DESIGN OF THE
NEWTOWN CREEK WATER POLLUTION CONTROL PROJECT
THE CITY OF NEW YORK
JOSEPH CUNETTA, P.E.
ROBERT FEUER, P.E.
1967
PRESENTED AT THE WATER POLLUTION CONTROL FEDERATION
ANNUAL MEETING, OCTOBER 12, 1967, NEW YORK CITY
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DESIGN OF THE
NSWTOWN CREEK WATER POLLOTION CONTROL PROJECT
JOSEPH CUNETTA, P.E,
ROBERT MEUEK, P.E.
1967
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DESIGN OF TOE
NEWTOWN CREEK WATER POLLUTION CONTROL PROJECT
JOSEPH CUNETTA, P.E.
ROBERT FEUER, P.E.
I - INTRODUCTION
The City of New York is presently pursuing two programs to control
pollution in its waterways. These are:
1. The Basic Water Pollution Control Program, which will ultimately
provide treatment for all the City's wastewater in modern
treatment plants.
2. The Auxiliary Water Pollution Control Program, which will provide
fcr the retention, degritting and disinfection of combined flows
during periods of rainfall. The objective of this program is to
control combined overflow pollution and insure safe water quality
where recreational facilities, particularly new bathing beaches,
are planned. A prototype 'Auxiliary Water Pollution Control Plant1,
located at Spring Creek in Brooklyn, is scheduled to be constructed
in 196?.
Joseph Cunetta is Deputy Director (Plants)
and Robert Feuer is Project Engineer,
Bureau of Water Pollution Control
Department of Public Works
City of New York
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The Implementation of the Basic Water Pollution Control Program, which
dates to the beginning of work at the Wards Island Plant in 1931, has
been delayed considerably by the depression of the early 1930's and two
major wars. Availability of Federal and State construction aid grants
in recent years has added momentum to bring this program to its conclusion
by 1972, thereby allowing New York City to meet its commitments to
regulatory agencies,
As originally proposed, the program envisioned 18 treatment plants and
intercepting sewer systems located about the waterfront areas of the City,
The total design capacity of the proposed plants is l8l£ million gallons
per day (MGD), based on mean dry weather flow.
Figure 1 (next page) - "Plan for Pollution Control", shows the number
and locations of the projects involved in both the Basic and Auxiliary
Programs, including a table of capacities of the Basic Water Pollutiori
Control Projects,
The Newtown Creek Project, together with the 12 modern treatment plants
presently in service, have a combined design capacity of 13U6.5 MGD, thus
accounting for approximately 7k% of the total planned design capacity for
the City's Basic Program, The 12 plants in service now treat about two-
thirds of the City's dry weather wastewater.
The Newtown Creek treatment plant was placed in operation in 196?, with
an initial flow from the Brooklyn and Queens drainage areas only. The
flow from the Manhattan drainage area will be added when construction of
the Manhattan Pumping Station, now in progress, is completed in 1968,
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BASIC PROGRAM
INTER POLLUTION CONTROL PROJECTS
BROOKLYN
1 HCVTOON CMEK
no* uuntfam ml
BET >•«•)
0 TALLMANS ISLAND
I JUU1CA
2 IOWCRT 1AY
3 ROCKAMT
1 4 POST RICHMOND
5 BLOOMriELO
I t OAKKOOO Ki.KM>
TIIHM8 fC^f I^A-
PLANT Ml
1
1
g
4
5
•
JAMAICA BAY
LOCATION STATUS
MCHOCUT ftASIM PWCLBLOCaiitN
HCHOAIX ST. MCLHL OCSMM
SPUING CHECK DOM
KHOCN usm
THUMSTON BASIN
UPPER EAST RIVER
BRONX
>LANT NO LOCATION STATUS
I VICLC *vt
FARM* OUT ST.
SOOWDVliIW P«
WHITE PVA1NS TO
PUSSLCY CKCK
WtlTCMCSTEH CK W
VESTCtCSTCK CK. E.
QUEENS
»LAIIT NO. LOCATION STATUS
E.OF BCWCRY BAY ST.W
SHAMO CEMTNAL PKWY-
FLUSHIWO RIVER
FLUSHMM KAY S.
2O*" AVI. FLUSHING
FLUSMM BAY N.
COLL.E8K POINT
POWELLS COVC
10 LITTLE MY
II ALLEY CHECK
\t PWOPOSCO BASW
PLANTS
M OPERATION
UNOCR CONSTRUCTION •
UNDER DESIW 3
FUTURC O
OMMMN JWOfR CONtrH)
a
LEGEND OF SYMBOLS
POLLUTION PUMPING WTERCEPTING ORAHAGE STORM WATER
CONTROL STATIONS SEWCRS AREAS TREATMENT
PLANTS
CITY OF NEW YORK
DEPARTMENT OF PUBLIC WORKS
PLAN
FOR
POLLUTION CONTROL
CMAINAW AMA1
e
<.mn or MAMMI wu»
FIGURE
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II - BASIC DESIGN DATA
!• The Newtown Creek Water Pollution Control Project Treatment Plant
is located at Newtown Creek in the Greenpoint section of the
Borough of Brooklyn and serves portions of the Boroughs of
Manhattan, Brooklyn and Queens.
The treatment plant utilizes the "High Rate" activated sludge
process and has a design capacity of 310 MGD based on average
sewage flow from an estimated equivalent contributing population
of 2,500,000.
The Plant provides for: screening, pumping, grit removal, aeration,
sedimentation, sludge concentration, sludge digestion, disposal of
digested sludge to sea by vessel, disposal of grit by barges,
utilization of sludge gas for power and heating, and hypochlorination
of plant effluent.
The plant is expected to remove, on an average, approximately
of the suspended solids and approximately 6/0% of the B.O.D. from
the raw sewage.
Figure 2 (next page) - "Flow Diagram", shovis the major operations
at the treatment plant and at the sewage pumping stations.
2. DRAINAGE AREA.
The drainage area served includes portions of the Boroughs of
Manhattan, Brooklyn and Queens, covering a total area of 15,38? acres,
a. MANHATTAN - The Manhattan portion of the drainage area consists
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PLANT EFFLUENT
HYPOCHLORINATION
AERATED
GRIT CHAMBERS
Fl
SEDIMENTATION TANKS
UNITS
FORCE MAIN TUNNEL
I.4SHRS. AT 3IOMGD
.-ALTERNATE TO
/DIGESTION TANKS
SLUDK UNDERFLOW
EMERGENCY SLUOOE VESSEL
'. CREEK CANAL
SURGE TANK
AND OOWNMOLE
SHAFT
AINERIZEO
SKIMMINGS
4 .-TRUCKED TO INCIN
!/ ERATORS OR 3ANI-
r TARY LAND FILLS
TRUCKED TO \
GREENPOINT
MARINE TRANS-
FER STATION-N
RECYCLED DIGESTED SLUDGE
MAIN
SEWAGE
PUMPS
•AHMINUTOR
CUTTINGS
TRUCKED TO §
INCINERATORS r;
OR SANITARY
LAND FILLS
TRUCKED TO
INCINERATORS
OR SANITARY
LAND FILLS
WASTE OR EXCESS SLUDGE '
IMARY
RATE
DIGESTION
TANKS
ENGINE GENERATORS
MECHANICAL
SCRCENS
t"OPeNIMGS
MECHANICAL
SCREENS
/fOf€nnsa
WASTE GAS BURNERS
INTERCEPTING SEWERS
AVERAGE SEWAGE FLOW)
BROOKLYN
(140 MOD
SLUDGE VESSEL TO 1C
MANHATTAN INTERCEPTING SEWERS
(ITOK.OD AVERAGE SEWAGE FLOW)
CITY OF NEW YORK
DEPARTMENT OF PUBLIC WORKS
NEWTOWN CREEK POLLUTION CONTROL PROJECT
FLOW DIAGRAM-CAPACITY 310 MGD AVERAGE SEWAGE FLOW
FIGURE 2
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of 1,162 acres of a widely varied character, including the
lower west side of the Borough to West llth Street and the
lower east side to East 71st Street.
The section along the east sice from Chambers Street to East
71st Street is mainly residential, but has in recent years
undergone some change , as evidenced by the construction of
the United Nation? Buildings, new office buildings and several
public and private housing projects. The Grand Central Section
is occiipied mainly by office buildings and hotels. The Midtown
Section is predominantly occupied by office buildings, hotels,
theatres, department stores and restaurants. Greenwich Village
is a mainly residential area. From Canal Street to Chambers
Street light industrial and mercantile establishments predom-
inate. The section below Chambers Street, to the Battery, is
occupied mainly by office buildings, including many skyscrapers
and some residential buildings on the «p.st side.
The Manhattan drainage area, due to its special character, has
a large non-resident transient and working population. Another
unique condition, particularly in the North Branch Section of
the Manhattan interceptor system, is the large inflow of ground
water. This inflow finds its way into the existing sewer system
via infiltration into the sewers and pumping of seepage from
large buildings. To allow for this condition, the treatment
plant capacity has been increased by 27 M.G.D.
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b. BROOKLYN - The Brooklyn portion of the drainage area covers
7,191 acres in the northwestern part of the Borough, Most of
this area is predominately residential in character, consisting
of small private hones, apartment houses and some low cost
public housing projects. Portions of the Greenpoint and
Newtown Creek areas contain numerous light industrial estab-
lishments*
c. QUEENS - The Queens portion of the drainage area is essentially
similar in character to the Brooklyn portion, except that it
contains fewer industrial establishments and is more sparsely
populated. It covers U,036 acres of the western part of the
Borough.
Due consideration has been given in the design of the treat-
ment plant to industrial wastes in the sewage to be treated
from the Greenpoint and Newtown Creek areas.
3. INTERCEPTING SEWERS
The main intercepting sewer system, including the force main under
the East River, has a total length of 16 3/k miles, of which more
than 3 miles involved tunnel construction.
These sewers intercept the flow which was formerly discharged from
a total of 83 outlets, of which 70 were on the East River, 11 were
on the Hudson River and 2 were on Newtown Creek.
a. MANHATTAN - The sanitary flow from the Manhattan drainage
area, formerly discharged through fifty-four (5U) sewer outlets
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into the East River and eleven (11) sewer outlets into the
Hudson River. These flows are conveyed through two inter-
cepting sewers that converge at a sewage pumping station on
the east side of Manhattan* The flow is then pumped through
a force main tunnel under tne East River to the treatment plant
In Brooklyn,
b. BROOKLYN AND QUEENS - The sanitary flow from the Brooklyn
and Queens drainage areas formerly discharged through sixteen
(16) sewer outlets into the East River and two (2) sewer
outlets into Newtown Creek. These flows are conveyed through
two intercepting sewers which meet at a junction chamber
located inside the treatment plant site.
Regulators on the connecting sewers limit the flow to the
interceptors to approximately twice the mean dry weather flow
in the connecting sewers. The excess flows directly to the
receiving waterway.
Excess capacity in the intercepting sewers permits some
storage in the event of a power failure interrupting the
operation of the pumping stations.
The details of the intercepting sever system of the project
will be the subject of a separate presentation.
Figure 3 (next page) shows the Drainage Plan, Intercepting Sewer
System, Force Main, and the Sites for the Treatment Plant in
Brooklyn and the Manhattan Pumping Station of the Project.
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IW^/^MiiiSre-:
CITY OF NEW YORK
DEPARTMENT OF PUBLIC WORKS
NEWTOWN CREEK POLLUTION CONTROL PROJECT
DRAINAGE PLAN
INTERCEPTING SEWER SYSTEM
SITES FOR PLANT 8 PUMPING STATION
FIGURE
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lu POPULATION
The contributing population is influenced by the varied character
of the drainage area. The Borough of Manhattan has a large non-
resident transient and working population, whereas the Boroughs of
Brooklyn and Queens have a relatively large industrial wastes
contribution.
The population for project design purposes is essentially based on
a combination of: (a) Resident; (b) Resident equivalent of transient
and working population, and (c) Resident equivalent of industrial
wastes contribution.
a. The ultimate resident population for the entire project drainage
area is estimated at 1,525,000, of which Manhattan will contribute
575,000 and Brooklyn and Queens will contribute 950,000.
b. The resident equivalent for the Manhattan ultimate transient
and working population is estimated at li50,OCO (based on an
estimated total transient and working population of 3,150,000
with water consumption rate one seventh that of the resident
population.)
c. The resident equivalent for the Brooklyn and Queens industrial
wastes contribution is estimated at 525,000 (based on an
estimated industrial wastes flow of 22 MGD with a suspended
solids concentration three times that of the resident wastewater,
which is estimated at 125 gallons per capita per day).
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The combination of (a), (b) and (c) results in an estimated
ultimate equivalent population of 2,500,000 for the project
design, of which Manhattan will contribute 1,02?,000 and Brooklyn
and Queens will contribute 1,)'.?!?,000.
5. WASTEWATER QUANTITIES AND CHARACTERISTICS
It was hereinbefore Indicated that the contributing population is
influenced by the varied character of the drainage area. The
same influences affect the wastewater quantities and characteristics.
Essentially, the wastewater is a combination of: (a) water consump-
tion by the resident population, (b) water consumption by the
resident equivalent of transient and working population, (c) indus-
trial water usage and (d) special ground water infiltration and
seepage. Records of water consumption as well as specific gaugings
of sewers, pumping of seepage from large buildings and industrial
water usage have been used for project design purposes.
The Manhattan design average flow is estimated at 170 MGD, of which
lli3 M.G.D. is based on an equivalent population of 1,025,000 (Section
U) and a per capita water consumption rate of lliO g/c/d, and 2? MGD
is based on the special ground water infiltration and seepage from
the Manhattan drainage area (Section 2),
The Brooklyn and Queens design average flow is estimated at IliO MGD,
of which 118 MGD is based on a resident population of 950,000
(Section h) and a per capita water consumption rate of 125 g/c/d,
and 22 MGD is based on the special industrial wastes contribution
from the Brooklyn and Queens drainage area (Section 2),
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The average design flow for the entire project is the combination
of the Manhattan and Brooklyn and Queens flows, or 310 MGD»
The maximum design flow for the Manhattan area is estimated at
300 MOD, and for the Brooklyn and Queens area at 280 MOD, resulting
in a total maximum design flow of 580 MGD for the entire project.
The daily peak flow for the project design is estimated at U50 MGD.
The wastewater characteristics vary considerably within the drainage
area. The sewage is essentially domestic in character for the
greater part of the area. However, the contribution from the
industrialized areas of Brooklyn and Queens is highly concentrated
due to the nature of the wastes.
The project design is based on overall average wastewater values
of 200 ppm suspended solids and 200 ppm BOD for the entire drainage
area. Total suspended solids and BOD average 517,000 dry pounds
per day, which is equivalent to 0.21 dry pounds per capita per day,
based on the design equivalent contributing population of 2,500,000,
The Manhattan Section of the drainage area is closely built up
and hence contributes relatively low amounts of grit; on the other
hand, the Brooklyn and Queens areas are more sparsely built up
and hence contribute somewhat larger amounts of grit. Studies
indicate that an overall removal of IuO cubic feet of grit per
million gallons of average design flow for the entire project area
is adequate for design purposes; average grit capture is expected
to average 12UO cubic feet per day. Maximum capture is assumed at
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12 cubic feet per million gallons of maximum design flow.
Screenings removal of 1.0 cubic feet per million gallons of
average flow is considered adequate for the project design.
6. RECEIVING WATEIWAY
The effluent from the treatment plant is discharged into Class
"11" (N.T.S.D.H.), or Class "B" (I.S.C.) waters in the East River
through a 12'-On diameter plant outfall sewer extending from the
plant site to the East River, a distance of approximately U,500
feet. The outfall is in India Street and terminates into deep
water beyond the U.S. Pierhead Line. Diffusers are included for
dispersion of the plant effluent into the receiving waters.
The plant outfall sewer is designed to discharge a maximum flow of
U75 MGD, consisting of a daily peak flow of U50 M3D plus 25 M3D,
maximum of Thickener Overflow, with a friction factor of n*.0l5,
when the tide in the East River is at elevation /3.00. This tide
level is reached on the average about once in two years.
A spillway is provided to discharge flows in excess of the hydraulic
capacity of the plant outfall sewer into Whale Creek Canal which
is tributary to Newtown Creek. During emergency operations, the
entire maximum design flow may be discharged into Whale Creek Canal.
Provisions are included to disinfect plant effluent in advance of
entry into the outfall sewer to control the bacteriological quality
of the effluent as directed by regulating agencies. Sodium
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hypochlorite solution diffused at the head end of the plant
outfall will be used for this purpose. The outfall has adequate
length for contact tine.
7. INSCRIPTION OF TREATMENT PIANT SITE
The treatment plant site in Brooklyn is bounded on the north
by Green Street, Marginal Street and Whale Creek Canal; on the
east by North Henry Streetj on the south by Greenpoint Avenue,
and on the west by Provost Street. The area of the plant site
is approximately 32 acres.
The site originally was a generally open and flat area, except
for a few run-down structures which were demolished in advance of
the new construction. Former low lying and underwater portions
of the area were previously filled in with earth, rock, debris, etc,
The fill was in general placed directly over overlying mud which
covered much of the low areas of the site. Timber bulkheads along
portions of Whale Creek Canal were additional obstructions.
Site borings indicated subsurface ground conditions that generally
required the use of pile foundations under the major plant
structures.
The site is graded to suit the requirements of the various plant
structures and in conformity with the established grades of the
adjoining streets.
Trees, shrubs and lawns are provided to Rnhance the appearance of
the site.
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Ill - TREATMENT UNITS
The treatment plant utilizes the "High Rate" Activated Sludge Process for
the treatment of a design average flow of 310 million gallons a day from
an equivalent contributing population of 2,500,000 persons.
The treatment units include grit chambers, aeration tanks, sedimentation
tanks and facilities for the hypochlorinatien of plant effluent. These
units are designed to achieve removals of seventy percent of the suspended
solids and sixty percent of the B.O.D. or 362,000 dry pounds per day and
310,000 dry pounds per day, respectively, from the wastewater. In addition,
the plant is expected to remove 1; cubic feet of grit and 1 cubic foot of
screenings from each million gallons of average flow, or grit removals of
12UO cubic feet per day and screenings removals of 310 cubic feet per day.
The treatment plant is distinguished by its unusually compact design in
which all major plant units are grouped into a minimum number of structures
in order to afford economies in construction and operation costs. In
addition, the compact layout provides for centralized administration and
for short connections for all major piping and conduits. Pipe and access
tunnels connect the Main Building to operating centers at the several
groups of tanks* The plant structures are of functional modern architectural
design and are treated in such a manner as to enhance the area in which
the plant is located.
Housed in the Main Building are the screening chamber and pumping station
for the Brooklyn and Queens flow in addition to facilities for power
generation, electrical control equipment, heating and ventilation equipment,
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air filters and process air blowers, a shop for the servicing of plant
equipment, garage, plant administrative offices, plant laboratory, various
storage and employee utility facilities and the administrative headquarters
and laboratories for the Industrial Section of the Division of Plant
Operations,
Two Control Buildings, one for each tank battery, house the return and
excess sludge pumping stations, effluent water pumping station, chlorination
facilities for sphaerotilus control, scum handling stations, diffuser tube
cleaning facilities, electrical rooms, facilities for plant effluent
hypochlorination, storage rooms and employee utility facilities.
The combination of grit chamber, aeration tank and sedimentation tank
functions into a single tank structure, compartmented to provide for the
foregoing functions in successive chambers is unique and constitutes a
major development in the design of Water Pollution Control facilities.
Two such tank batteries are provided. This combination of units eliminates
the need for interconnecting conduits and inlet and outlet sluice gates
and generally resulted in economies during construction. Further economies
&re affected in operation due to concentration of structures and in pumping
power requirements made possible by minimizing hydraulic losses.
Figure U (next page) "Plant Plot Plan & Plant Layout" shows the major
elements of the Treatment Plant.
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HBQDBSnfflBQBDP
Innnnmrolrujinq
CITY OF NEW YORK
DEPARTMENT OF PUBLIC WORKS
NEWTOWN CREEK POLLUTION CONTROL PROJECT
PLOT PLAN a PLANT LAYOUT
FIGURE 4
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1. MAIN BOIUING
The following facilities are housed in the Main Building,
a. SCREENING CHAMBER
Sewage from Brooklyn and Queens is discharged via a 12'-0" x
9'-0" Intercepting Sewer into the fore bay, which consists of
four 3'-0" wide channels with stop planks provided at the forward
ends* Flow continues to four £'-0" wide screen channels each
equipped with one 36" x 108" quick closing, hydraulically operated,
float controlled and manually reset inlet sluice gate. The gates
close automatically in the event of a power failure or an inflow
of sewage in excess of the capacity of the main sewage pumps.
Temporary racks 3'-C" wide with bars 6" on centers are located
in the forebsy in order to safeguard against the passage of
large objects at the start of plant operations.
The primary bar screens are 5'-0" wide with 1" clear openings.
Barminutors, 8'-0" wide with 3A" clear spaces between bars,
serve as secondary screens. Cuttings are returned to the flow
downstream of the barminutors.
Access to the Screening Chamber is facilitated by an automatic
push-buttcro operated passenger elevator.
Trash collected from the bar screens is manually sorted and
placed in trash cans which are transported to trucks via a
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one ton electric hoist mounted on a monorail system. The trash
is disposed at municipal incinerators or at sanitary landfills.
After screening, the flow enters a 20'-0" wide wet well shaped
so as to inhibit the deposition of grit.
b. MAIN SEWAGE PUMPS
Five 70 MOD vertical, centrifugal or mixed flow type pumps
direct driven by electric motors, are provided to pump the
maximum design flow of 280 MOD with one pump held in reserve.
Three of the pumping units are variable speed driven by 800 H.P.
wound rotor induction motors with electrical control equipment
to regulate pump speeds and discharge rates. The other two
pumping units are constant speed driven by 800 w.P. synchronous
motors. Strained plant effluent is used as flushing water for
the wearing rings.
The Fain Sewage Pumps discharge into a 7'-6" maximum diameter
welded steel force main which is provided with a flow tube for
measuring the Brooklyn and Queens flow. This force main joins
a 7f-6" diameter reinforced concrete conduit outside the
Pumping Station which in turn is connected to a conduit designed
to convey the Manhattan flow. The two conduits join into a single
conduit which conveys the total flow to the grit chambers.
c. AIR FILTERS
Two systems of air filters are provided, one to supply air to
the engine air intake system and the other to the process air
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system. Engine air is filtered through seven (7) banks of
filters, each consisting of 16 cells of permanent metal filter
media and having a capacity of 12,000 c.f.iri. Process air is
filtered through six (6) banks of electrostatic precipitators
behind vhich are glass filter bags. Each bank has a capacity
of 31,080 c.f.m.
d. PROCESS AIR BLCWERS
Six (6) process air blowers are provided, each capable of
delivering 30,000 c.f.m. of process air at. a pressure of 7.75>
p.s.i.g. These are multi-stage centrifugal type, direct-
connected to 1200 H.P. squirrel cage induction motors. The
blowers provide sufficient capacity, with one blower reserved
as a spare, to deliver 0.66 cubic feet of air per gallon of
sewage under aeration based on average sewage flow. With all
six blowers in operation the capacity is 0.79 cubic feet per
gallon of average sewage flow under aeration.
The process air main has a maximum diameter of 72"; the air
has a velocity of ?300 ft./min. with five blowers in service
and 6350 ft./min. with six blowers in service.
Normal process air requirements are not expected to exceed
0.50 cubic feet per gallon of average sewage flow which
requires four blowers in service. The installation provides
for all conditions of operation, including shock industrial
wastes loadings*
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e. ENGINE - GENERATORS
Seven (7) Engine-Generator units are provided, with a maximum
of six (6) available for power generation and one (1) as a
spare. The engines are 12-cylinder, V-type, h cycle turbo-
charged diesels capable of operating on sewage gas having a
heat value of 600 B.T.U. per cubic foot and on Diesel fuel
oil. They can operate selectively as dual-fuel engines with
any oil-gas ratio. The engines are rated at approximately
2800 H.F. at 327 R.P.*T.
Seven 2500 KVA, 1A&0 volt, generators driven by the seven
dual fuel engines supply electrical energy for the operation
of the treatment plant.
f. ELECTRICAL INSTALLATIONS
A Ul60 volt, metal -clad switchgear structure has been installed
for the switching of the following equipment: seven generators,
six 12£0 H.P. blower motors, three 815 H.P. variable speed main
sewage pump motors, two 8hO H.P. constant speed, synchronous
main sewage pump motors, two auxiliary transformers and four
unit substation feeders.
Control benchboards located in a central control room in the
Fain Building provide for the control of the generators,
blower motors and main sewage pump motors.
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Unit substations consisting of hl60 volt disconnecting switches,
U160 to U80 volt transformers and U80 volt metal-clad switchgear
have been installed for the feeding of hhO volt motor control
centers, from which feeders extend to auxiliary plant motors,
The office, service and control areas are illuminated with
fluorescent lighting. Operating areas, however, are illuminated
with vapor proof or explosion proof lighting. Street lighting
and floodlighting post-mounted units and handrail mounted units
are provided for outdoor areas.
An alarm annunciator has been installed in the central control
room to give audible and visible warning in the event of outage,
malfunction of major installations, or the leakage or accumulation
of combustible gases In hazardous areas.
An automatic telephone system and a coded call system have been
installed for interior communication.
2. TREATMENT TANK UNITS
a. GRIT CHAMBERS
Thirty-two (32) aerated t?rit chambers are provided, arranged in
such a manner so that two errit chambers lead to each of
sixteen (16) aeration tanks. pacb erit chamber unit is 27'-0"
wide, 1E>''-0" S.W.D. at average flow and 2"?'-0" long. Diffuser
tubes are provided to supply air at a maximum rate of 6 c.f.m.
per foot of tank length, renter dividing walls the full length
of the tank avoid the double spiral flow patterns that exist
in the aeration tanks. A baffle wall between the grit chambers
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and aeration tanks is provided to minimize the carry-over of
grit to the secondary treatment units. A continuous hopper
under the diffusers is provided in each grit chamber unit for
grit storage and to permit clam-shell bucket removal.
"Swingfuser" aerators operated by motorized power units have
been installed for air degritting.
The grit chambers, aeration tanks and sedimentation tank units
are all designed for an average flow of 310 M.G.D. and a maximum
flow of 580 M.G.D. The hydraulic design of the Grit Chambers
is based on a maximum flow of 60U M.O.D. which includes 2k M.G.D.
thickener overflow, passing through 2ii grit chambers. The
maximum flow-through velocity is about 0.1 ft./sec. The over-
flow rate at maximum flow of 580 M.G.D. with 32 tanks in
operation is 26,900 gallons/s.f./day with a detention of 6.0
minutes. With the average design sewage flow of 310 M.G.D. and
32 tanks in operation, the overflow rate is lk,hOO gallons/s.f./
day and the detention is 11.3 minutes.
The average removal of grit is expected to be about h cu. ft.
per M.G, or about l,2'.jO cubic feet per day.
b, AERATION TANKS
Sixteen (16) aeration tanks follow the grit chambers, so
arranged that two grit chambers discharge into each aeration
tank, Fach tank is 55'-0" wide x 15'-0" S.W.D. at average flow
x 200'-0" long. The aeration tanks have a total volume of
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2,500,000 cubic feet or 18.7 million gallons. The hydraulic
design is based on a maximum flow of 657 M.G.D. passing through
twelve (12) tanks which includes £80 M.G.D. maximum sewage flow,
US M.G.D. return sludge which enters the aerators individually
at the head of each tank, 2k M.G.D. thickener overflow and 5
M.G.D. spray water for foam control.
Air is diffused through the sewage via about 18,820 ceramic
type double air diffuser tubes located at 7^" centers along
the two longitudinal walls of each tank and attached to fixed
manifolds with disconnect fittings at the air headers. The
double spiral flow pattern towards the center thus engendered
in each tank is aided by a bottom center ridge.
The detention period with all sixteen (16) tanks in operation
with an average flow of 310 tt.G.D. and 2h M.G.D. (8£ +) return
sludge is 1.3li hours. With 16$ _+ return sludge or 1*8 M.G.D.,
the detention period is 1.26 hours. The detention period
based on 310 M.G.D. average flow is 1.U5 hours.
The BOD Aerator loading is equal to £17,000 dry pounds/day which
is equal to 206 dry pounds per 1000 c.f. of Aerator capacity.
The aeration tanks are designed to operate with sludge ages
varying between 0.2 and O.U day. With an 0.2 day sludge age,
the BOD solids loading is 10U,000 dry pounds, which corresponds
to 5 pounds of aerator solids per pound MISS. With an O.U day
sludge age, the BOD solids loading is 208,000 dry pounds,
which corresponds to 2.5 pounds of aerator solids
-2U-
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per pound MLSS. The return sludge rates vary from about B%
(2h M.G.D.) to about 16* (U8 M.G.D.).
Aerator solids concentrations vary from about 670 p. p.m. to
about 1320 p. p.m. Return sludge and excess sludge solids
concentrations vary from about 3710 p.p.m. to about 8550 p.p.m.
Excess sludge flow to the thickeners normally vary from about
5,1 M.G.D. to about 11,7 M.G.D. when wasting return sludge.
The maximum flow of waste sludge to the concentration tanks
when purging the aerators is 2h M.G.D., based on eight
concentration tanks in service with an overflow rate of about
800 gallons per square foot per day.
With three of the six installed blowers in service and average
flow the air rate is O.UO c.f. of air per gallon of sewage.
Normally, air rate will not exceed 0.55 c.f. of air per gallon
of sewage, which requires four blowers in operation. Higher
air rates may be required, however, during periods of shock
industrial wastes loadings which may occur periodically. With
five of the six blowers in service an air rate of 0.66 c.f.
of air per gallon of sewage can be delivered, based on an
average flow.
With three blowers in operation, the air rates at average flow
are 27 c.f.m. per foot of aeration tank, 169 c.f.m. per 1000
pounds BOD loading and Ij05 c.f. per pound BOD removed.
-25-
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With five blowers in operation, the air rates, at average flow,
are U5.1 c.f.m. per foot of aeration tank, 280 c,f.». per
1000 pounds BOD loading and 816 c.f. per pound BOD removed.
A spray system utilizing strained plant effluent has been
provided to control aerator foam or frothing.
c. SEDIMENTATION TANKS
The sedimentation tanks are of the same number (16) and width
as the aeration tanks, of which they are a continuation. Each
tank is 55'-0" wide x 12'-0n S.W.D. x UOO'-O" long, with a
total liquid volume of about U,200,000 c.f. (or 31.1 M.G.), a
total surface area of 362,000 s.f. and about 126 linear feet
of weirs per tank at the effluent end. The spiral flow
pattern and ensuing turbulence in the aeration tank flow is
inhibited before entry into the sedimentation tanks by means
of double wall baffles with staggered openings. Flow
straightening vanes help provide a uniform distribution of
flow.
Settled sludge is scraped mechanically from each of the tanks
to cross collecting channels located at the center of the
tanks. Sludge is withdrawn from sumps in the cross-collecting
channels by hydrostatic lifts and is conveyed to wells.
Return sludge is pumped to the head of the aeration tanks.
Excess sludge is pumped to the concentration tanks.
-26-
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Effluent from the sedimentation tanks passes over transverse
and short longitudinal weirs at the far end of each tank at
a rate of 1?U,000 gallons per day per foot of weir, based on
310 M.3.D. average sewage flow.
Scum and grease removal is effected mechanically by skiraning
and collecting mechanisms at the head erd of the tanks and is
conveyed to scum tanks, from which it can be disposed at City
incinerators or sanitary landfills.
Stop planks and sluice gates are provided in the space between
the baffle walls at the beginning of the sedimentation tank
compartments to permit taking two aeration tank units out of
service in each of the two tank batteries without taking the
corresponding sedimentation tank units out of service, when
operation at lower aerator detention periods is warranted.
With average sewage flow of 310 K.G.D. and sixteen sedimentation
tanks in operation, the detention is 2.U3 hours, the overflow
rate is about 880 gallons per square foot per day and the sludge
underflow rate varies from 30 M.G.D. to 60 M.G.D. The flow-
through velocity in the units at average sewage flow plus
10£ return sludge is about 3-0 feet per minute and the vertical
settling velocity is about 0.09 feet per minute (about one
inch per minute). The units are set so that the average W.3.
level is at elevation +13.0, which allows discharge of a
-27-
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maximum flow of approximately li?5 M.G.D., which includes
l£0 M.G.D. (daily peak flow) of plant effluent and 25 M.G.D.
of thickener overflow, through the 12'-0" diameter outfall
sewer when the tide in the East River is at elevation +3.0
and the friction factor n» 0.01?.
Hydrostatic lifts are used for withdrawing sludge from the
sedimentation tanks. A conduit conveys the sludge to a pump
well from which return and excess sludge is withdrawn by
centrifugal pumps. Return sludge is pumped to the head end
of the aeration tanks and excess sludge is pumped to the
concentration tanks. Excess sludge Quantities, when wasting
return sludge, range from about ? M.G.D. to about 12 M.G.D,
When purging the aeration tanks a maximum rate of about 2U.O
M.G.D. may be reached. The flow to the concentration tanks
is maintained more or less constantly at 2k M.G.D. by adding
aerator effluent to the return sludge waste as required.
Plant effluent is discharged to the East River via a 12'-0"
diameter reinforced concrete outfall sewer equipped with
diff users. An emergency spillway into Whale Creek Canal is
provided for such times when the hydraulic capacity of the
outfall sewer may be exceeded,
Disinfection of plant effluent is affected by the use of
sodium hypochlorite which is added to the flow at the head
end of the plant outfall sewer.
-28-
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The hypochlorination equipment and storage tanks are located
in the Aeration Control Building. No special contact chamber
is required as the outfall sewer is of sufficient length to
provide adequate contact time to affect optimum bacterial kill.
3, SIPDGE PROCESSING FACILITIES
a. CONCENTRATION TANKS
Two (2) independent excess sludge pumping stations pump the
excess or waste sludge to eight (8) concentration tanks.
The concentration tanks,designed for "Dense Sludge" operation,
are 70'-Ow diameter x 10f-0n S.W.D. reinforced concrete tanks
with 7'-On deep center cones and are equipped with heavy duty
Dorr-Oliver Company thickening mechanisms of the latest design
for moving "dense" sludge to an annular trench in the center
of the tank. Thickener overflow is discharged over peripheral
V-notched weirs into effluent troughs and is processed for
treatment with the screened sewage. Thickener overflow may
also be discharged directly to the plant outfall sewer when
quality permits.
Thickened sludge is removed from the concentration tanks and
discharged through short lines to the digestion tank
recirculation piping by positive displacement pumps located
under the center annular sludge trench.
A new operating technique is used which was developed in New
York City in recent years and which indicates that substantial
-29-
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reduction In digested sludge volume to be barged to sea is
achieved by recycling up to about 50/5 of the digested sludge
through the concentration tanks. The total solids to the
concentration tanks when this procedure is used is U75,000 dry
pounds per day, of which 362,000 dry pounds per day are raw
excess sludge solids and 113,000 dry pounds per day are
recycled digested sludge solids.
The surface area and volume of each tank (exclusive of the
bottom cone) are respectively 3,800 square feet and 38,000
cubic feet.
The eight concentration tanks have a combined design solids
loading of 11.2 Ibs./s.f./day when thickening raw excess sludge
only and 15.6 Ibs./s.f./day when thickening raw excess sludge
combined with recycled digested sludge for "Dense-Sludge"
operation.
Aerator liquor is added to the return sludge waste to maintain
liquid detention in the concentration tanks within reasonable
limits. The maximum aerator effluent waste is 2lj M.G.D. when
purging the aerators, under which condition the overflow rate
in the concentration tanks is 780 gallons per square foot
per day.
The Sludge Volume Ratio (SVR) ranges from about O.L day to
1.1 days with the sludge blanket contained in the cone of
the tank bottom. Liquid detention time in the concentration
-30-
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tanks at 2k M.G.D. is about 2.3 hours. Thickened sludge
varies from about 12% solids to about k% solids, with an
average concentration of about &%9 in which case the flow
4&O
of thickened sludge is about && g.p.m., assuming the
recycling of digested sludge.
The concentration tanks are located adjacent to the digestion
tanks. Galleries interconnect the units and house equipment
and piping. The tanks are arranged and piped to permit inde-
pendent operation of two concentration tanks to one digestion
tank, or any combination of units which may result in improved
efficiency.
b. DIGESTION TANKS
Thickened raw sludge from the concentration tanks is digested
in six (6) 80'-0" diameter x U2'-0" S.W.D. "High Rate" sludge
digestion tanks equipped with fixed steel covers having a
total liquid capacity of approximately 1,270,000 cubic feet.
These tanks provide about one half cubic foot of tank
capacity per capita of design equivalent contributing population.
All six (6) tanks have been equipped with four mechanical
mixers and have been designed as primary digesters. Operation
utilizing stage digestion is not provided for as such. However,
two of the tanks are capable of dual operation to act as either
primary or secondary (gas extractor) digesters. Accordingly,
the two dual-operation tanks were constructed with inverts
three feet lower than the rest in order to provide for
gravity flow when operating as secondary tanks*
-31-
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The average daily design input of raw excess sludge to the
&j3,£>c>p
digestion tanks is about 333ZJ&S38Lgallons. The daily solids
input is about 362,000 dry pounds per day of raw sludge
solids and 113,000 dry pounds per day of recycled digested
sludge solids, for a total of U75,000 dry pounds of solids
per day, of which 1$% of the raw sludge solids is volatile
solids. The volatile solids destruction is assumed to be
5056 or 136,000 dry pounds per day, thus leaving a remainder
of 226,000 dry pounds per day of solids in the digested
sludge. The detention time utilizing all 6 tanks is 17.6
days, with the raw sludge having an 8% solids concentration.
With 6 tanks in operation, the volatile solids added will be
6.L dry pounds/c.f./month.
The solids concentration of the sludge barged to sea is 1.6%
when recycling digested sludge to the concentration tanks.
Otherwise the solids concentration is about 5,C#. The average
quantity of digested sludge barged to sea is 356,000 gallons
per day when recycling digested sludge and otherwise ^U3,000
gallons per day.
Raw and recycled digested sludge is discharged to each digester
through an influent pipe extending to the middle of the tank
and outletting six feet below the liquid level, or through any
of the four dovn-draft tube mixers in each tank. Separate
external sludge heaters and circxtlating heating pumping units
are provided for the six tanks. Sufficient heat is provided
-32-
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for the maintenance of a 95° F temperature level, the influent
sludge having a temperature of about $0° F.
Each digestion tank is equipped with four "downdraft" tube
mixers of 7,£00 g.p.m. capacity which are capable of turning
the entire tank contents over once every half hour. Scum
accumulation and foaming is inhibited by this design.
Sludge gas is withdrawn from the six Digestion Tanks at a
normal rate varying from about 2,000,000 cu. ft./day to
3,000,000 cu. ft./day, with an average of about 2,500,000
cu. ft./day or about 1.0 cu. ft. per capita per day. About
90% of the gas is expected to be produced in the four "High-
Rate" tanks and about 10$ in the two secondary tanks (gas-
extractors). The average quantity of gas withdrawn from
one of the four "High-Rate" tanks is about 563,000 cu. ft./day.
Gas piping in all tanks is sized to permit withdrawal at
hourly rates up to 2ig times the maximum expected average rate.
Excess gas not used by the engines or boilers is stored in
a 300,000 cubic foot capacity Wiggins type gas holder. Excess
gas will be burned by four (U) waste gas burners, each having
a capacity of 20,000 cubic feet of gas per hour.
SLUDGE STORAGE TANKS
Digested sludge is stored in two 80»-0" Dia. x 21«-0" ewd x
12'-0" cone sludge storage tanks located on the plant site
and similarly sized sludge storage tank located at the East
River, at which location a dock is provided to accommodate
-33-
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sludge vessels which barge the digested sludge to sea for
disposal. A 16" sludge line conveys the sludge from the plait
to the loading dock and adjacent storage tank. An emergency
sludge loading facility is provided near the plant on Whale
Creek Canal.
-3U-
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IV. MANHATTAN FDMPING STATION
Sewage from the Manhattan portion of the drainage area is conveyed via
an interceptor sewer system to a pumping station located at East 13th
Street and Avenue "D". This structure, presently still under construction,
is expected to be completed in 1968. Hydraulic design and treatment
statistics presented in this paper are predicated on this facility
being in operation.
An average flow of 170 M.G.B. from the Manhattan drainage area will be
discharged into the forebay of the Manhattan Pumping Station ahead of
the Screening Chamber. The forebay consists of an expanding section
leading to four 3'-6" wide channels with stop planks provided at the
forward ends.
The Screening Chamber consists of four 5'-6" wide screen channels with
one U2" x 108" quick closing hydraulically operated, float controlled,
manually reset inlet sluice gate located in each channel. The gates
will close automatically to protect the chamber against flooding which
might occur during a power failure or during an inflow of sewage beyond
the capacity of the sewage pumps. One 66" x 108" hydraulically operated
manually controlled sluice gate is provided at the discharge end of
each screen channel.
Three sets of screens are provided in each of the channels ahead of
the main sewage pumps. These include temporary hand cleaned coarse
racks and primary and secondary bar screens. The temporary racks are
3'-6" wide with bars 6" on centers and are located in the foi-ebay in
order to prevent the passage of large objects into the pumping station
during start of operations.
-------
The primary bar screens are 5'-6" wide with 1^" openings and the secondary
bar screens are £'-6" wide with 3/U" openings. The screenings handling
system will be the first planned attempt to mechanize screenings handling.
Previous designs have proven to be expensive and sloppy, with extremely
high labor operating cost. Longitudinal and transverse conveyors are
provided, with reversible operation. Screenings handling and conveyance
is mechanized to afford efficiency in this phase of the operation, with
the screens, skip hoist and horizontal conveyors automatically operated
by pneumatic and other controls. Sorted screenings are containerized to
facilitate trucking to disposal at municipal incinerators.
After screening, the Manhattan sewage will flow into a wet well suitably
shaped to prevent grit deposition. The main sewage pumps will draw
suction from the wet well and will discharge into a welded steel force
main with a maximum diameter of 8'-6" located inside the pumping station.
A flow tube is provided in this line to measure the flow. Readings
will be transmitted to the treatment plant via leased telephone wires.
The Manhattan flow is expected to range from a maximum of 300 M.d.D. to
a minimum of 90 K.G.D. with an average of 170 M.G.D. Five 100 M.O.D.
pumps of the vertical centrifugal or mixed flow type with variable
speed, direct driven by five l£00 F.P. wound rotor induction motors, are
provided. These pumps are designed to operate under a head of 75 feet.
Utility purchased electrical energy is to be obtained from a 217/h60
volt 3 phase, h wire distribution bus erected by the Consolidated
Edison Company. The bus is to be supplied by four 2000 KVA transformers
installed under the sidewalk along Avenue D. Each transformer will be
-36-
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connected to a separate high voltage feeder.
A 30'-0" diameter surge tank located over the downtake shaft in
Manhattan is provided to eliminate surges and protect the force main
against undue pressures in the event of a power failure at the Manhattan
Pumping Station which would instantaneously stop the main sewage pumps.
The surge tank is designed so as to maintain continuously complete
submergence of the force main, especially during the initial drawdown
and forward surge.
The 8'-6" down take shaft of the force main tunnel to the Treatment Plant
in Brooklyn is located directly under the surge tank and descends to
more than 300 feet below grade. The rock tunnel passes more than 300
feet beneath the East River to Brooklyn. The uptake shaft, at the plant
site, is ?'-6" diameter. The shafts, tunnel and junctions are so
designed as to permit the passage of a cleaning mechanism to restore the
hydraulic efficiency of the conduit, if required.
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V. PROJECT COSTS
The Newtown Creek Water Pollution Control Project, when complete, will
have cost approximately $167,000,000 which expense has been financed with
New York City capital budget funds and State and Federal Assistance under
four different programs,
When the design of the project was initiated the only available State
assistance program applicable was in connection with design and borings.
In accordance with this law, New York City has received $595,000 for
preliminary design, $1,785,000 for final design and $26l,ii27 for borings,
for a total of $2,61a,l*27.
The only Federal Aid program in effect when Newtown Creek's first
construction contracts were awarded afforded the City a grant of $250,000
in connection with only one contract, the Plant Outfall,
It was not until 1965 that any really meaningful State and Federal Aid
programs were legislated. In accordance with Article 12, section 12636
of the State Health Law and 33 U,S,C. h66 et. seq, of the Federal law,
New York City has contracted for an additional $38,596,507 in aid in
connection with this project, on a "pickup" basis for contracts in
progress or not awarded as of May 12, 1965, Accordingly, about $12U,000,000
of Mew York City capital funds will have been spent on the Newtown Creek
project with approxlmately $39,000,000 being financed with State and
7edferal Aid. Stated differently, the City will have paid almost 76$ of
trie total cost of the project, with the State and Federal Governments
payin? 2k?,
-38-
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The design of the Newtown Creek Project was done entirely by the
engineering staff of the Division of Plant Design, Bureau of Water
Pollution Control of the Department of Public Works, The estimated
$6,U28,000 design costs, which include overhead and fringe benefit
costs, represents only about U.I per cent of the total construction
cost.
A carefully prepared design has kept the cost of change order work
well below the magnitude and cost levels which were expected for this
project, and most of these change orders were issued for the purpose
of making design improvements or were in connection with unforseen and
unforseeable subsurface conditions encountered by the contractors.
Figure 5 (next page) shows a breakdown of costs for the Newtown Creek
Water Pollution Control Project.
-39-
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FIGURE 5
NEWTOWN CREEK WATER POLLUTION CONTROL PROJECT
PROJECT COST
Estimated Add'l
Contract
NO.
A.
1.
1A.
2A. and B
2C.
3.
1*.
5.
6.
XM.
7.
8.
9.
Description
Property Fence
Borings F.M, (East River
Morgan Avenue Intercepting Sewer
Sec. in Johnson Avenue
Kent Avenue Intercepting Sewer
Kent Avenue Intercepting Sewer
North Branch Intercepting Sewer
South Branch Int. Sewer East Side
South Branch Intercepting Sewer
Battery Park Underpass
South Branch Int. Sewer West Side
Plant Outfall
Sewer Under Brooklyn Crosstown
Manhattan Avenue and India Street
Plant - Structures and Equipment
Plant - Plumbing
Plant - Heating and Ventilating
Bid Price
$ 8,699.60
70,221.00
10, 3U6, 260.00
„—
5,098,881.00
7,152,555.00
19,l8l,99l*.50
21,939,520.00
761*, 879 .00
6,356,1*68.00
5,113,907.00
39U, 700.00
1*2,870,850.00
1,11*7,000.00
880,000.00
Change in Cost
to 3/67
$
+ 52,760.60
+ 90,279.03
+ 233,831.57
+ 370,190.10
+ 1,005,91*3.77
+ 378,852.31
+ 352,035.21*
—-. „
+ 288,595.31
+ 1,250.00
+ 1*2, 893. Ul
Cost Subsequent
to 3/67
Ip *•••••*»
1,000,000.00
—
500,000.00
1,500,000.00
—
—
- — .
350,000.00
1,000.00
200,000.00
Estimated
Total Cost
$ 8,699.60
70,221.00
10,399,020,60
1,000,000.00
5,189,160.03
7,386,386.57
20,052,181*.60
2l*,l*tf,l*63.77
76U,879.00
6,735,320.31
5,1*65,91*2.21*
39U, 700.00
1*3,509,10*5.31
1,11*9,250.00
1,122,893. la
-------
FIODHE £ ( CONTINUED )
Estimated Add'l
Contract
NO.
10.
11.
12.
13.
H».
15.
16.
17.
18.
19.
20.
21.
Description
Plant - Electrical Work
Manhattan Pumping Station
Structures and Equipment
Manhattan Pumping Station
Plumbing
Manhattan Pumping Station
Heating and Ventilating
Manhattan Pumping Station
Electrical Work
Force Main
Sludge Line, Storage Tank & Dock
Structures and Equipment
Sludge Line, Storage Tank & Dock
Plumbing
Sludge Line, Storage Tank & Dock
Heating and Ventilating
Sludge Line, Storage Tank & Dock
Electrical
Furniture and Equipment
"Newtoun Creek"
New Sludge Vessel
TOTALS (CONSTRUCTION)
DESIGN (INCL. ADMINISTRATION)
SUPERVISION OF CONSTRUCTION (EST. )
Bid Price
$ 3,88U,000.00
8,Ui2, 130.00
83,986.00
113,UiO.OO
938,000.00
6,U63,9U9.75
3,059,666.00
38,250.00
89,900.00
59,887.00
32U,000.00
3,837,000.00
$lU8,660,lli3.85
Change in Cost
to 3/67
$+ 16,18U.U7
0
0
0
0
- 575,U60.53
+ 89,320.31
0
0
0
0
0
$+2,3U6,675.59
Cost Subsequent
to 3/67
$ 100,000.00
500,000.00
5,000.00
10,000.00
30,000.00
—
5,000.00
750.00
1,500.00
1,000.00
0
50,000.00
$ l4,25k, 250.00
Estimated
Total Cost
$ U,000,l8luU7
8,91*2, 130.00
88,991.00
123,Ul40.00
968,000.00
5,888,W9.22
3,153,986.31
39,000.00
91,liOO.OO
60,887.00
32ii,000.00
3,887,000.00
$155, 261,069. Ui
6,U28, 1*86.62
5!265*382.06
TOTAL PHOJECT COST
$166,95U,938.12
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ACKNOWLEDGEMENTS
The Newtown Creek Water Pollution Control Project was designed and
construction was supervised by personnel of the Department of Public Works,
presently under Commissioner Eugene E. Hult and Deputy Commissioner and
General Manager Frederic A. Davidson, Jr, The project was under the
direct supervision of the Bureau of Water Pollution Control under Director,
Martin Lang, Deputy Director, Joseph Cunetta and former Directors, R,H. Gould,
W.A. O'Leary and S.W. Steffensen.
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