendix B.
Summary analyses presented in this chapter are based on these analytical
results.
7.1 26th WARD - DRAINAGE AREA
Dry Weather Background Results
Automatic samplers were used to collect composite samples from the
influent wet well at the head of the primary settling tanks at the 26th Ward
POTW. Grab samples were also collected every four hours for cyanide, VOA,
oil and grease, and total phenol fractions. Seven consecutive 24-hour
background samples were collected. Average daily flows were recorded during
the sampling period.
Digested sludge and gravity thickener overflow return flows are recy-
cled to the headworks of the POTW prior to the influent sample location.
Access to the influent line prior to the return flows combining with the
influent stream was not physically possible. Therefore, the two return flow
lines were also sampled in order to characterize the pollutant contribution
of the recycle lines.
There were two major deficiencies in the initial seven day background
sampling program. First, the fact that the influent waste stream could not
be isolated prior to combining with the recycle lines required that three
times the number of samples initially projected be collected. Second, the
influent to the POTW was not truly representative of the wastewater gener-
ated in the catchment area since wastewaters other than those from the Wil-
liams Avenue and Hendrix Street drainage areas were included in the total
influent flow. For these reasons, the background data should be reviewed
cautiously.
Wet Weather Sample Results
Three storm events were sampled in the 26th Ward drainage area as part
of the CSO pilot study effort. Seven sets of CSO grab samples were collect-
ed at the Hendrix Street regulator during storm event number one. Flow
measurements were not taken during this sampling episode. Therefore, data
evaluations are based only on pollutant concentrations rather than mass
flux.
A total of 29 priority pollutants were detected at least once in the
seven overflow samples; 16 pollutants were detected 50 percent or more of
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the time; and 12 pollutants were detected in each of the overflow grab
samples. Chromium (19 yg/1 to 88 ug/1), zinc (166 yg/1 to 932 yg/1),
bis(2-ethylhexy)phthalate (10 yg/1 to 58 yg/1), trichloroethylene (12 yg/1
to 24 yg/1), and methylene chloride (0.6 Vg/1 to 26 yg/1) were present in
the highest concentrations. Most metal concentrations were observed to
noticeably decrease as the storm progressed suggesting a flushing of the
system during the initial stages of the storm event. The concentration of
organic priority pollutants did not demonstrate any readily identifiable
trends.
During the second Strom event, two sets of runoff grab samples, one CSF
grab sample, and one CSO grab sample were collected from the Hendrix Street
drainage area. In addition, a single CSF grab sample was collected at the
Williams Avenue regulator. Flow monitoring was also not conducted during
this sampling episode. Therefore, data evaluations are based on pollutant
concentrations only.
A total of 10 priority pollutants were detected in the runoff samples,
19 priority pollutants in the CSF sample, and 17 priority pollutants in the
CSO sample at least once at the Hendrix Street location. Six priority
pollutants were detected in both runoff grab samples. [Chromium (19 yg/1 to
173 ug/1), copper (69 yg/1 to 453 yg/1), lead (115 yg/1 to 774 yg/1), zinc
(163 yg/1 to 1000 yg/1), nickel (25 yg/1 to 78 yg/1) and cyanide (61 yg/1 to
181 yg/1)]. Generally, the second runoff sample, which was collected 5
minutes after the first sample, showed a significant reduction in pollutant
concentrations. This occurrence is likely attributable to the dilution of
pollutants as a result of an increase in the runoff flow.
At the Williams Avenue regulator, a total of 15 priority pollutants
were detected in the CSF grab sample. Copper (124 yg/1), lead (115 yg/1)
and 1,1,2,2-tetrachloroethylene (270 yg/1) were present in the highest
concentrations.
Four sets of runoff grab samples were collected from the Williams
Avenue drainage area during the third storm event. A total of 13 priority
pollutants were detected 50 percent or more of the times, and four pollu-
tants were detected 100 percent of the time. [Copper (28 yg/1 to 155 yg/1),
lead (55 yg/1 to 689 yg/1), zinc (178 yg/1 to 498 yg/1) and cyanide (50 yg/1
to 72 yg/1)]. The concentration of metals again showed a significant
decrease as the storm progressed. Organic priority pollutants were not
detected in a consistent pattern. Results are presented in Appendix B-2,
B-3 and B-4.
7.2 PASSAIC VALLEY DRAINAGE AREA
Dry Weather Background Results
Automatic samplers were used to collect 24-hour dry weather background
samples during a five day period. Composite samples were collected at the
Saybrook Place, Rector Street, and Herbert Street regulator locations in
Newark, New Jersey. Grab samples were also collected every four hours at
each of the three locations for cyanide, oil and grease, VOA and total
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phenol. Flow measurements (velocity and depth) were normally recorded every
four hours at each location. However, as a result of incomplete flow data
during the first two periods, the dry weather background pollutant mass
analysis was only based on three of the five sampling days (days 3, 4 and
5). Appendix B-5 presents the dry weather background data for the Newark
sites.
During the five day period, 21 organic priority pollutants were de-
tected in the waste stream tributary to the Rector Street drainage area, in
comparison to 16 and 25 organic priority pollutants at the Saybrook and
Herbert Street drainage areas respectively. Of the priority pollutant
metals, chromium, copper and zinc were detected at the highest concentra-
tions at each regulator location. Table 6.1 presents a comparison of
selected pollutant concentrations and mass loadings for the three catchment
areas.
Table 6.1 Summary of Selected Pollutants Detected During Dry Weather
Sampling - Newark, NJ
Rector
BOD5
TSS
chloroform
chromium
copper
zinc
cyanide
mg/1
104
20
0,029
0.325
0.048
0.057
0.129
Ib/d
867
167
0.24
2.70
0.400
0.475
1.10
Saybrook
mg/1
86
41
0.025
0.009
0.043
0.053
0.116
Ib/d
1449
691
0.421
0.152
0.724
0.893
1.954
Herbert
mg/1
205
107
0.011
0.006
0.110
0.125
0.166
Ib/d
855
446
0.05
0.025
0.471
0.52
0.69
In addition to sampling during a five consecutive day period to charac-
terize the pollutant mass during dry weather periods, an alternative sampl-
ing procedure investigated was to collect samples immediately prior to a
storm event. Grab samples were collected at both the Rector and Saybrook
regulator locations just before the second storm sampling episode (Table
B-7). Table 6.2 presents a comparison of the average dry weather background
results and the results of those grab samples taken just prior to the storm
event for several conventional and priority pollutants. Generally, the con-
centrations and pollutant masses for the samples taken prior to a storm
event are higher than for those collected during the extended dry weather
period. This difference in pollutant loads identifies the significance of
selecting the proper background period for characterizing dry weather poll-
utant mass.
50
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Wet Weather Sample Results
Three storm events were sampled in Newark. Sampling during storm event
number one consisted of collecting two runoff grab samples, a CSO grab sample
and a CSF grab sample in the Saybrook catchment area and a single CSO grab
sample at the Herbert Place regulator chamber. No flow measurements were
obtained during this sampling episode. Therefore, data evaluations and analy-
sis are strictly qualitative. In addition, because no time-history of the
storm event is available, the samples cannot be correlated to a specific point
on the system hydrograph (rising limb, peak, or recession of the hydrograph).
Of the samples collected in the Saybrook catchment area, the concentra-
tions of lead, zinc and total phenols were higher in the runoff than those in
the CSF and CSO samples. The only difference between the CSF and CSO samples
is the time at which these samples were collected from the regulator manhole.
Organic priority pollutants were not generally detected at concentrations above
the analytical detection limits. Only chloroform (34 |jg/l), methylene chloride
(11 M8/1) and 1,1,1-trichloroethane (16 jJgA) were detected in the Saybrook CSF
samples. Chloroform (39 (Jg/1) was the only organic priority pollutant detected
in the CSO sample. Priority pollutant metal concentrations were generally
higher in the CSO samples than those in CSF samples, an unanticipated occur-
rence. Again, lead, copper, and zinc were the pollutants present at the most
significant concentrations in the CSO and CSF samples.
The Herbert Street CSO sample likewise showed high concentrations of lead,
zinc, and copper. The organic pollutants 2,4-dinitrophenol (419 Mg/1) and
2-methyl-4,6-dinitrophenol (118 |Jg/l) were also detected in this sample. Table
6.3 presents a summary of pollutant concentrations during this storm event.
Sampling efforts during the second storm event consisted of collecting a
precipitation sample, background samples immediately prior to the storm event
(wet weather background sample), a first flush composite sample, and five CSO
samples at the Rector Street regulator. In addition to these samples, CSF and
CSO grab samples of the influent and effluent from the regulator chamber were
taken simultaneously in order to document any noticeable variation in the
quality of the samples that may result from stratified flow conditions. At the
Saybrook regulator, a background sample void of storm water flow (sanitary
sewerage only) was collected, and a first flush composite determination (vari-
ous methods of defining the first flush period) was pursued. The first flush
analysis consisted of observing the settleable solids and settleable grit
concentrations as a function of time. Flow monitoring efforts at the Saybrook
regulator consisted of monitoring the CSF line; no CSO flow data were recorded.
Similarly, no flow information was obtained at the Rector location.
During the first flush sampling at the Rector regulator, the total dis-
solved solids peak concentration occurred, as anticipated, during the very
early part of the storm event with total suspended solids and settleable solids
peaks occurring 20 minutes later. Appearance of solids in this order was not
observed at the Saybrook regulator. Instead, during the first ten minutes of
the storm at the Saybrook location, the suspended solids to total solids ratio
was greater than that recorded at the Rector location. The TSS/TS ratio
remained fairly stable, the peak dissolved solids concentration occurring 40
minutes into the storm period.
52
-------
Table 6.3 Summary of Storm One Pollutant Concentrations - Newark, N.J.
Pollutant (Units)
BOD (mg/1)
TSS (mg/1)
total phenol (yg/1)
chloroform (yg/1)
2,4-dinitrophenol (yg/1)
2-methyl-4,6-dinitro
phenol (yg/1)
copper (yg/1)
chromium (yg/1)
lead (yg/1)
zinc (yg/1)
Herbert
CSO
167
100
36
27
419
118
155
11
338
381
Saybrook
CSO
233
164
22
39
ND
ND
266
72
288
508
Runoff A1
78
166
88
ND
<10
ND
209
43
1240
964
Runoff B1
67
100
68
<10
<10
ND
113
37
545
578
CSF
170
100
12
34
ND
ND
214
28
200
417
< = less than
ND = Not Detected
sample collected from adjacent inlet
collected about 5 minutes prior to sample B
Sample A was
53
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Comparison of TSS/TS and TVS/TS at both the regulator and runoff loca-
tions would provide a simple means for evaluating the source and nature of
residue material, namely, is the major source of residue material from
runoff or a scouring of sediments from the drainage area or collection
system. Because no runoff samples were collected during this storm event,
further analysis to determine the source of the pollutants in the first
flush samples could not quantitatively be identified.
All pollutants detected during the first flush period, with the excep-
tion of chloroform, were present at higher concentrations than those ob-
served in the background samples procured immediately prior to the storm
event. Metals in particular followed this trend. Table 6.4 presents a
comparison of the concentration of selected priority pollutants detected in
the first flush samples and the concentration of pollutants present in wet
weather background samples. The amount of lead present during the first
flush period increased by a factor of six while chromium, zinc, and copper
increased by a factor of three. This analysis confirms the significance of
the pollutant contribution during the early parts of a storm from surface
runoff and/or scouring of the sewer system.
A comparison of simultaneous grab samples, one series of grabs being
collected at the CSF location at the influent to the regulator chamber and
the second series of grabs being procured downstream of the overflow struc-
ture (CSO), reveals very little difference between the samples. This
analysis serves to demonstrate that sampling from a regulator chamber may
represent both the CSF and CSO. samples as long as turbulent, flow conditions
exist.
The precipitation sample showed a relatively high concentration of
total phenol (127 [Jg/1) compared to that of the wet weather background
sample (23 |Jg/l). The cyanide value of 54 (Jg/1 was likewise unexpectedly
high for this sample location. Few other priority pollutants were detected
in the rainfall sample.
During the third storm event, four CSO grab samples at the Rector
Street regulator, eight CSO grab samples at each the Saybrook and Herbert
Street regulators, and a composite precipitation sample were collected. No
flow monitoring was conducted during this storm event. Therefore, data
analysis is qualitative only.
Seven priority pollutants (chromium, copper, lead, mercury, zinc,
phenol, and cyanide) were detected in each of the four CSO grab samples at
the Rector location in contrast to eight priority pollutants (methylene
chloride, chromium, copper, lead, mercury, zinc, phenol and cyanide) detected
in each of the eight CSO grab samples collected at the Saybrook location and
eight priority pollutants (methylene chloride, bis(2-ethyhexyl) phthalate,
copper, lead, mercury, zinc, phenol, and cyanide) in each of the eight CSO
samples collected at the Herbert overflow location. Lead, copper, and zinc
were detected in all of the CSO samples at significant concentration.
Appendix B-8 summarizes the pollutant concentrations at each regulator
location.
Because the time history of the storm and flow values are not available,
the extent of the data evaluation is limited. Although pollutant concentra-
54
-------
tions may show an increasing or decreasing trend as the storm progresses, the
pollutant mass may show a different trend (due to flow variations).
Table 6.4 Comparision of First Flush Mass Flux to Background Mass Loadings
Newark, NJ
Background (Immed-
iately Prior to
trichlorof luromethane
2 , 4-dinitrophenol
1,1, 1 - tr ichloroethane
chloroform
total phenol
chromium
copper
lead
zinc
cyanide
the Storm Event)
Ib/d
0.31
1.36
0.08
0.53
0.18
0.40
0.77
0.31
1.4
1.35
First Flush
Ib/d
7.6
ND
ND
0.36
0.30
1.34
2.2
1.95
3.9
1.36
ND = Not Detected
55
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SECTION 8
CRITERIA FOR FULL-SCALE CSO STUDY
8.1 GENERAL
To assess the presence, quantity, source, and fate of priority pollut-
ants in combined sewer flows and combined sewer overflows on a nation-wide
basis, uniform sampling and site selection criteria must be used. As a
result of the pilot study, much information was obtained about the criteria
for a full-scale CSO study. The following discussion presents those cri-
teria.
8.2 SAMPLING PROGRAM
In order to establish baseline pollutant loads, several background
samples should be collected. Samples of tap water, dry weather sanitary
flow, wet weather background flows, precipitation, and sediments that accum-
ulate in the collection system during dry weather periods should be col-
lected. Composite samples of CSO, CSF, runoff, and first flush periods
should similarly be collected in order to determine the presence and source
of toxic pollutants. Table 8.1 lists suggested locations to sample as part
of the full-scale study, and the respective compositing techniques. Figure
8.1 shows a typical scheme for dividing the collected samples into the
appropriate sample fractions. It should be noted that these are recommend-
ations and may be subjected to change depending on site-specific conditions
during the full-scale study. Wet weather background grab samples for con-
ventional/nonconventional and priority toxic pollutants collected immedi-
ately prior to each storm event provides an accurate background sample that
reflects the dry weather wastewater contribution during a storm event.
A twenty-four hour dry weather composite sample provides daily dry
weather flow and pollutant mass loads for comparisons. Automatic samplers
should be programmed to draw equal volume sample aliquots at about 20 minute
intervals. Grab samples for cyanide, oil and grease, total phenol, and VOAs
should be collected every four hours, preserved, and forwarded to the desig-
nated laboratories to be composited and subsequently analyzed. Flow rates
should be recorded throughout the 24-hour period.
One sediment sample should be collected for each catchment area under
study. The samples should be taken from within the system (not from the
debris accumulated at the regulator dam) in order for the sample to best
represent the sediment that will be flushed from the collection system.
Depending upon the specific construction of the collection system, these
56
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samples may have to be composited from several locations in order to obtain
the required sample volume. The sewer maintenance personnel may provide
insight as to the best locations for sampling.
Sediment samples should be collected with a stainless steel or glass
beaker. The container should skim the top layer of sediments from the
accumulated debris in the sewer lines so the sample represents recently
deposited sediments, i.e, settleable, scourable solids. The respective
sample bottles should be continually filled until the sediments displace the
liquid fractions. Volatile organic samples will be topped with the waste-
water from the sewer lines to form a miniscus and then hermetically sealed.
Minimum sample volumes required are as follows:
o Extractable organic fractions 1 liter
o Metals analysis 1 liter
o Cyanide 250 ml
o Volatile organic compounds 80 ml
Composite samples of combined sewer wet weather flow should be col-
lected for each catchment area during each storm event. The samples should
be flow proportionally composited over the duration of the storm event.
Sample collection commences at the beginning of the storm event and termi-
nates when the combined sewer flow returns to approximately the same rate as
before the storm event. Composite aliquot grab samples collected every
15 - 30 minutes (depending on the size of the catchment area) and composited
accordingly either at the termination of the storm event or as the storm
precedes (aliquot volumes would be predetermined based on historical data)
would constitute a representative sample. It is critical that the sample
collection times be correlated with the continuous flow recording equipment
so representative mass loadings can be calculated. Grab samples for cya-
nide, oil and grease, and volatile organic compounds should be collected at
a predetermined constant interval. These samples should be flow proportion-
ally composited in the laboratory. The sampling crew chief must provide
written instructions about the proportions to be used for compositing these
samples. These instructions must be shipped to the laboratory with the
samples.
Combined sewer overflow samples should be collected in a manner similar
to combined sewer flow samples. However, due to the anticipated shorter
sampling period (overflow conditions should not extend during the entire
storm event), the time interval between composite aliquot samples and grab
samples for cyanide, oil and grease, and VGA should be decreased. The sample
collection period should extend the entire duration of the overflow. Again,
it is imperative that sample collection times be correlated to the overflow
discharge record.
Runoff samples should be collected from street elevation (as the storm
water discharges into the sewer). Samples should be collected from as many
locations as possible per catchment area as constant time-constant volume
composites, then composited according to tributary area to represent a
single runoff sample for that catchment area. The selection of inlets to
be sampled is dependent upon field personnel judgment. The sites should be
59
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selected after observing potential locations during wet weather conditions.
Samples should be collected during the duration of the storm event. Compos-
ite samples may either be automatically or manually collected while grab
samples for cyanide, oil and grease, and VGA should be collected manually
and immediately preserved at a constant time interval.
Separate first flush samples should be collected at the wet weather flow
sampling location from the time the combined sewer flow increases until the
completion of the first flush period. One liter extractable organic grab
samples as well as one liter grabs for settleable solids should be collected
at a constant time interval. Based on the volume of wastewater that is
included in the first flush period, the samples should then be composited
accordingly. Residue analyses are a viable indicator of the first flush
period. Further evaluation on the method of defining the first flush period
should be pursued prior to initiating a first flush analysis. In particular,
conductivity measurements as a first flush indicator should be explored.
8.3 SITE SELECTION
Site selection criteria for the full-scale CSO toxic pollutant study
include the following:
1. The study areas selected should be served by combined sewers. Although
much pertinent information could be obtained by sampling separated
collection systems and extrapolating data to simulate a combined sewer
overflow, more representative data would be obtained by sampling
combined sewer drainage areas.
2. The municipality should be willing to participate in the study.
Experienced personnel employed by the local municipality can provide
historical information on potential sample locations that otherwise may
not be available. Communications should be maintained throughout the
study directly with the field crews responsible for the operation and
maintenance of the regulator locations.
3. Insurance/indemnification coverage required by the municipality must be
reasonable. These requirements should be addressed as early in the
study as possible to avert untimely delays and wasteful expenditures.
4. Catchment areas should have well-defined boundaries. The goal of the
full-scale study is not only to measure the quantity of priority pollu-
tants in CSOs, but also to identify the source of the pollutants and
any observable correlations that may exist between pollutant mass, land
use, rainfall intensity, and other elements. For this reason, it is
important to locate drainage areas with definable boundaries.
5. Catchment areas should be served by a single regulator to reduce the
number of samples that must be collected (a major consideration for
priority pollutant sampling) and to reduce the field crew manpower
requirements. Catchment areas with relief lines that do not discharge
60
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to the regulator chamber should be avoided, as should catchment areas
served by multiple regulators.
6. Selected regulator locations should be arranged such that both the CSF
and CSO are accessible and adaptable for sampling. Regulator sample
locations should be free of potential surcharge conditions as a result
of tidal influences or river flooding.
7. Selected regulator locations should be arranged such that the CSF, CSO,
and flow to the treatment plant can be adequately monitored. Locations
with flow monitoring or level monitoring equipment in-place or where
equipment can be adapted easily should receive priority.
8. Area land use should fulfill the objectives of the full-scale study.
To monitor the fate of priority pollutants in combined sewer networks,
it would be desirable to monitor industrial catchment areas where
priority pollutants are suspected to exist. However, if only indus-
trial catchments are sampled, the data base established will not be
representative of CSO discharges on a national level. Mixed land use
inclusive of industrial development is suggested as the selection
criteria for the full-scale study.
9. Historical information (such as plans of the regulator chamber, drain-
age area acreage, land use, industries tributary to sample locations,
slopes of the catchments, and frequency of overflows) should be avail-
able on the selected catchment areas.
10. The regulator chamber's sensitivity to overflow should be reasonable.
The in-line storage capacity of the collection system should not be so
large that overflows are limited to high intensity storm events.
Similarly, the regulator selected should not exhibit a tendency to
yield dry weather overflows.
11. Proximity of catchment areas to existing recording rain gauges should
be investigated. Because storm intensities are a major consideration
of this study, availability of an existing recording rain gauge is an
asset.
12. Size and shape of the catchment area is a factor which must be consid-
ered in the selection process. The catchment area should be large
enough such that it is not dominated by a single industry (an atypical
system), yet small enough to be manageable for the study. Catchments
less than 100 acres and greater than 1,000 acres should be screened
carefully. The catchments chosen during the pilot study (177 acres to
about 900 acres) are perceived as being acceptable for the scope of
work of the full-scale study.
13. Accessability of the regulator locations is vital for the CSO study.
Regulators situated at the intersection of major traffic arteries may
not be attractive sample locations due to the potential delays and
61
-------
additional manpower requirements to organize the sample location and
re-route the traffic.
14. Safety of the sample crews and equipment must be assured.
In addition to these criteria, other site selection guidelines may be
developed to further define the catchment areas selected if additional or
more specific goals of the program are identified. In particular, attention
should be given to developing a site selection criteria for land use in the
catchment areas.
Combined sewers have been identified in about 1,300 communities across
the nation, with the majority of the systems located in the northeastern and
midwest sections of the country. Approximately 60 communities account for
over 80 percent of the area served by combined sewers. A logical first step
for the full-scale site selection is to evaluate these 60 cities. A priority
list of cities to be considered for field reconnaissance visits should then
be developed. It is important to recognize the need for site evaluations
prior to final selection of sites for sampling.
62
-------
REFERENCES
1 Levins, P., J. Adams, P. Brenner, S. Coons, G. Harris, C. Jones, K. Thrun,
and A. Wechsler. Sources of Toxic Pollutants Found in Influents to Sewage
Treatment Plants - Volume I-IV. U.S. Environmental Protection Agency,
Washington, B.C., 1979. 188 pp.
2 Preliminary Results of the Nationwide Urban Runoff Program. U.S. Environ-
mental Protection Agency, Washington, B.C., 1982. 16 pp.
3 Burns and Roe Industrial Services Corporation. Fate of Priority Pollu-
tants in Publicly Owned Treatment Works. EPA - 440/1-82/303, U.S. Environ-
mental Protection Agency, Washington, B.C., 1982. 436 pp.
* E.G. Jordan Company. Fate of Priority Pollutants in Publicly Owned Treat-
ment Works - 30 Day Study. EPA - 440/1-82/302, U.S. Environmental Protec-
tion Agency, Washington, B.C., 1982. 263 pp.
5 Hazen and Sawyer Engineers. 26th Ward Water Pollution Control Plant Study
of Excessive Wastewater Flows. Capital Project PW-206, 1977. 260 pp.
6 E.T. Killam Associates. Overflow Analysis of the Passaic River. Prepared
for the Passaic Valley Sewerage Commission. 1976.
7 Hammer, M.J. and K.A. MacKichan. Hydrology and Quality of Water Resources.
John Wiley and Sons, Inc., New York, New York, 1981. 486 pp.
8 Shelley, P.E. and G.A. Kirkpatrick. Sewer'Flow Measurements - A State-of-
the-Art Assessment. EPA - 600/2-75-027, U.S. Environmental Protection
Agency, Cincinnati, Ohio, 1975. 436 pp.
9 American Society of Civil Engineers. Guide for Collection, Analysis and
Use of Urban Stormwater Bata. 1977. 115 pp.
18 ISCO. ISCO Open Channel Flow Measurement Handbook, 1978. 221 pp.
11 Linsley, R.K. and J.B. Franzini. Water Resources Engineering. McGraw
Hill, Inc., New York, New York, 1979. 716 pp.
12 Vennard, J.K. and R.L. Street. Elementary Fluid Mechanics. John Wiley
and Sons, Inc., New York, New York, 1975. 740 pp.
13 Buffy, B., "Fluorometric Flow Quantification in Twin Cities Sewer
Studies," May 1982.
63
-------
APPENDIX A
POST SAMPLING TRIP REPORTS
-------
POST SAMPLING TRIP REPORT 1
W.O. 4896
Combined Sewer Overflow-Pilot Study
26th Ward S.T.P.
Brooklyn, New York
BRISC Sampling Team
H. Celestino
G. Martin
Characterization of Total Raw Sewage Received by the 26th Ward S.T.P.
for Background Data
Set-Up: April 23, 1981
Sampling Period No. 1. April 24, 0800 hrs. - April 25, 0800 hrs.
2. April 25, 0800 hrs. - April 26, 0800 hrs.
3. April 26, 0800 hrs. - April 27, 0800 hrs.
4. April 27, 0800 hrs. - April 28, 0800 hrs.
5. April 28, 0800 hrs. - April 29, 0800 hrs.
6. April 29, 0800 hrs. - April 30, 0800 hrs.
7. April 30, 0800 hrs. - May 1, 0800 hrs.
Sample Point and Frequencies - See Table 1
Sample Point Description
Influent - Samples were collected at the influent wet well located
outside at the head end of the primary settling tanks. Composite
samples (24 hour) and grab samples (4 hour) were collected during the
seven days of sampling. Phenol, cyanide, oil & grease, VOAs, BOD, TOC,
COD, metals and extractables were collected during each 24 hour period.
Digested Sludge - Grab samples of the digested sludge were collected on
the second, fourth, and sixth days of sampling. These samples were
collected for all parameters. Sampling was conducted at the sludge
splitter box in the digester building. Digester return flow is esti-
mated at 100,000 GPD and 50+ percent of the influent BOD + TSS at the
point in which we are sampling.
Gravity Thickener Overflow
Grab samples of the gravity thickener overflow ere collected during each
of the 24 hour sampling periods. Samples were collected from two gravity
thickeners on a rotating basis for all parameters. The gravity thickener
return flow is estimated at 6 to 8 MGD.
-------
Grab Samples - Single Grabs
Single grabs of the tap water taken from the laboratory, raw influent
from the low level wet well, raw influent from the high level wet well
were collected on the fourth and fifth days of sampling. Samples for
all the parameters were collected at each of these sampling locations.
QA/QC Samples - During the first sampling period, duplicate extractable
samples were taken at the influent, digested sludge and gravity thickener
overflow sample points.
Summary of Operations
Flow Data - Influent flow was the only flow monitored in the plant
during the seven days of sampling. The following table lists the flow
and temperature recorded during the seven days of sampling.
FLOWS
Average Daily Temp (°C)
Sample
Period
1
2
3
4
5
6
7
Ambient
Temp.
Ave.
7
9
16
17
16
22
16
Influent
79.01 MGD
52.54 MGD
52.65 MGD
53.24 MGD
74.20 MGD
57.00 MGD
54.05 MGD
Influent
Temp.
14.5
14.5
15.5
14.5
14.5
16.5
16
Gravity
Thick.
Overflow
16
16
17
17
17
16
19
Digested
Sludge
X
23
X
23
X
24
X
Tap Low Level High Level
Water Wet Well Wet Well
X X
X X
X X
12 x x
16 16
X X
X X
-------
CLIMATOLOGICAL DATA
Temperature ( C)
Sample
Period
1
2
3
4
5
6
7
Date
4/25/81
4/26/81
4/27/81
4/28/81
4/29/81
4/30/81
5/1/81
Sampl i ng^
Maxi-
mum
18
12
18
20
20
22
17
Operations
All sampling at the
which would affect
Mini-
mum
9
7
7
10
9
12
10
plant was
the samples
Aver-
age
14
9 I
12 .
15
15
17
14
conducted with
Precipiation
Inches
0.10
0.00
0.00
0.00
0.18
0.06
0.00
Conditions
Heavy Fog &
Clear
Clear
Clear
Thunder
Fog & Thunder
Heavy Fog &
Clear
Thunder
no abnormalities or incidents
Sample Shipments
Samples
Laboratory
Carrier
All Conventionals
Water & Sludge Organics
Water & Sludge Metals
Burns and Roe
Region VII
Region VII
Hand Delivered
Trans World Airlines
Trans World Airlines
-------
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TABLE 2
Sample Code
94000
94001
94002
94003
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94004
94005
94006
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94008
94010
94015
94012
94018
94019
94016
94013
94011
94017
94014
SAMPLING DETAILS
Sample Location
Influent
Gravity Thickener Overflow
Influent
Gravity Thickener Overflow
Digested Sludge
Influent
Gravity Thickener Overflow
Influent
Gravity Thickener Overflow
Tap Water
Digested Sludge
Influent
Gravity Thickener Overflow
Low Level Wet Well
High Level Wet Well
Influent
Gravity Thickener Overflow
Digested Sludge
Influent
Gravity Thickener Overflow
Sample Period
1
1
2
2
2
3
3
4
4
4
4
5
5
5
5
6
6
6
7
7
No. of Grabs
6
1
6
1
1
6
1
6
1
1
1
6
1
1
1
6
1
1
6
1
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POST SAMPLING TRIP REPORT NO. 2
Subject:
Place:
Present:
Purpose:
Dates:
Discussion:
W.O. 4896-03
Combined Sewer Overflow - Pilot Study
(Hendrix Street Overflow)
26th Ward S.T.P.
Brooklyn, New York ;
BRISC Sampling Team
H. Celestino
G. Martin
«
Characterization of Raw Sewage at the Hendrix Street Overflow
May 11, 1981 to May 12, 1981
Hendrix Street Overflow - The Hendrix Street Overflow is located inside
the 26th Ward S.T.P. Facility. Flow from the Hendrix Street interceptor
to the 26th Ward Plant is regulated by a Brown & Brown regulator.
During extreme flow conditions the regulator gate on the interceptor
side of the regulating chamber closes and causes the flow to bypass to
the Hendrix Street Overflow structure. The flow then passes through a
set of four tide gates and into the Hendrix Street Canal.
The samples collected during this rainfall event were taken only during
an overflow incident. Grab samples were collected every twenty minutes
for the duration of the overflow period. Phenol, cyanide, oil & grease,
TOC, COD, BOD, metals, extractables and VOA samples were collected for
each grab sample.
Seven grab samples were collected during this rainfall period.
of the sample times and clematological data are attached.
A table
Clematological Data
Temp °F
Date
Maxi-
mum
Mini-
mum
Aver-
age
Precipitation
Conditions
5/11/81
5/12/81
59
60
55
52
57
56
.51
.32
Fog and Thunder
Heavy Fog & Thunder
eve
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-------
POST SAMPLING TRIP REPORT NO. 3
Subject: W.O. 4896
Combine Sewer Overflow Pilot Study
Place: 26th Ward Water Pollution Control Plant
Van Sic!en Avenue
Brooklyn, NY
(Hendrix Street Regulator and Hendrix Street Line)
Present: 8RISC Sampling Team
H. Celestino
G. Martin
Purpose: To Gather First Flush Samples from the Hendrix Street Line
Date: May 28, 1981
Discussion:
Weather forecasts for the New York area predicted heavy rainfall
for the area beginning at noon (5/28/81) and continuing for 24
hours. All preparations were made to grab samples from the Hendrix
Street Line as soon as the flow started to increase after the
start of the rainfall) and to continue throughout the first flush
period. A sample was also to be taken from the Hendrix Street
Line prior to the rain for background information, and samples
were to be taken at the overflow from the Hendrix Street Regulator
if the flow reached the overflow level. Samples were to be taken
every five-minutes for solids (Pollutograph) analysis as well as
individual aliquots for a composite (which aliquots to be used
would be determined after the pollutograph analysis).
The rain did not begin until 1930 and it was so light and inter-
mittent that there was no first flush effect. The flow to the
plant (and the corresponding sewage level in the Hendrix Street
Lir.e) did-not increase (actually decreased slightly) until 2330.
During this four hour period the rain continued, and it was
decided that any further rain after this period would not be
representative of the first flush phenomenon and the sampling
effort was aborted.
Rainfall readings from the weather station at J.F.K. Airport
showed a total of 0.40 inches of rain from T930 to 2400 with
another 0.04 inches during the early morning hours. Temperatures
ranged from 61 F to 70 F with an average temperature of 66°F.
eve
-------
POST SAMPLING TRIP REPORT NO. 4
Subject:
Place:
Present:
Purpose:
Date:
Discussion:
W.O. 4896
Combined Sewer Overflow Pilot Study
26th Ward Water Pollution Control Plant
Van Sic!en Avenue
Brooklyn, N.Y.
(Hendrix and Williams Trunk Lines)
BRISC Sampling Team
H. Celestino
G. Martin
To Inspect Sewer Lines (Manholes) for Possible Sewer Sediment
Sample Points.
Monday, June 22, 1981
The regulator chamber for the Hendrix Street line was inspected
and determined to be unsatisfactory for obtaining any type of
sample, as the working area inside the chamber was too small to
allow 'either the placement of sampling equipment or the gathering
of grab samples.
The regulator chamber and overflow area for the Williams Street
line was also inspected. There was no place within the overflow
area/trunk line from which a sediment sample could be obtained, as
the velocity and sewer shape was such that the normal scouring
effect kept the area free of sediment. However, the line just
beyond the regulator (downstream of the overflow weirs) had two
disruptions in the channel shape where it appeared that sediment
might deposit. One disruption was in the gate area and the other
.was in the stilling well chamber. In the gate area, an eight inch
depression in the side wall of the main line extended for approximately
five feet from the regulator gate, while in the stilling well area
(not operating for its designed purpose). One foot depression in
the side wall extended for approximately three feet. Both areas
were void of sediment at the time of inspection, but this absence
could be attributed to a heavy rain during the early morning
hours. These two spots will be checked again at a time after a
sustained dry weather period.
-------
Using the sewer maps provided by the city, the Hendrix Street
trunk line was followed away from the plant in an attempt to find
suitable sediment sample points. Manholes were inspected within a
three block distance from the 26th Ward Plant, and each one
revealed a flow too great to find any appreciable sediment. For
the first two blocks the sewer is a double trunk line (187 inch)
after which it branches out to smaller lines. Some of the 132 inch
lines were inspected and they too had too great a flow to have any
appreciable sediment. Further inspection was focused on lines
between 48 to 54 inches in diameter.
The smaller lines had either very little flow or very little
average area or both and were deemed uncharacteristic of the type
of sample we attempted to obtain.
In the size range between 48 and 54 inches the lines could be
usually inspected from the manholes, and, in almost all cases, the
depth of bottom sediment could be observed through the flow
(observations done during the daytime off-peak hours).
GM/cve
-------
POST SAMPLING TRIP REPORT NO. 5
Subject: W.O. 4896
Combined Sewer Overflow Pilot Study
Date: June 23, 1981
Place: 26th Ward Water Pollution Control Plant
Van Siclen Avenue
Brooklyn, NY
(Hendrix Street Line and Ditmas Avenue Area)
Present: BRISC Sampling Team
H. Celestino
6. Martin
Purpose: To inspect sewer lines for sediment sample points.
Discussion:
As a result of the inspection on June 22, 1981, a manhole on Schenck
Avenue was chosen for a residential dry weather sediment sample.
The second manhole south of Linden Boulevard on Schenck Avenue was
the manhole chosen. The following details pertain to this sample:
Time: 1100 hours
Time since last rainfall- 36 hours
Ambient temperature: 74 F (23 C)
Sewer diameter: 24" (61 cm)
Flow depth: 2 to 3" (5.1 to 7.6 cm)
Sample code number: 94043
Bottles filled:
1 quart glass (metals analysis)
2 VOA vials (volatile organics analysis)
1 quart glass (extractable organics analysis)
2 pint glass (phenol, cyanide, BOD, TOC)
%
No further sediment could be obtained from this manhole area. Other
analysis such as oil and grease, and solids were not run on this sample,
as they would be highly dependent on the volume of sewage left or decanted
from the bottles and dipping beaker while obtaining the sample.
Further inspection was then done in the area around Ditmas Avenue.
This area has the most concentrated industrial use of the 26th Ward
tributary area. All lines from this area feed into the Williams Avenue
regulator. Just about all the side street lines serve single industries,
or small areas, so they were not investigated. They also were mostly
-------
12 inch (30.5 cm) lines. The line inspected was the main line running
down the center of Ditmas Avenue. The line began as a 12 inch (30.5 cm)
and increased in size each block up to 72 inches (183 cm). Each
manhole was at the intersection of each successive cross street,
requiring the rerouting of traffic to inspect any of these manholes.
Each manhole inspected showed no signs of sediment.
Another manhole was inspected on Rockaway Avenue (south of Ditmas,
first manhole south of overpass). This sewer was a 24 inch (61 cm)
line and had a thick sediment layer. The line was also stagnant and
the sediment did not appear to be of the type which would wash out with
rainfall. This point was rejected for sediment sampling because of the
lack of flow. This point may be worth investigating during rainfall
for runoff sampling.
A possible industrial catch basin sample point was located at 94th and
Ditmas (northeast corner). This catch basin is fed by an industrial
area on one side and a residential area on the other and the grating
may be removed to facilitate sampling.
Notes which should be made as a result of this inspection/sampling
effort:
The volume of sediment will .be very dependent on a number
of factors such as: sewer shape, slope, composition, and
size; time since last significant rainfall; magnitude of last
rainfall; duration of last rainfall; other sewer connections
in the vicinity; surface (street) composition in the area;
frequency and/or last time of street cleaning; size of manhole
(corresponding to accessible length of sewer).
Normal flow in sewer lines of diameter greater than 40 inches
(122 cm) will probably prevent any sediment sampling unless
obstructions or changes in pipe profile are such that significant
flow restriction will occur with associated sediment depositing.
Sediment samples taken from a flowing stream should be taken
from the downstream area first, working upstream as the
downstream deposits are exhausted.
When opening a manhole for sediment sampling, care should be
taken to avoid knocking any surface debris or debris from
.the manhole frame into the manhole, as this material will
contaminate the sample.
GM/sft
-------
POST SAMPLING TRIP REPORT NO. 6
Subject: W.O. 4896
Combined Sewer Overflow Pilot Study
Place: 26th Ward Water Pollution Control Plant
Van Sic!en Avenue
Brooklyn, NY
Present: BRISC Sampling Team
H. Celestino
G. Martin
To Gather Runoff and Overflow Samples
June 25, 1981
Purpose:
Date:
Discussion:
One heavy downpour 1330 on June 25, 1981, provided sufficient rainfall
to grab samples covering three of the sampling objectives of this study.
At the start of the rain two grab samples of the flow into a residential
catch basin were grabbed. As the rain let up, flow to the 26th Ward
Plant increased, causing the Hendrix Street line to overflow, allowing
the grabbing of an overflow sample, and an associated influent sample.
As the flow to the plant continued to rise, the influent gates were
throttled, causing an overflow at the Williams Avenue Regulator.
Because of the tidal conditions, separate overflow and influent samples
could not be distinguished at the Williams Avenue Regulator so a single
overflow/influent sample was grabbed.
Details on the specific samples are as follows.
Catch Basin Samples:
Sample Code Number:
Sample Location:
Time:
Bottles Filled:
Area of Runoff:
94046
Catch Basin on Northeast corner of intersection
of Van Siclen and Cozine. (North side tributary area)
1330 Hours
Full Spectrum
Apartment building area, sidewalk, little grass off
the edge of apartments; appox. 400 feet of Van Siclen
North of Cozine with 2/3 of the width of the street
(appox., 50 feet) contributing to the flow; head in
parking on the street; area reasonably clean; no
construction or other abnormal contributing factors.
-------
Sample Code Number: 94041
Sample Location: Same as 94046 (above) - South Side Tributary Area
Time: 1335 Hours
Bottles Filled: Full Spectrum
Area of Runoff: Same as above (94046) except that the street
contribution is from appox. 150 feet of Cozine
Avenue east of Van Siclen to the intersection of
the two streets, including approx. 1/4 of the
intersection.
This Catch Basin feeds directly into the Hendrix Street Interceptor. The
rain lasted approximately 15 minutes. The last rainfall prior to this
one occurred 3% days earlier.
Hendrix Street Overflow Sample:
Sample Code Number: 94049
Sample Location: Center Channel (1 of 5) of overflow structure
to Hendrix Street Canal
Time: 1400 Hours
Bottles Filled: Full Spectrum
Notes: Sample taken between 5 and 10 minutes after the
overflow began.
Hendrix Street Influent Sample:
Sample Code Number: 94044
Sample Location: Influent Channel to high level wet well at 26th
Ward Plant
Time: 1430 Hours
Bottles Filled: Full Spectrum
Notes: Sample taken immediately after taking overflow sample.
Williams Avenue Regulator Sample:
Sample Code Number: 94050
Sample Location: Williams Avenue Interceptor just upstream of the
regulator gate
Time: 1500 Hours
Bottles Filled: Full Spectrum
Notes: As the sample was being completed at the high level
wet well (94044), plant personnel informed the
sampling personnel that they were throttling the
low level influent gate. This action initiates the
back up in the Williams Avenue Interceptor, and
corresponding overflow. Upon arrival at the Williams
Avenue Regulator, the Sampling crew found that the
interceptor had backed up, but that due to the
tide level (high tide at 1442) both sides of the
tide gates were submerged and separate samples of
the overflow and the influent to the plant were not
possible. A single sample of the flow at the
regulator gate was grabbed and shall be considered
as equivalent to both the influent and the overflow
at the time of sampling.
-------
Notes which should be made as a result of this sampling effort:
- Catch basin Sampling/Selection cannot be completely planned in advance.
General areas can be chosen as desired locations, but individual catch
basins cannot be chosen during dry weather periods. Initial surveillance
by this sampling crew located a pair of intersections (Van Siclen and
Cozine; Van Scilen and Wortman) with what appeared to be likely candidate
catch basins. During the rain storm, one basin (of eight at these two
intersections) was chosen. Six of the eight catch basins flooded
shortly after the rain began, renderding them useless under two to ten
inches of stagnent runoff. Other catch basins in the same general area
illustrated another problem of pre-rain selection: no flow during
rainfall. Some of the catch basins may have appeared to serve an area
of which the runoff would be of interest, but when it rained, the flow
either went in other directions or didn't flow into the catch basin but
into surrounding areas. This was often due to road constuction, repavement,
changes in the nearby area (abandonment, fire, etc), or even obstructions
from debris or parked vehicles.
- Regulators may appear to be ideal sampling locations under normal
flow periods, but they must be checked out during high flow/rainfall
periods before they can b.e depended upon for wet weather points. The
regulator chamber at Williams Avenue is a prime example of this fact, as
the normal flow remains in a 60 inch (-152 cm) line at a depth of 10-30
inches (25-76 cm). The chamber is inoperative at this time with the
flow controlled by the influent gates at the plant. When the influent
gate closes, the flow backs up to a level which is highly dependent on
the tide level. During this sample episode, the tide and the back-up
occurred concurrently, flooding the regulator chamber under 6-8 feet
(1.8-2.4 m) of sewage. This point is not applicable for sampling under
such conditions.
- Catch basin sampling to see the "first flush" runoff will have to be
done as soon as the rain begins. This will require being in the vicinity
of the catch basin when the rain begins with the samples grabbed on this
sampling episode. The runoff samples only lasted for approximately 15
minutes which required being at the point, as soon as, if not immediately
after, the rain began. This situation may require different samplers
at different catch basins to obtain the necessary samples.
GM/cve
-------
POST SAMPLING TRIP REPORT NO. 7
Subject:
Place:
Present:
Purpose:
Date:
Discussion:
W.O. 4896
Combined Sewer Overflow Pilot Study
26th Ward Water Pollution Control Plant
Van Siclen Avenue, Brooklyn, N.Y.
BRISC
P. Lanik
H. Celestino
G. Martin
To Collect Storm Water Runoff and Overflow Samples.
stream Regulating Controls.
July 28, 1981
Inspection of In-
Rain was predicted to start at approximately 1700 hours and continue
through the morning of July 29.
During this predicted rainfall: sampling efforts would be concentrated
on the collection of industrial area runoff (catchbasin sampling). A
location was selected at the intersection of Ditmas and East 92nd Street.
The catchbasins which would be sampled are located on the southwest and
northeast corners of the intersection. The catchbasin cover was removed
from the catchbasin on the southwest corner in anticipation of the
rainfall (removed at 2230 hr).
Upon arrival in Brooklyn, investigations of the sewage system were made
prior to the predicted rainfall. Two locations within the 26th Ward
system are self-controlled overflows. For example, dry weather flow is
routed through a separate sewage piping network and is treated after
passing through the Hendrix Street regulator. During wet weather flow
at these same locations (Linden Blvd. and Louisiana Ave., Wortman and
New Jersey Avenue) it is assumed that if the flow is above a specific
level, the storm water flow or surcharge flow is bypassed over a diversion
into the Williams Avenue regulated system. As a result of these investigations,
it was not evident that the diversion chambers could be visually inspected
from the access manholes. However, approximately 12 manholes were open
during this investigation and were evaluated for possible sediment
sampling.
From these 12 manhole inspections two were considered. They were (1)
Linden between Louisiana & Molta (a 12" line which is located between
the first and second lanes of the Lindert westbound traffic flow). (2)
On New Jersey south of Wortman (a 126" line at the intersection of New
Jersey on the south side of Wortman).
-------
The sampling effort for this rainfall event was terminated at 0030 hours
on 7/29/81 due to a lack of sufficient rainfall.
Rainfall concentration for 7/28/81 to 7/29/81:
Period (Hrs) Inches of Rainfall
2242 to 0032 0.05
0144 to 0230 Trace
0240 to 0315 0.02
(Readings are recorded from J.F.K. Airport.)
Note: Hightide approximately 1.4 feet above normal. Stop logs were
being installed on non-working tide gates at the Williams Avenue
regulator.
HC/cve
-------
POST SAMPLING TRIP REPORT NO. 8
- Pilot Study
Subject: W.O. 4896
Combined Sewer Overflow
Place: 26th Ward S.T.P.
Brooklyn, New York
Date: August 8, 1981
Present: B&R Sampling Team
H. Celestino
T. Fieldsend
Purpose: CSO Sampling in New York 26th Ward
Discussion:
Sampling efforts were focussed on the collection of runoff rain
water.
Four samples were collected during this rainfall event. All of
the samples were collected from the industrial section of the 26th
Ward tributary area. Samples with code numbers 94028, 94032,
94033, 94052 were collected at the intersection of Ditmas and 92nd
Street.
Sample 94033 represents runoff into the catch basin on the northwest
corner of the intersection (Ditmas runoff). Sample 94052 represents
runoff into the catch basin on the northeast corner of the intersection
(92nd Street runoff). Samples 94028 and 94032 represent the runoff
into the catch basin on the southwest corner of the intersection
(Ditmas and 92nd Street runoff, respectively).
HC/sft
-------
POST SAMPLING TRIP REPORT NO. 9
Subject:
Place:
Present:
Purpose:
Date:
W.O. 4896
Combined Sewer Overflow Pilot Study
Newark (P.V.S.C.)
BRISC
H. Celestino
P. Sisovsky
G. Martin (part time)
J. LaFond
M. Surdovel (part time)
B. Ligerman (part time)
C.S.O. Background Sampling (5 Days)
August 14, 1981
Sampling Period No.
August 17,
August 18,
August 19,
August 20,
August 21,
0800
0800
0800
0800
hrs.
hrs.
hrs.
hrs,
0800 hrs. -
August 18,
August 19,
August 20,
August 21,
August 22,
0800 hrs.
0800 hrs.
0800 hrs.
0800 hrs.
0800 hrs.
Sample Point and Frequencies - See Table No. 1
Sample Point Description
Three sample locations were sampled for the five day background sampling
program in Newark (Saybrook Place, Rector Street and Herbert Street).
The Saybrook Place regulator is fed by two sewer lines. The larger line
is a 75" diameter whi,le the second is a 48" diameter sewer line. The
Rector Street regulator is fed by a 66" diameter sewer line while the
Herbert Street regulator is fed by a 48" diameter sewer line.
At all three locations automatic samplers were used to collect the 24
hour composite samples. A piece of 1" aluminum conduit was positioned
at each of the three locations so that the submerged end of the conduit
was parallel and facing into the flow. The end of the conduit was
positioned .prior to the flow's entry into the sand catcher chamber.
Teflon tubing was then placed inside the aluminum conduit extending 2 to
3" past the end of the conduit. Samplers were placed adjacent to the
manhole covers and covered with a 55 gallon drum. Concurrently, grab
samples were taken every four hours at each of the three locations.
Flow measurements (velocity and depth) were also taken every four hours
from the four tributary lines.
-------
Grab Samples - Single Grabs
A grab sample, for all the parameters, of the tap water was taken during
the fourth sampling period.
QA/QC Samples
During the first sampling period, duplicate extractable samples were
taken at each of the three sample locations.
Blank Sample Schedule
Three pairs of VOA trip blanks were taken at each sample location along
with a metals and sampler blank. These samples were all taken prior to
period No. 1.
Summary of Operations
Flow data was collected from four locations - two at Saybrook Place, one
at Rector Street, and one at Herbert Street. Measurements for velocity
and depth of flow were taken every four hours along with the grab samples
The recorded data is as follows:
-------
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-------
Weather Conditions
During the five day sampling program clear skies and warm weather
prevailed. Temperatures ranged from 72 F to 80 F during the day and
fell to 63°F to 70°F at night.
Sampling Operations
All sampling was conducted on schedule. Some abnormalities were exper-
ienced and are explained in the daily occurrence table below.
Sample Point Day Time (hrs)
Saybrook 2 1200
Rector 2 1200
Herbert
Saybrook
2
3
1600
0850
1200
0115
Rector
Rector
Rector
3
3
4
5
1600
0100
2100
1200
1600
1600
Sample Shipments
Sample
Water Organics
Water Metals
All Conventional
Description
Sampler was moved and tubing
disconnected.
Sampler was moved and tubing
disconnected.
Two traffic cones stolen.
Sampler clogged.
Tubing severed, no sample.
Manhole cover broke, pieces in
sewer line obstructing flow.
Sampler clogged.
Sampler clogged.
Sampler clogged.
Sampler clogged.
Sampler clogged.
Stolen traffic cone.
Laboratory
EPA Region VII
EPA Region VII
Burns and Roe Labs
Carrier
Federal Express
Federal Express
Hand Delivered
-------
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-------
TABLE 2
Sample Code
94162
94161
94163
94165
94164
94166
94168
94167
94169
94171
94170
94172
94176
94174
94173
94175
Sample Location
Saybrook Place
Rector Street
3erbert Street
Saybrook Place
Rector Street
Herbert Street
Saybrook Place
Rector Street
Herbert Street
Saybrook Place
Rector Street
Herbert Street
Tap Water
Saybrook Place
Rector Street
Herbert Street
Sample Period
1
1
1
2
2
2
3
3
3
4
4
4
4
5
5
5
No. of Grabs
6
6
6
6
6
6
6
6
6
6
6
6
1
6
6
6
-------
POST SAMPLING TRIP REPORT NO. 10
Subject:
Place:
Present:
Purpose:
Date:
Discussion:
W.O. 4896
Combined Sewer Overflow-Pilot Study
Newark, NJ
BRISC
H. Celestino
G. Martin
Collection of Combined Sewer Overflow Sample
September 8, 1981
Rainfall was predicted for the metropolitan area throughout the
day. After a few hours of no rain, a visit was made to the
weather station at Newark Airport. While at the weather station
we were given a tour and an explanation .of the climatological
apparatus. With rain gauging being one of our major concerns, we
asked to see their rain gauge apparatus. This facility uses three
types of rain gauge instruments. The first is a recording chart
rain gauge that can be set up with various gears to complement
reading durations. The second and third rain gauges are manual
reading gauges. Specifically sized readings from both gauges can
be calculated to obtain rainfall in inches/hour. Finally, prior
to leaving the watch chief, he gave us his weather prediction
for the remainder of the day, which was little to no rain with
total accumulations of up to about 5/100 of an inch.
No samples were collected during this effort.
HC/cve
-------
POST SAMPLING TRIP REPORT NO. 11
Subject: W.O. 4896
Combined Sewer Overflow - Pilot Study
Place: Newark, New Jersey
Present: B&R
H. Celestino
G. Martin
Purpose: Combined Sewer Overflow Sampling
Date: September 15, 1981
Discussion:
During this storm event, the sampling concentration was directed to
the collection of runoff storm water. A total of five grab samples
were collected. Two samples of runoff, two samples of combined sewer
overflow, and one sample of the flow in the sewer line. Specifically,
sample No. 94100 was collected from a catch basin on the northwest
corner of Route 21 and Saybrook Place. This sample represents runoff
from Route 21 and Saybrook Place north and east of the catch basin.
Sample No. 94110 is representative of the runoff from Routh 21 entering
directly into the sand catcher chamber through the manhole cover.
Sample No. 94109 was collected to represent the flow in the sewer as it
enters the sand catcher chamber (regulator). Overflow samples (No. 94102
and 94108) were collected from the Saybrook Place and Herbert Street
sand catcher chambers.
Rainfall Occurrence
Start Time
Stop Time
Sample Times
1115
1400
1140
1500
1130 to 1145
1445
-------
POST SAMPLING TRIP REPORT NO. 12
Subject: U.O. 4896
Combined Sewer Overflow-Pilot Study
Place: Newark, NJ
Present: BRISC
H. Celestino
G. Martin
Purpose: To compare velocity measuring equipment during wet weather conditions.
Date: September 16, 1981
Discussion:
In view of the rainfall on September 15, 1981, the field exercises
for this predicted rainfall would be focussed on wet weather
flow/velocity measurement comparisons. Equipment was made ready
at both Saybrook Place and Rector Street. Flow measurements would
be taken from the sewer line through the first manhole upstream of
the sand catcher chambers.
Predicted rains did not prevail.
comparisons conducted.
HC/cve
Consequently, there were no flow
-------
POST SAMPLING TRIP REPORT NO. 13
Subject: W.O. 4896
Combined Sewer Overflow Pilot Study
Place: Newark, NJ
Date: October 1, 1981
Present: B&R Sampling Team
H. Celestino
G. Martin
J. LaFond
0. Arnold
C. Dunleavy
Purpose: CSO Sampling in Newark.
Discussion:
Heavy rains were predicted for the afternoon. Sampling apparatus
was set up at Saybrook and Rector Streets. A background sample was
taken at each location prior to the start of the rainfall. Clearing
skies and sunshine after about 4-1/2 hours prompted the termination
of this sampling effort. Background samples taken during this
effort were destroyed.
HC/sft
-------
POST SAMPLING TRIP REPORT NO. 14
Subject:
Place:
Present:
W.O. 4896
Combined Sewer Overflow
Newark (P.V.S.C.)
BRISC Sampling Team
H. Celestino
P. Lanik
G. Martin
B. Dunphy
P. Sisovsky
M. Surdovel
J. Arnold
J. LaFond
Purpose:
Date:
Discussion:
C.S.O. Sampling in Newark, NJ
October 6, 1981
Better than 80 percent chance of rain was predicted for early
afternoon. Showers would continue through early evening. The
sampling crew arrived at 1300 hours. Clearing skies and sunshine
dominated later in the afternoon (1600 hours). Sampling effort was
called off.
HC/cve
-------
POST SAMPLING TRIP REPORT NO. 15
Subject: W.O. 4896
Combined Sewer Overflow
Place: Newark (P.V.S.C.)
Date: October 23, 1981
Present: BRISC Sampling Team
H. Celestino
G. Martin
P. Lanik
W. Dunphy
V. Johnson
M. Surdovel
J. LaFond
J. Arnold
C. Dunleavy
Purpose: C.S.O. Sampling in Newark, NJ
Discussion:
Sampling efforts commenced at 1015-hours at the Saybrook and Rector
sampling locations. A set of background samples were collected
from Saybrook and Rector sewer lines. Rain gauges and rain catchers
were also positioned at these locations. Flow measurements, depth
and velocity were taken in association with the background samples.
The rainfall pattern for this event consisted of light rain (drizzle)
with intermittent periods of heavier rainfall.
Starting at 1330 hours, field crews collected the first of 24 first
flush samples at both sample locations. Half-gallon plastic and
quart glass bottles were collected every five minutes for a 2-hour
period.
At 1445 hours, the first overflow sample was collected from the Rector
overflow chamber. Additional sample sets were collected at 15-minute
intervals until 1630 hours. A combined sewer flow sample was collected
at 1600 hours to correspond with the combined sewer overflow samples.
A composite sample of the collected rainfall was distributed among a
set of bottles and the sample bottles were was sent to their respective
laboratories for analysis.
First Flush - The determination of samples to be included with first
flush was governed by plotting the concentration of settleable solids
for the samples collected during the 2-hour sampling period. Those
samples indicative of the first peak in solids concentration were
included for first flush (see Graphs #1 and #2). Additionally,
-------
concentration values for the settled grit was plotted to verify
the results of the settleable solids graph. The samples selected
for the first flush were numbers 1 through 7 (Saybrook) and 25
through 31 (Rector).
Included in Graphs #1 and #2 are the results of the laboratory
analysis for total solids, total suspended solids, settleable solids,
and settled grit. On both graphs, the curves for settleable solids
and settled grit reflect the rainfall pattern for this storm event.
However, it is evident that on Graph #2 this relationship is much
better for the 2-hour period. Consequently, the relationship of
concentrations for the 2-hour period on Graph #2 could be related
to the greater increase in flow and overflow occurrence at the Rector
Street chamber. To further substantiate the concentration versus
time relationships, additional laboratory analysis for total solids
and total dissolved solids were run. These data, when plotted
(see Graphs #1 and #2), reinforce the relationships indicated by the
settleable solids and settleable grit curves.
Flow data associated with the first seven first flush samples (35
minutes) reveal a definite peaking effect. Recorded data after this
point, for both locations, indicate a possible diurnal effect on the
readings.
Field Data - The recorded rainfall for the period between 1030 hours
and 1815 hours was 0.5 inches.
HC/sft
-------
The following are the recorded flow depths, calculated flows, and times
taken during the sampling effort:
Flow Level
Time
Flow (CFS)
Background
Sample No.
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
Saybrook
4.75
4.25
4.875
5.00
5.00
5.50
5.25
5.125
5.00
4.75
4.50
4.75
5.00
5.25
5.25
5.50
5.75
6.00
6.00
6.50
7.00
6.75
6.75
7.25
6.75
7.00
7.00
8.00
8.00
8.125
8.00
Rector
3.50
3.75
4.00
4.25
4.50
4.75
4.50
4.50
4.00
4.50
5.00
5.00
5.50
6.50
6.75
7.00
7.50
7.75
7.50
7.50
7.50
7.50
7.75
7.75
7.25
7.00
Saybrook
1120
1320
1330
1335
1340
1345
1350
1355
1400
1405
1410
1415
1420
1425
1430
1435
1440
1445
1450
1455
1500
1505
1510
1515
1520
1525
1530
1545
1600
1615
1630
Rector
1125
1325
1330
1335
1340
1345
1350
1355
1400
1410
1415
1420
1425
1430
1435
1440
1445
1450
1500
1505
1510
1515
1520
1525
1545
1600
Saybrook
2.4392
1.9221
2.5787
2.7222
2.7222
3.3375
3.0217
2.8699
2.7222
2.4392
2.1725
2.4392
2.7222
3.0217
3.0217
3.3375
3.6699
4.0189
4.0189
4.7668
5.5816
5.1659
5.1659
6.0142
5.1659
5.5816
5.5816
7.4129
7.4129
7.6607
7.4129
Rector
1.4218
1 . 6438
1.8930
2.1553
2.4357
2.7342
2.4357
2.4357
1.8930
2.4357
3.0509
3.0509
3.7390
5.3359
5.7814
6.2454
7.2292
7.7491
7.2292
7.2292
7.2292
7.2292
7.4868
7.4868
6.7280
6.2454
6.2454
-------
3TYOS IIHD
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-------
38 39 40 41 4S 4? ' 44:45 ' 46' 47.. 4g:;i
-------
-------
TABLE 1
Sample Code
94101
94103
94104
94105
94111
94116
94117
94118
94119
94120
94122
94125
94140
94146
Sample Location
Saybrook (first flush)
Rector (background)
Rainfall
Rector (overflow)
Rector (overflow)
Rector (overflow)
Rector (overflow)
Rector (overflow)
Rector (background)
Rector (first flush)
Saybrook (background)
Rector (overflow)
Saybrook (first flush)
Rector (first flush)
Time
Compos i te
1015
1630
1445
1515
1500
1530
1545
1600
Composite
1015
1600
1350
1350
Sample Date
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
10/23/81
No. of Grabs
7
1
1
1
1
1
T
1
1
7
1
1
1
1
Note-: Sample Code Numbers 94140 and 94146 consist of VGA's only.
-------
POST SAMPLING TRIP REPORT NO. 16
Subject: W.O. 4896
Combined Sewer Overflow
Place: Newark (PVSC)
Date: December 1, 1981
Present: BRISC Sampling Team
Paul Lanik
Jeff Arnold
John LaFond
Bill Dunphy
Purpose: C.S.O. sampling in Newark
Discussion:
Sampling commenced at 1330 hours at the Herbert Street overflow chamber.
Complete sets of samples were collected every 15 minutes, from 1330
hours through 1515 hours.
At 1600 hours, the sampling crew arrived at the Rector/Saybrook sampling
location. A visual inspection of the flow condition was conducted at
the Rector overflow chamber and then the Saybrook overflow chamber. The
Rector Street chamber was already overflowing at the time the sampling
crew arrived. Sampling commenced immediately (1630 hours) at the Rector
Street location. Four sample sets were collected at 15 minute intervals
from the Rector Street overflow.
Continuous checks of the flow conditions in the Saybrook chamber were
conducted during the sampling at Rector Street. At 1700 hours, the flow
increased enough to cause an overflow. Eight sample sets were collected
at 15 minute intervals commencing at 1700 hours.
A precipitation sample was collected for this storm event. The precipi-
tation collector was first set out at the Herbert Street location and
then at the Saybrook/Rector location. A composite sample was made from
the precipitation collected at both locations.
During this sampling, PVSC closed the regulator gates at 1603 hours at
the Rector Street chamber and 1600 hours at the Saybrook chamber. Both
regulator gates were closed through the sampling periods.
HC/sft
-------
TABLE 1
Sample Code Sample Location
94138
94156
94123
94158
94115
94114
94113
94121
94112
94157
94106
94124
94136
94154
94155
94139
94152
94159
94107
94160
94153
Rector Street
Rector Street
Rector Street
Rector Street
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook Place
Saybrook/Herbert
Herbert
Herbert
Herbert
Herbert
Herbert
Herbert
Herbert
Herbert
Time Sample Date
1630 12/1/81
1645 12/1/81
1700 12/1/81
1715 12/1/81
1700 12/1/81
1715 12/1/81
1730 12/1/81
1745 12/1/81
1800 12/1/81
1815 12/1/81
1830 12/1/81
1845 12/1/81
1900 12/1/81
1330 12/1/81
1345 12/1/81
1400 12/1/81
1415 12/1/81
1430 12/1/81
1445 12/1/81
1500 12/1/81
1515 12/1/81
Number of Grabs
(Precipitation)
-------
APPENDIX B
ANALYTICAL RESULTS
-------
ANALYTICAL RESULTS
B-l Dry Weather Background Sampling - 26th Ward
B-2 Storm 1 (11 May 1981) Results - 26th Ward
B-3 Storm 2 (25 June 1981) Results - 26th Ward
B-4 Storm 3 (8 Sugust 1981) Results - 26th Ward
B-5 Dry Weather Background Sampling - Newark, NJ
B-6 Storm 1 (15 September 1981) Results - Newark, NJ
B-7 Storm 2 (23 October 1981) Results - Newark, NJ
B-8 Storm 3 (1 December 1981) Results - Newark, NJ
-------
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