EPA R2-72-091
NOVEMBER 1972 Environmental Protection Teehnalosy Series
PRESSURE SEWER SYSTEM DEMONSTRATION
of and
U.S.
B.C.
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EPA-R2-72-091
Hovember 1972
A PRESSURE SEWER SYSTEM DEMONSTRATION
By
Italo G. Carcich
Leo J. Hetling
R. Paul Farrell
Project'11022 DQl
Project Officer
Richard Keppler
EPA - Region I
John F. Kennedy Bldg.
Boston, Massachusetts 02203
Prepared for
OFFICE OF RESEARCH AND MONITORING
U.S. ENVIRONMENTAL PROTECTION AGENCY
WASHINGTON, B.C. 20k60
For sale by the Superintendent or Documents, U.S. Government Printing Office
Washington, B.C. 20482 - Price S2.75
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EPA Review Notice
This report has been reviewed by the Environmental
Protection Agency and approved for publication.
Approval does not signify that the contents necessarily
reflect the views and policies of the Environmental
Protection Agency, nor does mention of trade names or
commercial products constitute endorsement or
recommendation for use.
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ABSTRACT
A field demonstration of 12 Grinder Pump (GP) Units was performed
for a 13 month period in Albany, New York.
Continuous operational records were kept by means of an automatic
monitoring system. Pressures, water usage, operating time, overflow
occurrences, total number of operations, simultaneous operations were
recorded for the duration of the project.
The prototype GP Units registered an undesirably high number of mal-
functions; loss of prime by pump, and grease clogging of pressure
sensing tube. The new modified GP Units performed exceedingly well
for the last 7 months of the demonstration and were not afflicted by
the aforementioned incidents. There was no visible wear and tear of
the mechanical components of the units.
The effectiveness of small, non-metallic pipes transporting the macer-
ated wastewater under pressure was successfully demonstrated. Grease
accumulation did occur and all of the results are pointing to a need
for a careful hydraulic design.
Extensive chemical sampling proved that the pressure sewer waste was
100% stronger but contained 50% less contaminants on a gm/capita/day
basis. Settleability tests on the pressure sewer waste showed no
significant differences over conventional wastewater.
iii
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CONTENTS
Section Page
I Conclusions 1
II Recommendations 3
III Introduction 5
IV Description of Installation and Operation
of Demonstration Project 17
V The Grinder Pump (GP) Unit 51
VI Summary of Operational Data 79
VII Pressure Sewer System's Hydraulics 107
VIII Chemical Sampling Results 141
IX Acknowledgements 173
X References 175
XI Publications 179
XII Appendices 181
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FIGURES
PAGE
1 8" VITRIFIED CLAY PIPE SEWER CONSTRUCTION COST 6
2 ASCE RESEARCH PLAN 8
3 MOTOR BOAT PUMP-OUT STATION AT MARINAS OR YACHT CLUB 10
4 HOUSE SEWER ABOVE BASEMENT FLOOR 11
5 NEIGHBORHOOD WITH FAILING SEPTIC TANKS PUMPING TO HIGHER
SEWER IN ADJACENT STREET 12
6 HOUSE ON LARGE LOTS WITH FAILING SEPTIC TANK SOIL
ABSORPTION SYSTEM 13
7 LAKEFRONT PROPERTY 14
8 LOCATION OF PRESSURE SEWER SYSTEM DEMONSTRATION 20
9 TOWN HOUSE 'DEVELOPMENT PROJECT WITH TOPOGRAPHY OF AREA 21
10 FLOOR PLAN OF TYPICAL TOWN HOUSE 22
11 PHOTOGRAPH OF TOWN HOUSES 25
12 LOCATION OF GP UNITS WITHIN BASEMENTS 26
13 PVC PIPE DIVERSION SYSTEM 28
14 TYPICAL INSTALLATION OF GRINDER PUMP UNIT WITHIN EACH
TOWN HOUSE 29
15 SCHEMATIC DIAGRAM OF AUTOMATIC MONITORING EQUIPMENT
LOCATED IN DATA CENTER (TRAILER) 31
16 SCHEMATIC DIAGRAM OF DATA ACQUISITION SYSTEM LOCATED
IN EACH BASEMENT 32
17 PHOTOGRAPH OF AUTOMATIC MONITORING SYSTEM INSIDE FIELD
OFFICE TRAILER 33
18 PHOTOGRAPH OF PRESSURE GAGES INSTALLATION WITHIN TEST
HOUSE 35
19 PRESSURE SENSING SYSTEM 36
20 PRESSURE GAGES CALIBRATIONS CURBES 37
VI
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FIGURES (continued)
PAGE
21 PHOTOGRAPH OF WATER METER INSTALLATION 38
22 SCHEMATIC OF WATER METERING SYSTEM 40
23 SCHEMATIC OF SYSTEM FOR RECORDING TOTAL RUNNING AND
OVERFLOW TIME FOR GP UNITS 41
24 CROSS SECTION OF GP UNIT WITH LOCATION OF LEVEL AND
OVERFLOW RECORDING FLOATS 42
25 RAW COMPUTER OUTPUT DATA 45
26 DAILY SUMMARY SHEET 46
27 .EVENT RECORDER STRIP CHART 49
28 BEFORE AND AFTER GRINDING FOREIGN OBJECTS 53
29 TYPICAL PERFORMANCE CHARACTERISTICS OF GRINDER PUMP 54
30 FRICTION LOSS VS DISCHARGE FOR THREE SIZES OF
POLYETHYLINE PIPE 56
31 GREASE FOULING OF 1" DIVING BELL PRESSURE SENSING TUBE
USED IN PROTOTYPE GP UNIT 58
32 MODIFIED 3" PRESSURE SENSING TUBE 59
33 PICTURE OF PROTOTYPE MODEL 61
34 MODIFIED GP UNIT (FARRELL 210) 62
35 CORE REMOVAL IN MODIFIED GP UNIT 64
36 PHOTOGRAPH OF GREASE ACCUMULATION AT TURN ON LEVEL -
WITH GRINDER RELATIVELY CLEAN 69
37 PHOTOGRAPH OF SWING VALVE FLAPPER 70
38A GRINDING ELEMENT 71
38B GRINDING ELEMENT AND BELL SHAPED PRESSURE SENSOR 72
39 TYPICAL GREASE ACCUMULATION IN STEEL TANK 74
40 TYPICAL GREASE ACCUMULATION INFIBER GLASS TANK 75
vii
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FIGURES (continued)
PAGE
41 PERFORMANCE RECORD OF GP UNITS AND MONITORING EQUIPMENT 80 '
42 CHARACTERISTICS OF PRESSURE SEWER SYSTEM PROJECT HOMES 91
43 NUMBER OF OPERATIONS FOR WEEK DAY VS TIME OF DAY 93
44 NUMBER OF OPERATIONS FOR WEEKEND VS TIME OF DAY 94
45 TOTAL NUMBER OF OPERATIONS VS TIME OF DAY 95
46 TYPICAL USAGE RATE OF GP UNITS 103
47 PIPING SYSTEM FROM GP UNITS TO PRESSURE MAIN TO DISCHARGE
POINT 110
48 PHOTO OF PROJECT DURING INSTALLATION 'PHASE Ill
49 PHOTO OF PROJECT DURING INSTALLATION PHASE 112
50 CONNECTION OF PRESSURE LATERALS( 1^") TO PRESSURE MAIN (3")..113
51 COMMON EXCAVATION DITCH FOR PRESSURE LATERALS 114
52 SUDDEN ENLARGEMENT (!£» x 2") AT LATERAL CONNECTION WITH
PRESSURE MAIN .. .115
53 SUDDEN ENLARGEMENT (2" x 3") AT LATERAL CONNECTION WITH
PRESSURE MAIN 116
54 WATER AND WASTEWATER FLOWS 118
55 WATER FLOW VS TIME AND WASTEWATER FLOW VS TIME 119
56 NUMBER OF COMPOSITOR OPERATIONS VS WASTEWATER FLOWS 120
57 HYDRAULIC GRADIENT LINES FOR PRESSURE SEWER SYSTEM
(BEFORE MODIFICATIONS) 126
58 HYDRAULIC GRADIENT LINES FOR PRESSURE SEWER SYSTEM
(AFTER MODIFICATIONS) 128
59 LOCATIONS OF 58 EXCAVATED PORTIONS FROM PRESSURE MAINS
~ AND LATERALS.DOCUMENTING GREASE ACCUMULATIONS 129
Vlll
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FIGURES (continued)
PAGE
60 GREASE ACCUMULATION WITHIN PRESSURE SEWER MAIN 131
61 GREASE ACCUMULATION IN PRESSURE LATERALS 132
62 PERCENT REDUCTION OF CROSS-SECTIONAL AREA WITHIN THE
PRESSURE MAIN 137
63 GAGED PRESSURE READINGS FOR UNIT NUMBER 2 138
64 COMPOSITOR SAMPLING DEVICE 143
65 PHOTOGRAPH OF COMPOSITOR 144
66 ELECTRIC CONNECTIONS - WASTEWATER SAMPLING DEVICE 145
67 WASTEWATER FLOWS AND COMPOSITOR OPERATIONS 147
68 pH, COD, BOD5 154
69 NITROGEN 155
70 PHOSPHATE 156
71 TOTAL, DISSOLVED AND SUSPENDED SOLIDS 157
72 HARDNESS AS CaC03 and CHLORIDES 158
73 DETERGENT MBAS AS LAS 159
74 GREASE 160
75 LONG RANGE BOD RESULTS 162
76 SULFIDES 163
77 SETTLEABILITY TEST GRAVITY SEWER SYSTEM WASTE
(BATTELLE NORTHWEST) 167
78 SETTLEABILITY TEST PRESSURE SEWER SYSTEM WASTE
(SOUTH PEARL STREET) 168
79 % SUSPENDED SOLIDS REMOVAL VERSUS OVERFLOW RATE 169
IX
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TABLES
No.
1 POSSIBLE SITES FOR THE PRESSURE SEWER SYSTEM
DEMONSTRATION PROJECT 18
2 CHARACTERISTICS OF PRESSURE SEWER SYSTEM PROJECT HOMES 24
3 SUMMARY OF OBSERVATIONS AND TESTS OF GP UNITS AT
CONCLUSION OF DEMONSTRATION 67
4 DESCRIPTION OF UNITS AT END OF TEST 76
5 TOTAL NUMBER OF OPERATIONS 82
6 TOTAL NUMBER OF OPERATIONS FOR PROTOTYPE GP UNITS 83
7 NUMBER OF OPERATIONS FOR MODIFIED GP UNITS 84
8 LENGTH OF OPERATING CYCLE - AVERAGE TIME (SEC) 85
9 AVERAGE DAILY OPERATING TIME FOR GP UNITS PER DAY 86
10 SUMMARY OF OPERATION RATIOS 89
11 SUMMARY OF OPERATION RATIOS FOR MODIFIED UNITS 90
12 SUMMARY OF GP UNITS MONTHLY AVERAGE OPERATIONS PER DAY 92
13 THEORETICAL ANNUAL COST OF ELECTRIC ENERGY CONSUMPTION 96
14 MONTHLY OPERATING COST PER UNIT 97
15 AVERAGE MONTHLY COST COMPUTATION 98
16 SUMMARY OF SERVICE RATIOS 100
17 SUMMARY OF SERVICE RATIOS FOR THE MODIFIED GP UNITS 101
18 "DOWN-TIME" PERFORMANCE RECORD 105
19 SUMMARY OF ASSUMED HYDRAULIC DESIGN PARAMETERS FOR
PRESSURE SEWER 108
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TABLES (continued)
No. Page
20 SUMMARY OF OCCUPANCY FOR 12 TOWN HOUSES 121
21 TOTAL NUMBER OF OPERATIONS AND SIMULTANEOUS OCCURRENCES 123
22 ACTUAL FLOWS FOR THE PRESSURE MAIN 124
23 CROSS-SECTIONAL AREA REDUCTIONS FOR PRESSURE MAIN 133
24 CROSS-SECTIONAL AREA REDUCTION FOR THE 1^" PVC
PRESSURE LATERALS 134
25 ANALYTICAL PROGRAM 142
26 ANALYTICAL NETWORK UTILIZED 148
27 WASTEWATER FLOW 151
28 SUMMARY OF COMPOSITE SAMPLE ANALYTICAL RESULTS 152
29 SUMMARY OF SETTLEABILITY TEST - GRAVITY SEWER SYSTEM WASTE. 164
30 SUMMARY OF SETTLEABILITY TEST - PRESSURE SEWER SYSTEM
WASTE 165
31 COMPARISON OF SETTLEABILITY TEST RESULTS 166
32 COMPARISON OF PRESSURE SEWER SYSTEM WASTE WITH
CONVENTIONAL WASTE 170
XI
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SECTION I
CONCLUSIONS
1. The project site provided representative test conditions in regard
to number of occupants, appliance loadings, water usage, etc.
2. The pressure sewer system including PVC Schedule 40 Pipes and
PVC-'DWV fitting functioned extremely well.
3. The automatic monitoring system did its job very well, producing
voluminous but pertinent data, reliably. Pressure gaging was not
entirely dependable but was within 85-90% of the computed values.
4. Functional specifications of household Grinder Pumps (GP) were
proven to be appropriate.
5. The prototypes exhibited mechanical reliability too low to be of
practical use (27 malfunctions for the first six months).
6. All major malfunctions were eliminated in the modified GP Unit,
such as, increasing the opening of the pressure sensing tube from 1"
to 3" and having the pump positively primed. The Modified GP Unit was *
installed early enough in the demonstration project to obtain ?§ months &
r\f rt'r\QT*o'i~T nn avv^OT^n ^n^Q *^
7. The necessity for pumps with a vertical H-Q curve, positively
primed and protected against siphoning, was adequately demonstrated
for use in any system application.
8. A very low service call rate for the modified GP Units, coupled
with "down-time" performance of 0.27% in comparison to 2.69% for the
prototype GP Units, indicated the mechanical reliability of these units
in the pressure sewer system concept.
9. During this demonstration period (over 13 months) in a group of 12
town houses, there was a total of 79,740 Grinder Pump Unit operations,
for an average of 2.6 operations/capita/day. Average length of oper-
ating cycle was in the range of 57 to 74 seconds. Watt-hour meters
indicated the operating cost for electric power was only 34
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12. The hydraulic characteristics of a pressure sewer system are
critical. Careful design of pressure mains and laterals will prevent
excessive grease accumulations, as experienced in this demonstration
project, and produce a much more economical system. Grease accumu-
lations were extensive in certain lengths of the pressure main, prim-
arily due to oversizing. The minimum scouring velocities, as recommended
by the ASCE task force, were not high enough to prevent grease from
accumulating. Velocities in the range of 2 fps to 5 fps might have
prevented grease accumulation from occurring.
13. Chemical analysis of the pressure sewer wastewater showed that
even though it had been pre-ground, there was no significant difference
in settleability.
14. Because of elimination of infiltration, the average concentration
of pollutants in the pressure sewer wastewater was 100% greater than in
conventional systems. This "stronger" sewage would tend to be more
amenable to treatment by most existing methods. The per capita con-
tributions of pollutants was about 50% less than average conventional
values. This can perhaps be accounted for by the fact that the popu-
lation of the demonstration project contained a much higher proportion
of children to adults than the New York State average.
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SECTION II
RECOMMENDATIONS
An extensive accumulation of data on pressure sewers and the Grinder
Pump (GP) Unit has been presented and summarized in this report. The
mechanical reliability of the GP Unit and the nature of pressure sewer
systems have been established and necessary engineering design para-
meter documented. Because of this, there appears to be no need for
further demonstration, and it is recommended that pressure sewer systems
be considered as available engineering technology for use where appli-
cable.
The hydraulic design is a very critical facet of any new pressure
sewer system. Some grease accumulation can be expected in any domestic
pressure sewer system because of the nature of the waste and long periods
of non-usage. However, critical hydraulic design will limit any ex-
cessive grease accumulation and at the same time, will offer the most
economical system to the customer.
It is recommended that the swing check valve be relocated from its
present position in the modified GP Units to a more favorable location
followed by a horizontal section of pipe of no less than 12" in length.
This will prevent any solids from settling near the discharge opening
of swing check valve assembly.
Commercially available shut-off valves should be installed immediately
downstream on the discharge pipe in order that the GP Unit can be
isolated from the pressure system for maintenance and repair work.
Likewise, since the pressure system is, in many respects, similar to a
water distribution system, air relief valves should be installed in the
system whenever necessary.
Extensive power failures are not very common throughout the country.
However, in certain small areas of the U.S. due to weather conditions
and other uncontrollable factors, power failures are more frequent.
Therefore, when designing a pressure sewer system, a power failure should
be a minor consideration. It should be noted that under normal operating
conditions, the GP Units tank affords 8 to 12 hours of wastewater storage,
which is sufficient to accommodate short duration power failures.
It has been maintained from the start that the GP Units and the pressure
sewer system concept were not meant to replace the conventional (gravity
fed) wastewater collection system. Instead, GP Units are meant to be a
supplemental tool in any wastewater collection system. The economics
of the pressure system versus the gravity system for a particular area
of the country or even for a specific section within a collection system
will dictate the usage of the GP Units.
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Therefore, it will depend on the consulting engineer to determine the
specific cut off point in the economic analysis which will favor the
pressure sewer system installation versus the gravity system.
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SECTION III
INTRODUCTION
"To meet the general requirements of sanitation, wastewater disposal
systems must perform two functions: (l) reliable and inoffensive collec-
tion of waste matters from households and industry; and (2) safe disposal
of the water-carried wastes into water or, less commonly, onto land"(l).
There have been over the past century many significant advances in tech-
nology and practice relating to the second function but little relating
to the first. This in spite of the fact that the above quote from one
of the classical environmental engineering texts gives equal importance
to each and that a quick check on the cost of any waste disposal system
shows that the major costs are related, not to treatment, but to collec-
tion.
Because of the above lack of innovation, present methods for conveying
sewage have not changed appreciably from the system used by the Romans
two thousand years ago to transport water; i.e., the aqueduct.
The only difference between an aqueduct and the present day gravity
sewer is that one is above grade and the other is below. The prime mover
in both systems is gravity. Certainly, this is a satisfactory method for
many situations since it involves few working parts and a source of power
less .expensive than gravity has not been found. However, in certain
situations, such as excessively hilly terrain, high ground water, rock,
or where sewers become quite deep, there are definite economic disad-
vantages. For example, Figure 1 shows the relationship between cost
and depth for a typical eight inch vitrified clay gravity sewer. The
curve is non-linear and, for depths above twelve feet, the cost per foot
increases sharply, reflecting the added cost of construction practices
necessary at these depths, such as sheeting, bracing and dewatering.
Overall, the curve for an eight inch gravity sewer shows that, for a
four-fold increase in depth, the cost per foot increases by a factor of
seven.
Historical Development
The late Dr. Gordon M. Fair, realizing the above and attempting to arrive
at a solution to the combined sewer overflow problem conceived and actively
pursued a concept which ultimately led to this project. Dr. Fair's idea
was to solve the combined sewer overflow problem by superimposing a pres-
sure sewer system within the combined sewers existing in most American
cities. By utilizing the pressure system for conveying sanitary sewage,
the existing combined sewers would become storm sewers and thus a separa-
tion could be effected. . At his urging and with the support of a Federal
Water Pollution Control Administration grant contract (14-12-29) the
American Society of Civil Enginers (ASCE) initiated an investigation of
the feasibility of Professor Fair's concept. Considering the fact that
in northern United States over 3%(2) Of the total annual sewage volume is
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FIGURE I
8" VITRIFIED CLAY PIPE SEWER
CONSTRUCTION COSTS*
C-O *JC- ~
x>4. 9fl ~
r- on- 04 _
LL)
LU
U.
« 16 ?O ~
1-
=)
° 14 - Ifi -
u.
0
ip _ 14 _
X
h-
,°- 1 r> 1 o «
|il 1 \J \C. **
o
8 IO -
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diverted directly to receiving streams, rivers and lakes during high run-
off flows with an additional heavy solids contribution scoured from sewer
systems and street pavements, economical separation processes were, there-
fore, deemed essential for this country.
The total ASCE Research Plan as shown in Figure 2 was a comprehensive one
and included simultaneous investigations of many facets of the total ques-
tion.
The preliminary results of the ASCE study were generally unfavorable for
the insertion of a pressurized sewer within existing combined sewers.
The installation of the pressurized sewer in a walk-through sewer was
relatively simple to accomplish, but, the installation in a non walk-
through sewer was much more difficult^'. The difficulty was compounded
by a survey of the major metropolitan areas in the United States indicating
that 85% of all the combined sewers have an inside diameter of 48 inches
or less, and, on the average, 72% of all combined sewers have an inside
diameter of 24 inches or less^4'. The insertion of polyethylene pipe,
which could be pushed or pulled a reasonable length^ within the smaller
combined sewers, could possibly create clogging problems and reduce by as
much as 12% the maximum carrying capacity of these same combined sewers.
Even though a pressurized sewer would, in reality, increase the capacity
of wastewater treatment facilities by eliminating storm waters and ground
water infiltration, the ASCE project indicated that Dr. Fair's concept
is not economically feasible for most cities in the United States. Re-
sults of the investigation of three areas; a commercial site in Bostonw),
and two residential sites; one in Milwaukee^/ and the other in San Fran-
cisco(8)9 showed that the separation process utilizing pressure sewers
would be more expensive than th,e conventional method of installing a
second gravity system.
At the same time, a concurrent number of studies were being carried out
in order to evaluate the entire separation process from its inception
within a residential or commercial building to its termination point,
which happens to be either a wastewater treatment facility or a receiving
body of water. Researchers were establishing relationships between waste-
water flows and water usages, while others were laboratory testing minimum
transport velocities within small pipes.
Under the original separation concept, the large commercial and residen-
tial buildings would be served by lift stations equipped with commercially
available wastewater pumps and comminutors. However, the availability
of a small pumping unit capable of serving individual households had to
be investigated.
The General Electric Company subcontracted by the ASCE project staff
developed a household storage-grinder-pump unit^j. it was concluded,
however, that the new tool was much more practical for other usages
rather than its application in separating combined sewers. Near the end
of this ASCE project, a full-scale field demonstration was planned in-
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STORAGE,
GRINDING,
PUMPING AT*
BUILDINGS
STREET
PRESSURE
SEWERAGE <
SYSTEM
CRITERIA
STREET
PRESSURE
CONDUIT ,
IN COMBINED
SEWER
CONCEPT
ANCILLARY
CONSIDERA-
TIONS
COMPONENT
ASSEMBLY
FIELD
TEST
t
x
^
V
INDIVIDUAL
BUILDING
FLOW
VARIATIONS
SOLIDS
TRANSPORT
VELOCITY
CRITERIA
PUMPING
REQUIRE-
MENTS
HEAD
LOSS
CRITERIA
,
HANGER
SYSTEM
DEVELOPMENT,
FIELD TEST
NON-
MECHANICAL
CONSIDERA-
TIONS
SOLID
WASTES
ASPECT
-
HOUSEHOLD
MM IT ftCWCri _
UNI 1 UtVtU -
MENT
SYSTEM
FLOW
VARIATIONS
SYSTEM
CONTROL
DEVICES
TUBING
THREADING
FIELD
TESTS
i
I
EXTENT OF
WALK- THRU
SIZES
SURVEY
PUMPS FOR
LARGER
BUILDINGS
1
COMMfNUTOR
SERVICE,
LARGER
BUILDINGS
SYSTEM
PIPING LAY-
OUTS, APPUR-
TENANCES
1
SYSTEM
utoloNo
AND COSTS
r t /* I I l-» r~ O
* FUNCTIONS TO BE"
PERFORMED BY .OTHERS
#.
MODULE
OF UNITS
FIELD TEST
X *
FEASIBILITY FULL-SCALE GENERAL
rnwri n FIELD DEMON- .^' . ""7^^.
OUNV.LU ' I^UL» IVL-IIIV^H APP IPAT ON
SIGNS STRATION APPLICATION
OPERATING
UNKNOWNS,
FULL-SCALE
CONDITIONS
PRESSURE SEWERAGE
RESEARCH PLAN FOR ASCE
SEPARATION PROJECT
COMBINED SEWER
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corporating the storage-grinder-pump units in a pressurized independent
sewer serving a number of private residences.
Although most of the ASCE project's objectives were accomplished, it was
unfortunate that, because of over-runs in time and money, it was not
possible for ASCE to carry out the originally planned field demonstration.
Previous to this project's inception, Mortimer A. Clift successfully
applied the concept of pressure sewers to a section of Radcliff, Kentucky.
According to Mr. Clift, a combination of unusual conditions including
topography, rapid growth and dispersion of residential development justi-
fied using such a system and it was installed in 1964. Cliffs experience
with the design and operation of this system, which serves forty- two houses,
was-jpublished in 1968*10).
Potential Applications
Since the utilization of the storage-grinder-pump unit for separating
combined sewers was found to be unfeasible, its applications as visualized
for- the use in pressure sewer systems , are illustrated in the accompanying
figures. Figure 3 shows a pressure system lifting the waste from a motor
boa't! pump-out station to a suitable disposal plant at a higher elevation,
might be a gravity sewer, a septic system, or even a holding tank.
..,
Bringing service' to a house with fixtures below the grade of the gravity
sewer is pictured in Figure 4. This might involve the remodeling of an
existing house or it might be done to serve a house that had originally
J5,eefl on a septic tank and, when a new sewer district was created, the
house drain was too high to be reached by gravity. It might be done in
a few houses in designing a new sewer district in order to keep the entire
'gravity system at a shallower elevation and, therefore, less expensive
throughout.
Entire neighborhoods might be served by pumping into an existing gravity
sewer at a higher elevation. In the example shown in Figure 5, a neigh-
borhood which was originally equipped with septic tanks which are beginning
..lip 'fail, has been connected together into a system which pumps into an
adjacent street. Obviously, the sewer in the adjacent street must have
the necessary capacity and the treatment plant that it leads to must be
able to handle the load.
Sometimes, right on the same lot, it may be necessary to go to higher
elevations to find suitable soil for subsurface disposal systems, if
percolation is not suitable in those parts of the land that can be reached
by gravity (Figure 6).
Another very exciting possibility is in serving lakeside and waterfront
properties as shown in Figure 7. In these situations, the only way to
go ,by gravity is toward the waterfront. Pressure sewers can be run uphill
to avoid tearing up the waterfront and to protect the lake from pollution.
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FROM
BOAT
DOCK
PUMP
C~i
1 I
Dl
U
UP
DISCHARGE
(UNDER PRESSURE)
MOTORBOAT
BEING PUMPED
OUT
CONVENTIONAL
GRAVITY (or)
SEWER IN
ROADWAY
\
MARINA
BOAT
SHED
SYSTEM
(or)
HOLDING
TANK
AT
MARINA OR YACHT CLUB DOCK
USED TO LIFT WASTE
FROM PUMP-OUT STATION
ON DOCK TO DISPOSAL
LOCATION AT HIGHER
ELEVATION
FIGURE
-------
dt=±i-EXISTING HOUSE
SYSTEM
SYSTEM
n
EXISTING
HOUSE
SEWER
NEW
BATHROOM
BASEMENT
FLOOR
FOR ADDING BASEMENT PLUMBING FIXTURES (INCLUDING
TOILETS) TO A HOUSE WITH BASEMENT BELOW
ELEVATION OF EXISTING HOUSE SEWER SYSTEM.
FIGURE
II
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STREET
SEWER
PIPE
UNSEWERED STREET
WITH SEPTICTANK FAILURES, BUT ,
TOO LOW TO RUN BY GRAVITY
INTO SEWERS IN ADJACENT
UPHILL .STREET
(ALSO TO' DEVELOP OTHERWISE -
UNSUITABLE" LAND)
i
SEWERED STREET
WITH SOME, EXCESS CAPACITY IN
SEWERS AND TREATMENT PLANT
F I G
-------
GOOD
SOIL
POOR
SOIL
OLD SYSTEM
FAILING ABSORPTION
FIELD ON LOW GROUND
WITH UNSUITABLE
SOIL CONDITIONS.
NEW SYSTEM
CAN BE INSTALLED ANYWHERE
ON PROPERTY WHICH AFFORDS
SUITABLE SOIL CONDITIONS.
NOTE: OK FOR SITUATIONS WITH PUBLIC WATER
SUPPLY, BUT WITH WELL ON LOT PRE-
CAUTIONS TO AVOID CONTAMINATION MUST
BE TAKEN.
HOUSE ON LARGE LOTS WITH FAILING
SEPTICTANK SOIL ABSORPTION SYSTEM
FIGURE 6
13
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CONVENTIONAL
GRAVITY SEWER
UNDER ROAD
UNIT
LAKE FRONT PROPERTY
VACATIpN OR YEAR ROUND OCCUPANCY
(GRAVITY SEWER AVAILABLE BUT AT
HIGHER ELEVATION THAN HOUSE)
FIGURE
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Recognizing the potential of the pressure sewer concept and the need
for and value of a demonstration to the people of New York, the New York
State 'Department of Environmental Conservation's Research and Develop-
ment Unit assumed the responsibility for sponsoring and carrying out _
such a field demonstration. Because of its potential nation-wide appli-
cation, partial support for the project was sought and received from the
Environmental Protection Agency as part of its Storm and Combined Sewer
Pollution Control Program.
15
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SECTION IV
DESCRIPTION OF INSTALLATION AND OPERATION OF
DEMONSTRATION PROJECT
Introduction
The Pressure Sewer System Demonstration Project concerned itself with
five (5) major objectives (H). The final evaluation of these objectives
was substantially dependent on the selection of a project site suitable
for the temporary installation of a pressure sewer system and automatic
monitoring equipment designed to record essential parameters at a pre-
determined time interval.
Selection of Project Site
There were many sites investigated before the final selection was made.
Table 1 summarizes each of these sites according to its location, number
of houses, type of development, etc.
The sites were reviewed based on the following criteria ''-'';
1. The location was to be close enough to the Albany-Schenectady-Troy
area that the Environmental Conservation Department personnel could
design a system to match the site and could readily monitor the project
throughout its total duration.
2. An area where the combined sewer approach was still in use.
3. The site was to be such that the owner or potential owner's lot
could be excavated to install a gravity sewer at which time the pressure
sewer system could also be installed.
4. The configuration of the site was to be such that twelve houses
already in place or to be constructed to be used in the demonstration were
located adjacent, one to the other, or equal numbers on either side of the
street, so that twelve of these could ultimately be connected into a
common pressure system.
In the demonstration grant application, the Lark Street Development was
tentatively chosen on the condition that, at least twelve town houses
would be under construction by the summer of 1969. Due to financial
difficulties, this development did not materialize and, during the summer
of 1969, the alternate sites were again reviewed and a search for new
sites was initiated.
The South Pearl Street Development was the only new site located and
proved to be the most feasible of the available sites for the Demonstra-
tion Project.
17
-------
TABLE 1 - POSSIBLE SITES FOR THE PRESSURE SEWER SYSTEM 'DEMONSTRATION PROJECT
NAME
LOCATION
NO. OF
SITES
TYPE OF SEWER SERVICE
TYPE OF DEVELOPMENT
Williamsburg
Town of Guilderland
County of Albany
30
Sanitary Sewers as
part of a Community
Septic System
1 Family Houses
£ acre or more of land
Middle Income
Karlsfeld
District
City of Albany
County of Albany
10
City Sewers
1 Family Houses
2" acre or more of land
Middle to High Income
oo
Miami Beach
Estates
(Hialeah Drive)
City of Troy
County of Rennselaer
34
Sanitary City Sewers
1 Family Houses
5- acre or more of land
Middle Income
Pleasantdale
Estates
Town of Schaghticoke
County of Rennselaer
34
Expected
Sanitary City Sewers
1 Family Houses
4- acre or more of land
Lark Street
Development
City of Albany
County of Albany
24
City Sewers
Town Houses or Row Houses
Middle Income
South Pearl
Street
Development
City of Albany
County of Albany
23
City Sewers
Town Houses or
Row Houses
Low Income
-------
Location of Site
The site was located in the southeastern part of the City of Albany near
the Port of Albany (Figure 8) approximately 3/4 of a mile west of the
Hudson River. The land was donated by a religious organization to the
Inter-Faith Better Homes Development Corporation of Albany for the sole
purpose of erecting low income housing.
Description of Project Site
The site and the surrounding low-lying areas were filled in by the City
of Albany some time ago with the present average elevation of the site
approximately twenty feet above mean sea level.
According to the conditions stipulated in the grant application, twelve
town houses were selected in order to test the prototype GP Units. Fig-
ure 9 shows the entire Inter-Faith Better Homes Development Corporation
and specifically the twelve houses that were chosen for the demonstration
project.
The development is served by city water and sewers and by the Niagara
Mohawk Power Corporation for electric power and gas service. It is a
combined sewer area draining into the City of Albany sewage treatment
plant. The sewer lines in front of the town houses are new sanitary
sewers, which flow into the existing fifteen inch concrete pipe combined
sewers.
The total water usage is metered inside each of the town houses and each
home owner is billed directly on a bi-annual basis.
type of "Development
The entire development consists of twenty-three town houses, two stories
high, ranging in size from-three to five bedrooms. The approximate
living area for each house is the same. However, the second floor is
divided differently, depending on the number of bedrooms. Five of the
twelve test houses have an additional bedroom in the basement (Figure
10).
The construction of the twenty-three town houses was started in the'
Fall of 1969 with the first occupancy in the Winter of 1969-70. The
final occupancy occurred December, 1970.
As mentioned before, this was a low income housing project with support
from the Federal Housing Administration. The town houses were inspected
and approved by FHA personnel. The approximate market value ranges be-
tween $17,000 and $21,000 depending on the number of bedrooms.
A survey was conducted at the beginning of the demonstration project in
order to become familiar with the home owners and the number of people
19
-------
\
N,
HEM YORK STATE
DEPARTMENT OF
ENVIRONMENTAL CONSERVATION
50 WOLF RD.
LOCATION OF
PRESSURE SEWER
SYSTEM DEMONSTRATION
FIQ. 8
0.0 0.5 1.0
miles
-------
y-
FIGURE 9
TOWN HOUSE DEVELOPMENT PROJECT
WITH TOPOGRAPHY OF AREA
-------
3
g
L
u
BFf>ROO« n
Li
Er
,
, J
BEDROOM
1
BAT
-fj
^
28'
M
HROOU
BEDROOM
-^ rJl . r-T
|T
i1 '
hi
BEDROOM
n
- s"
SECOND FLOOR
u
* -s
u
3
4
\f
I
SINK
J
KITCHEN
DININC
AREA
LAV.
) a i
~o "
^
J=-
^
/
LIVINS
ROOM
i L
j
iT
r
| | | [
z
o
FIRST FLOOR
~Nr
Q
WATER '
HEATER
31" BEDROOM
\ T
;* 1=
(*- 28' - 8"
BASEMENT
FIGURE 10 i
FLOOR PLAN OF TYPICAL TOWN HOUSE
22
-------
living in each of the town houses. (See Appendix A - Household Survey
Information Sheet.) Table 2 summarizes the results of that particular
survey.
The demonstration grant provided as an incentive for each of the home
owners the cost of the sewer connection from house to street. However,
in this particular development the connections had already been made
and, therefore, the amount set aside in the grant was paid to the home
owners on an equal monthly basis for the duration of the project. An
agreement was finalized between the Environmental Conservation Depart-
ment and each of the home owners for their permission to install a GP
unit within each basement and to operate the equipment for a period of
at least twelve months but not to exceed eighteen months.
Description of Installation
According to the terms of the grant, twelve GP units would be tested for
a period of not less than twelve months.
When the final site was approved, seven of the 23 housing units were
completed and ready for occupancy. It was decided not to use these seven
housing units since the actual installation of the GP units and the pres-
sure sewer system would not begin for several months but rather use the
last twelve housing units to be completed.
This decision afforded us the opportunity to install the GP units, pressure
piping, diversion piping and the appropriate electrical wiring before the
transfer of ownership was finalized with the individual buyers. Figure 11
shows almost all of the houses used in this demonstration project, with
Unit No. 12 (726 South Pearl Street) in the foreground.
The exact installation of the GP units was dependent on the location of
the main sewage drainage pipe in the basement. However, an attempt was
made to locate the GP units in a portion of the basement where they would
not inconvenience the home owners but be readily accessible to our per-
sonnel (Figure 12). The wastewater piping system consisted of 4" cast
iron pipe vented to the roof and extending underneath the basement floor
slab to' just outside the building. All the wastewater generated within
each housing unit is conducted to the central 4" cast iron pipe with the
exception of the kitchen and basement sinks. The drainage pipe serving
these two units joins the 4" cast iron pipe under the concrete slab.
It was essential that all the wastewater generated within each of the
housing units be delivered to the GP units in order to truly evaluate
their performance over the twelve months period.
Accordingly, to accomplish this purpose, a number of diversionary piping
systems were investigated using the more conventional piping materials
which would comply with the Plumbing Code of the City of Albany.
Some of these proved to be quite expensive while others proved to be most
complicated and, therefore, undesirable. Attention was then turned to the
23
-------
CHARACTERISTICS OF PRESSURE
SEWER SYSTEM PROJECT HOMES
TYPE OF HOUSE
AGE -
LOT SIZE
APPROX. MARKET VALUE
SOURCE OF , WATER
2 STORY TOWN HOUSE
l£ YEARS
2.0' X 100'
8 17,000 - 8 21,000
CITY OF ALBANY
WASTE WATER
DISPOSAL - CITY SEWER SYSTEM
^-\^U N 1 T
NUMBER OF^--^
PEOPLE
CHILDREN
BEDROOMS
BATHS
DISHWASHERS
WASHING
MACHINES
WRINGER
AUTOMATIC
.1 "
6
4
4
4
0
0
0
2
7
5
4
'4
1
0
1
3
9
7
5
, 1
1 2
0
0
1
4
8
6
5
'§
0
0
1
5
5
4
4
4
0
0
1
6
5
4
4
4
0
0
1
7:
6
4
4
'3
0
0
1
8
6
4
5
4
0
0
1
9
8
6
5
'I
0
0
1
10
3
2
3
1
0
0
1
II
3
2
3
1
0
0
^ 1 ';
12
9
6
5
4
0
1
- 0
TABLE
24
-------
01
FIGURE I
PHOTOGRAPH OF "foWN HOUSES
-------
8
a:
c.i. PIPE
PIPE
LOCATION OF PIPING
AND GP UNITS =
{1,2,3,5,6,7,8,9,12}
^4,10,11
'IT'
5th BEDROOM
(UNITS NOS. 3/4,8,9,12}
/H
*/ "'
/
k
7
/UP
1
1
r~.-^oo\-~----
7_
28'- 8"
FIGURE 12
LOCATION OF GP UNITS WITHIN BASEMENTS
-------
investigation of other methods not permissible under the existing local
Plumbing Code, such as PVC-DWV pipes and fittings. In this particular
instance, this new direction proved to be most successful since the PVC-
DWV pipes could afford us a rather inexpensive yet workable system.
Since the working area within each of the housing units was confined,
it was necessary to design a system that could be easily installed and,
at the same time, one which could be readily disassembled during the
restoration phase of the project. Figure 13 shows the 4" drainage pipe
before and after the necessary piping connections were made.
However, before any work could begin on this phase of the project, it
was necessary to obtain a temporary variance in the Plumbing Code from
the City of Albany. This variance for the usage of PVC-DWV pipe was
allowed for the duration of the demonstration project stipulating that
all PVC-DWV pipes had to be installed by plumbers certified by the City
of Albany. Upon completion of the project, it was necessary to restore
the wastewater system to its former status.
Even though PVC-DWV piping is allowed by many plumbing codes in various
cities throughout the State, long-duration performance records are not
available and, therefore, revision of codes of the City of Albany to
include PVC-DWV piping systems for single or multi-family dwellings have
not been contemplated. In this particular project, 4" PVC-DWV fittings
and schedule 40 pipes were used to divert the flow to the GP tank. A
typical basement installation is shown in Figure 14.
Automatic Monitoring Equipment
The pressure sewer system concept utilizing GP units was one of two
systems of this nature ever investigated in the United States; the other,
being a small scale version of the Albany project, was carried out in
Phoenixville, Pennsylvania by G.E. Company. For this reason, a most
thorough automatic data collection system was designed for this demon-
stration project. In order to properly evaluate the GP units operation,
it became necessary to continuously record data on their mechanical
performance and the performance of the entire system under all conditions;
that is during periods of non-operation and periods of peak operation
and peak pressures. However, it was also important to minimize distur-
bances or inconvenience the home owners at any time. A remote control
monitoring system was, therefore, necessary.
The automatic monitoring equipment was the heart of the demonstration
data collection effort. It was essential that such a system be properly
designed and be very dependable with a minimum of "down time".
The final design of the automatic monitoring equipment was based on the
number of parameters needed to properly evaluate the pressure sewer
system, and those necessary for the future design of pressure sewer sys-
tems. A combination of these two needs determined the final selection
of the different parameters. They were as follows:
27
-------
4" CAST
IRON -
HPE
0
BEFORE
-NTT
4" PVC
PIPE
GRINDER PUMP
UNIT TANK
AFTER
PVC PIPE DIVERSION SYSTEM
FIGURE 13
-------
FINISHED GRADE
4.5'
24 WIRE
ELECTRICAL
CONDUIT
3" PVC
PRESSURE
Itf MAIN
|[ »
MAIN POWER LINE
=1 WATER METER . ; > -. ' -. *' . . « .'-.'..- v >.-.
FIGURE 14
TYPICAL INSTALLATION OF GRINDER PUMP UNIT
WITHIN EACH TOWN HOUSE
4" PVC
PIPING
CONNECTIONS
-------
1. Maximum Pressure
2. Minimum Pressure
3. Water Flow
4. Operating Time (GP Unit)
5. Total Time for any Occurring Overflows
. 6. Total Operations and Simultaneous Operations
On this basis, a number of electronic systems' components were investi-
gated and other equipment related to the overall systems were also care-
fully analyzed;,such items as paper tapes, magnetic tape, telemetering
system, et6. After digesting all the available information, the Envi-
ronment/One Corporation of Schenectady, N.Y., which was selected from
several contractors, proposed a monitoring system shown in Figure 15 and
16.
The monitoring system received 65 simultaneous inputs (a total of 100
inputs were available). These electrical inputs were recorded on punched
tape (mylar or'paper) every fifteen minutes for the duration of the project.
Practical and economic constraints dictated the fifteen minute interval,
even though shorter time intervals were available.
, -" The major" electronic components, manufactured by United Systems Corpora-
".'. j tion - Digitec, were closely integrated by the Environment/One Corporation
., engineers with a multiplicity of electrical motor, timers, relays, etc.,
which were utilized to measure the individual parameters (Figure 17).
1 ' ,, After the first two months of operation, it was apparent that additional
./ and much more accurate information was warranted in ithe area of the GP
i' --' units daily ^operations. The original monitoring equipment recorded the
total running'time but could1not discriminate as to the number of actual
-. -e operations Mthih each fifteen minute time period. As a result, the
;* <. computer's summary sheets reported incorrectly the total number of oper-
ations/ Injactuality, the number reported corresponded to the total
&; d,aily active periods for any given GP unit. An active period is defined
as a unit of, time (fifteen minutes in this case) during which the GP unit's
., motor was irj operation at least once. Ninety-six (96) is the maximum
';l .-. number of activejperiods,.recorded in a single day during this demonstration
- 's project. ' ?
;, v In order to rectify this deficiency in the data collection system, a
twelve channel event recorder was installed on the automatic monitoring
., s* system on January 4> 1971. In addition,-,the istrip chart produced by the
** -s event recorder made it possible to accurately, enumerate all ,-simultaneous
_ ': operations. This is a vital parameter in the design of a^pressure sewer
J ," system, since it helps to determine the probability of maximum peak flows,
" and therefore, the.peak hydraulic gradient line, upon which the system
.,, ;,: dynamic head loss calculations can be based. '
Description of Parameters
(l) (2) Maximum and Minimum Pressure
The original prototype GP unit was designed to operate efficiently between
30
-------
65 INPUT LINES
I 1 I 1 1
SCANNER
100 pts
MOD 635
DIGITAL
VOLTMETER
DIGITAL
CLOCK
MOD 662
1
SCANNER
MULTIPLEX
CONTROLLER
PUNCH
EVENT
COUNTER
MOD 654
-> OUTPUT TAPE
FIGURE 15
SCHEMATIC DIAGRAM OF AUTOMATIC MONITORING
EQUIPMENT LOCATED IN DATA CENTER (TRAILER)
-------
HOUSE
WATER
METER
G P
UNIT
POWER OUTAGE
OVERFLOW
UNIT OPERATIONS
MAX.
PRES.
M1N.
PRES,
TO PRESSURE
SEWER
WATER SUPPLY LINE
BASEMENT
RELAY
PANEL
16 WIRES
TO DATA
CENTER
BASEMENT SYSTEM
FIGURE 16
SCHEMATIC DIAGRAM OF DATA ACQUISITION
SYSTEM LOCATED IN EACH BASEMENT
32
-------
CO
CO
FIGURE 17
PHOTOGRAPH OF AUTOMATIC MONITORING
SYSTEM INSIDE FIELD OFFICE TRAILER
-------
0 and 35 psig pressure. Therefore, it was necessary to confirm this
operating pressure range for the prototype and 'modified GP units. This
particular pressure sewer project was designed and installed with a minimal
pressure head, around 2 to 3 psig. The system was then operated for a
period of time at this constant static head. It was during this time that
GP units were closely watched in order to document malfunctions and to
test necessary modifications of the GP units. Also it !was during this
same period that the ^ecessary critical',design modifications in the proto-
type GP units became; apparent. ' ; " , .,
i i
i / - ' . -'
Toward the termination phase of the .project, the static head was increased
in a series of steps to the maximum; recommended working pressure head of
35 psig. ; - . .
1 .-..I,.''-. . '
The maximum and minimum pressure gages were located inside each basement
installation connected toithe 1-5- inch'PVC discharge pipe approximately
three to six feet downstream from the GP unit (Figure 18).
The first of two .gages registered the maximum pressure achieved in the
pressure sewer system during, any portion of a fifteen minute period,
while the second gage registered the minimum pressure during the same
fifteen minute period.,
One-way instrument check valves held these high and low values.firm
until the automatic monitoring equipment recorded them, at which time
two, two-way solenoid valves were activated. This reset both pressure
gages to the present pressure head within the 1% inch pipe. This cycle.
was repeated for every active period.
The two Bourns Model pressure gages were,equipped with a 2,000 ohm .
potentiometric transducer for remote recordings.
A 10 volt power supply applied a constant voltage across the transducer..
which, in turn, relayed back to the automatic monitoring equipment
corresponding maximum and minimum pressure head values (Figure 19).
Basically then, the pressure transducers had a calibration constant of
10 psig per volt. ;
All pressure gages were calibrated during the installation period (Figure
20). These calibration values were then fed to the computer so that the
individual pressure heads at the twelve GP unit installations could be.
calculated.
As expected, during periods of non-usage, the pressure was at a minimum;
that is, it was approximately equivalent to the static head of the system.
On the other hand, during ..periods of high-,usage, such as four GP units
operating simultaneously,, a maximum pressure for the system was reached.
o '- ,
(3) Water Flows
A Neptune Water Meter (Figure 21) especially fitted with a potentiometric
transducer was installed in each basement in addition to the city's water
V" 34
-------
FIGURE 18
PHOTOGRAPH OF PRESSURE GAGES
INSTALLATION WITHIN TEST HOUSE
-------
MAX. PRESSURE
IOV DC
SIGNAL SUPPLY
GROUND
RETURN i
MIN. PRESSURE
RESET
115V 60 Hz
PULSE AFTER
MTPXR READOl
-
/ ^x n \ ^
\ J ^2) j
'* G \
/ !A ^\
1 \J ' * 1
1 N"
1 1
i \j .
* i
W |
_!^1l 1
V«"^' 1
L^ 1
CV
.tv i
»\ M
JT
W |
f^\, .1
L^-J
UJ
O.
PRESSURE DISCHARGE P
(1 '/4" PVC) IN BASEMENT
G- PRESSURE GAGE. BOURNE MODEL 200'
312 6030 WITH 2000 OHM POT.
CV - CHECK VALVE.
SKINNER
W - 2 WAY SOLENOID VALVE
C2DB 1277 7 WATTS
CAT. F 311-200
SKINNER CAT.
PRESSURE SENSING SYSTEM
FIGURE 19
36-
-------
PRESSURE GAUGE CALIBRATIONS
30-
i20-
UNIT NO. I
\\
6.00 7.00 8.00 9.00 10.00
VOLTAGE
ui 20
cc.
ro-
UNIT NO. 2
:AX.
MIN.'
6,00 7.00 8.00 9.00 10.00
VOLTAGE
UNIT NO. 3
!AX.
6.00 7.00 s.oo aoo 10.00
VOLTAGE
30-
UNIT NO.
MIN:
e.oo 7.00 aoo 9.00 10.00
VOLTAGE
30-
,20
UNIT NO. 5
6.00 7.00 8.00 9.00 10.00
VOLTAGE
UNIT NO. 6
MIN.
600 7.00 8.00 9.00 10.00
VOLTAGE
UNIT NO. 8
600 7.00 8.00 9.00 10.00
VOLTAGE
6.00 7.00 8.00 9.00 IO.OO
VOLTAGE
30
10-
o-
UNIT NO. 9
MIN:
6.00 7.00 8.00 9.00 10.00
VOLTAGE
UNIT NO. 10
600 COO H'''i 900 1000
Jti\ lAf.t
30-
10
UNIT NO. 11
MIN.
MAX.
6.00 7.00 8.00 9.00 10.00
VOLTAGE
,; 30-|
«
10-
UNIT NO. 12
MAX.
MIN.
600 700 800 900 1000
VOLTAGE
FIGURE 20
37
-------
CO
CO
. F.IGURE 21
PHOTOGRAPH OF WATER 'METER INSTALLATION
-------
meter. The purpose of the additional meter was to record only that portion
of water used within the individual homes. Any outside usage, such as
car washing, lawn watering, etc. was eliminated from being recorded by
simply installing the outside water lines before the project's water meter.
Just as in the case of the first two parameters, the water flow measure-
ments were based on a 10 volt system. For instance, a one volt differ-
ential indicated a 10 gallon water consumption while a complete rotation
of the potentiometric transducer was equivalent to 100 gallons consump-
tion (Figure 22).
The wastewater flow was then directly related to the water flows of each
home. All data relevant to water and wastewater flows is presented in
the Hydraulic Section of this report. ' . -
(4) GP Units' Total Operating Time
The automatic monitoring equipment located in the field office trailer
contained small electrical motors coupled to continuous rotation potentio-
meters, which were connected by underground cables to each of the twelve
GP units' motors.
i i
During a normal operating cycle, the GP motor and the smaller electrical
motor in the field office trailer were activated simultaneously. The
potentiometer was rotated by the motor relaying a changing voltage value
to the scanner.
The voltage differential between the start and conclusion of an active
period corresponded to the total running time of any GP unit. Since every-
thing was based on a 10 volt system, a one volt differential was indicative
of a 1.5 minutes total operating time (Figure 23).
(5) Overflow Time : , .
The "overflow time", parameter was an essential part of the project since
it was needed to verify the adequacy of the peak flow storage capacity
of the GP tank. It was necessary to document those occasions when the
rate of wastewater flow into the tank was higher than the GP unit's
pumping rate for a long enough time to exceed the storage, capacity of the
tank. If the frequency of this occurrence was high enough, a modifi-
cation of the tank size would be indicated. J ' * '
An exact duplicate of the system described in the previous section was
designed and installed for the measurement of the "overflow time" para-
meter. However, instead of coupling this system to the operating cycle
of the GP unit, it was connected to a float switch located near the top
of the GP tank as shown in Figure 24.
Therefore, a complete rotation of the potentiometer was equivalent to a
fifteen minute "overflow time". If the overflow condition existed for
more- than one active period, then that total "overflow time" appeared
39
-------
MODIFIED TRIDENT
WATER METER '
WATERFLOW
TO MULTIPLEXER
(I volt per 10 gal.)
TO + IO VOLT SUPPLY
TO - 10 VOLT SUPPLY
OUTPUT
SHAFT
j ( I Rotation
per 100 gal.)
CONTINUOUS ROTATION
POTENTIOMETER
(500 ohm)
FIGURE 22
SCHEMATIC OF WATER METERING SYSTEM
40
-------
MECHANICAL
LINKAGE
READOUT TO MTPXR SCANNER
+ 10 V DC
COMMON
CONTINUOUS ROTATION POTENTIOMETER
TO G.P. UNITS MOTOR OR >
OVERFLOW SYSTEM
NEUTRAL
15 MIN.
CLOCK MOTOR
; FIGURE 23
SCHEMATIC OF SYSTEM FOR RECORDING TOTAL
RUNNING AND OVERFLOW TIME FOR
' GP UNITS
41
-------
CROSS? SECTION OF GP UNIT WITH LOCATION OF
LEVEL AND OVERFLOW RECORDING FLOATS
FIGURE 24
DISCHARGE PIPE
ITEO HOOD
OVERFLOW RECORDING
FLOAT
42
-------
in the Daily Summary Sheet in the appropriate column for the respective
GP unit. The float switch was installed in the prototypes especially
for this project and would not be normally found in a commercially manu-
factured GP unit.
The second-float, switch was utilized to activate the alarm system of the
monitoring equipment. A soifiewhat similar alarm system can be found in
the commercially available units which would warn the home owner of a
failure within the unit.
(6) Total Operations and Simultaneous Operations
Twelve small event counters were installed as part of the monitoring equip-
ment, which recorded the total operations of the individual GP units.
These counters were not scanned automatically by the monitoring equipment
but the values were read manually by the project-staff at infrequent in-
tervals. Although every attempt was made to record the total monthly
operations for the GP units, it became evident that this was not an ade-
quate experimental procedure. Therefore, new methods were immediately
investigated. The solution was an automatic event recorder capable of
continuously tracking a minimum of twelve events simultaneously.
At the conclusion of the third month of the project,'a fifteen channel
Esterline Angus Event Recorder was installed. Not only were all the GP
units operations graphically recorded but so were all simultaneous-'
occurrences. Although this information had to be manually transcribed,
the results proved invaluable ir\ the final evaluation of the pressure
sewer system. ' ,
Reporting of Malfunction Occurrences . ^
The automatic monitoring system was equipped with a "Teleguard" unit
capable of warning project personnel of any malfunction occurrences.
Basically, the "Teleguard" system was activated by any one of four
possible malfunctions:
" I1
(l) Total Power Failure I ?
(2) GP Unit in Overflow Stage ' ; ' (
(3) GP Unit's Motor Continuously Running
(4) Disruption of the Tape Recording Mechanism ''
Upon activation, the "Teleguard" system automatically dialed threes
telephone numbers and played a pre-recorded message, giving indication
that a malfunction had occurred.- A member of the research staff was
then dispatched to the project site and investigated the cause of the
malfunction. If corrective measures were possible, these would be;,taken
immediately; if not, the necessary repairs would.be postponed until a
more opportune time.
A broken tape or a total power failure was detected easily. However,
two special electrical systems were installed in order to precisely
locate the two other, malfunctions, avoiding.any unnecessary inconvenience
43
-------
to the home owners. Two sets of lights on the monitoring equipment
provided visual indication of the location of the malfunction.
Project's Daily Operational Procedure
The two major objectives in the daily operations of the pressure sewer
system demonstration consisted of:
(a) Maintaining the automatic monitoring equipment in
proper functioning order;
(b) Documenting and repairing any and all malfunction
occurrences within the pressure sewer system.
The automatic monitoring system had to perform as efficiently as possible
in order to supply the data necessary for the final evaluation. A fresh
supply of tape had to be installed on the monitoring equipment every
forty-eight hours, based on an average usage of 76 out of 96 active
periods per day. During periods of high.usage, the tape was exhausted .-
in less than forty-eight hours so that daily visits to the project were'
necessary.
For weekends and long holiday periods, an expensive Mylar base tape was.
used. This thin, yet strong, tape permitted recording nearly 86 hours
continuously, eliminating the need for a visit to the project site. '
Environment/One Corporation prepared a computer program used in summari-
zing the daily project operating status based on the information gathered
by the automatic monitoring equipment. Time-Sharing Computer Services ;
were utilized for all of the computational work. The raw data was fed
to the computer and stored in a file. At the end of a week's storage,
the special computer program, named "Daily" (see Appendix B), processed.
the file and printed a daily summary sheet, indicative of the operational
status of the project.
Figure 25 illustrates the format of the raw data with the fifteen minute
block being emphasized. On occasion, a bad block of data was produced ,
by the automatic monitoring equipment. When this occurred, the program^
named "Daily", automatically omitted the erroneous block of data.
Basically, the daily summary sheet reported seventeen (17) different <.
parameters (Figure 26). Each of these parameters is described briefly:
below: '.
(l) Daily Maximum Pressure - Max. pressure achieved ;
within the !£ inch discharge pipe during the twenty- v
four hour period.
(2) Maximum Non-operational Pressure - Maximum pressure
achieved with the 1-^- inch discharge pipe during a ;
non-operational period.
44
-------
100 2015 .
9bb 935 36b 4b5 325 946 0611
926 567 021 801 943 932 1200
443 386 100 953 924 004 IblO
b!5 721 964 883 414 929 2410
235 924 961 304 116 840 3011
954 940 710 330 354 949 3600
946 870 876 023 863 931 4211
792 562 614 917 927 058 4800
869 049 943 938 159 850 5411
574 95b 967 821 096 508 6011
977 939 384 959 003 991 6600
100 2030
988 935 227 5b8 325 946 0611
938 563 021 801 854 936 1200
337 434 100 953 924 964 1810
815 721 924 884 325 929 2410
235 919 961 304 116 840 3011
954 94C 693 330 354 949 3600
946 869 876 023 944 934 4211
790 562 614 917 927 Oil 4800
869 049 944 938 141 8bO 5411
574 958 967 821 096 508 6011
_918_ 94_0_ _3_8_4_ £59_003 991 6600
100 2045 ~1 x-W« MIN11TP<5
988 935 146 588 325 946 0611 I ^ ^ '"w'fc*
929 506 084 801 849 932 1200 | OUTPUT
278 482 100 953 924 920 IblO I
896 721 931 884 324 929 2410 I
235 922 961 304 116 840 3011 I
954 940 661 331 354 949 3600 I
946 713 962 023 944 934 4211 I
790 562 614 917 927 Oil 4800 I
905 049 944 938 Oo7 b50 5411 |
574 964 967 821 096 508 6011 I
92*L93*> _384 _959. 003_ 99 l_6600_ J
~l 00 2100
968 935 064 675 325 946 0611
932 502 084 801 860 932 1200
208 481 100 953 924 909 1810
896 721 941 884 321 929 2410
235 923 961 304 116 840 3011
954 940 661 330 354 949 3600
945 662 979 023 944 932 421 I
,790 562 614 917 927 Oil 4bOO
905 049 943 938 087 b50 5411
574 964 967 821 096 508 6011
979 939 334 959 003 991 6600
FIGURE 25
ftAW COMPUTER OUTPUT DATA
-------
11A1LY KLP9M OF OPERATIONS
RUN #419
HOUSE NUMEEli
DAILY MAX1MIK HhESSUKE
MAX. .\0N-3P. H*FSSUhh
AVERAGE MAXIMUM FISSURE
A VENOSE Ml -MI MUM CKFSSUPF
PEAK IS MIN. FLOS" I'AIE
FE.PK I HK FL9W R«TF
1-AYT11E KLBb
NlGHTTr-lt FLOW
TOTAL FLOW
- PM;£SUF:F SEWER -DF>i3iMSTRATIOM
09/P1/71
HJWFk 9UTAttfc INTERVALS
NUMBER 3f DAILY OPER'ATIBNS
TGTAL OPEkATlNG TIME
AVEKACiE PUMP RATKCFrt)
10
1 1
3b.y
3F.7
ffc.e
^.0
1^1.9
PS.O
176.4
5^.3
{?30.7
0
O
19
16.?
14.2
19. 8
18.8
10.3
1.9
30.0
*3.3
189.5
SI. 8
mi. 3
0
O
If
14.6
14.5
8.4
£.4
«.!?
3.0
f9.0
33.3
326.0
68. C
388.0
0
0
21
28. S
13.6
7.6
7.6
6.3
3.4
53.3
76.3
P53.6
95.9
349.5
0
0
f>7
S3. 3
15.0
9.9
9.9
7.8
3.0
T)-S
P5.P
107.3
f?H.4
135.7
0
0
9
9.7
14. C
3.S
3.8
O.a
3.4
0.0
n.n
O.P
c.o
0.0
(
fi/.
l>
0.0
0.0
PH. 1
9.7
9. li
4. }'
P7.5
36.0
156. 1
bb.P
PI 1.3
0
n
16
13.7
15.4
13.0
13-0
11.6
P.. 9
19.8
24. 7
t6b.il
HI.?
?H6. 4
0
0
31
?7.B
10-3
19.0
11.9
9.7
3.4
39. 1
65.6
364. 4
34.7
399. 1
0
0
pa
£8.8
13.9
23.0
9.S
6.5
1 .3
13.6
24.9
55.7
10. 1
6ft. 8
0
0
6
4.1
16.6
1 0. 7
1C- 6
7-1
a. i
19.6
35. a
ICO. 8
17-6
118.4
0
SP
f
11 .5
K-.3
12.2
12.2
10.0
?-4
18.0
S'.S
163.6
64.6
P^rf.2
0
0
16
16.9
14.7
35.9
92.0
lot. 2
2181.6
465.8
P647.4
KllMEEFt 0F ACTIVE PFRIODS
HMt OF MAX.
TIMt. 01- ilAX. H-OW
01S30 18:45 19S15 00:00 SO: 00 Pl::>()
16:30 18:45 20:15 pf:CO 07:30 OR: 15
20:30 10:00 17:4b 07:15 20:30 P3:00
Sl:00 1^:15 16:00 07:15 PC: 45 21:45
00: 00
FIGURE 26 DAILY SUMMARY SHEET
-------
(3) Average Maximum Pressure - Average maximum pressure .
based on the total number of active periods.
(4) Average Minimum Pressure - Average minimum pressure
as recorded by the second pressure gage based on the "
i total number of active periods.
1 (5) Peak Fifteen Minute Flow Rate - Maximum water flow rate
as,registered by the water meter during any fifteen
< minute period.
; (6). Peak One Hour Flow Rate - Maximum water flow rate regis-
; tered by the water meter during any one hour period.
j ;
i (7) "Daytime Flow - Total water flow from 6:00 A.M. to 10:00
j P.M. of a given day.
i
! (8) Nighttime Flow - Total water flow from 10:00 P.M. to
; 6:00 A.M. of a given day.
i !
(9) Total Flow - Total daily water flow (equivalent to
j daytime + nighttime flow).
J (10) Number of Overflows - The number of active periods during
which an overflow occurrence was recorded.
1 (ll) Power Outage Interval - The number of active periods
' during which electrical power was not available to the
! individual GP unit.
i (12) Number of Daily Operations - The number of active periods
! during which the individual GP unit was operational -
: not the actual number of on-off operating cycles.
i (13) Total Operating Time - Total time in minutes that each
[ individual unit operated for the twenty-four hour period.
' »
i (14) Average Pump Rate - Equivalent, to the total daily flo.w
i divided by the total operating time. Useful as a gross
! check of reasonableness, but not a true value due to
; the fact that total water flow was not equivalent at
i all times to the total wastewater flow (see Hydraulic
! Section for more details).
(15) Number of active' periods - Total number of active
j periods (fifteen minute periods) during which at least
i one GP unit was operational.
j (16) Time of Maximum Pressure - The time of day marking the
i end of that fifteen minute period during which the j
f maximum pressure occurred.
47
-------
(17) Time of Maximum Flow - The time of day marking the end
of that fifteen minute period during which the maximum
water flow occurred.
Parameters one (r) through nine (9), sixteen (16) and seventeen (l?)
were utilized in summarizing the hydraulic characteristics of the
pressure sewer project (see Section VII) while the remaining parameters
were used in documenting the operational characteristics of the GP units
(Section IV).
As for the event recorder, a roll of chart paper lasted approximately
eight days. It was then transcribed by research personnel to indicate
the actual number of operations per GP unit per day (Figure 27) and the
type and number of simultaneous occurrences. The bulk of this informa-
tion is presented in Section VI of this report.
Conclusions ,
The demonstration project site proved to be an excellent test site for
the GP units. Variations, not only in the population of the individual
town houses, but also the day to day life pattern, provided extensive
and representative test of the mechanical reliability of the GP units.
t
The pressure sewer system, particularly the PVC-DWV pipes and fittings,
functioned extremely well (Section VII).
The automatic monitoring equipment performed exceptionally well. Fol-
lowing an initial "shakedown" period, there^were few interruptions due
to electronic components breaking down. The data supplied by the moni-
toring system coupled with the event recorder information and the day
to day operational notes were voluminous but very pertinent to the
final evaluation of the GP units.
All of the instrumentation used to record the different parameters
worked quite well with the exception of the pressure gages. Clogging
of the small diameter copper tubing by the macerated sewage was a
constant occurrence and the corrosive effect of sewage on the instrument
check valves was extensive. Brass check valves originally used were
replaced by stainless steel check valves but the clogging effect was
not completely corrected. Therefore, the pressure gaging system was
less than 100% operational (see Section VII for more details).
48
-------
,' O ff> CO N- CD if
'
' 4=30 RM.
i t
\
\
<
\ 5=00 RM.
\
\ I
I ' ;
j
i
i
?
i
) 5'30 RM.
j T
i " L: : .
-
; . ;
; , O ft* N- CD If
sj- rO C
r
*\
CO
2
O
<;
rr
UJ
a.
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cc
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o
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C
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IP
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INI
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"
FIGURE 27
EVENT RECORDER STRIP CHART
49
-------
SECTION V
THE GRINDER PUMP (GP) UNIT
Introduction
Among the several vital questions to be answered in determining the
feasibility of systems of pressure sewers, a paramount one was, "Can a
Grinder Pump be developed which performs the necessary functions, is
economically feasible, and dependable enough to operate with a high re-
liability over an acceptably long service life?"
There was some remotely related precedent in the experience with large
scale lift stations, ejectors, and force mains. Additionally there are
some hydraulic similarities between a water distribution system and a
pressure sewer collection system. Major differences include the fact
that in one case the fluid is clear, stabilized water, while in .the.
other case the liquid is biologically unstable and contains gross solids
of all kinds.
The expertise of a group of knowledgeable civil, sanitary and hydraulic
engineers was combined to define the general specifications of a house-
hold Grinder Pump. Then, this equipment development task was turned
over to a group of product design engineers.
After the specifications were determined and the Grinder Pump equipment
designed, built, and laboratory tested, there remained the vital need
to prove its hydraulic suitability, solids handling capacity, and oper-
ating reliability under actual field conditions over a long enough
period of use to yield meaningful conclusions.
The steps leading from basic specifications to a commercially developed,
available equipment of demonstrated effectiveness and reliability are
the subject of this Section.
Functional Specifications
Basic functional specifications for a household Grinder Pump Unit had
been established during the original ASCE Combined Sewer Separation
Project. These specifications resulted from extended study by the ASCE
project staff, with Contributions from the steering committee, and con-
tinued to evolve during the prototype development program as a result
of inputs from other subcontractor studies which were going on con- ;
currently. The history of this prototype development and the deriva- /
tion of these specifications has been outlined in considerable detail '
earlier'9). A few highlights are worthy of quick mention here. ;
1. Grinder ; /
It had been agreed by the personnel comprising the project staff and
steering committee, that any efforts to pump domestic sewage through
51
-------
small diameter pipes would be fruitless unless the solids in wastewater
(particularly foreign objects encountered on occasion as a result of
carelessness or accident) be reduced to a fine particle size as a first
step in the processing. Therefore, the unit included a grinding element
operating at 1725 RPM. The location and spacing of the grinder entrance
off the bottom of the tank was determined experimentally and its effec-
tiveness in grinding many types of foreign objects such as paper, plastic,
fiber, wood, glass, rubber, etc., was thoroughly documented. See Figure
28. During this time it was determined that the placement of the grinder
in an inverted position a few inches off the tank bottom dramatically
improved its capability of handling foreign objects without jamming.
This is of primary importance in a device which must operate with maximum
reliability in or near a home for many years.
2. Pump
The pump rate, pressure, discharge size, and required characteristic
curve were established prior to the development program as being those
required to best match the flow rate, pipe size, power requirements, and
hydraulic characteristics into which they would discharge. These require-
ments were spelled out- as necessary inputs to the prototype development
program and were based on extensive study-by others including L.S. Tucker,
who describes the critical necessity.for a pump with essentially a vertical
head versus discharge (H-Q) curvev-'-^J. This same study shows the basic
reasons why pumps with centrifugal type characteristic curves.will not
perform in a system requiring discharge of'.many units simultaneously into
a common header. These conclusions are based on sound hydraulic prin-
ciples established by Stepanoff and others in various texts on hydraulics,
and pump application and design' -^j14,15;^ a]j Of which point out the
basic instability of a centrifugal type characteristic (with its flat
H-Q curve) when operated in parallel with a number'of other pumps, even
if they have nominally similar characteristic curves. The problems are
accentuated if the centrifugals are of slightly different shaped charac-
teristics,, or discharge against different static and/or dynamic heads.
These were exactly the conditions which would be obtained in any en-
visioned large scale pressure sewer system. In such systems each pump
would be located at a different position along the line, and would
therefore, be required to discharge against a total head composed of
static and dynamic components which would vary one from another, and
from time to time. This reasoning, based on fundamentals of hydraulics
and pump design, dictated the requirement that the H-Q curve for a
grinder pump suitable for system use be as nearly vertical as possible.
As noted in Figure 29, the pump ultimately chosen is a Moyno Pump, which
is positive displacement, progressing cavity type, and has an almost
vertical H-Q curve, coupled with proven solids handling ability. Vital
in system application is the fact that it does not have a "shut off" head
and discharges at an essentially constant rate regardless of head.
The maximum rated operating pressure was somewhat of a compromise be-
tween the highest head which might find application in the field and that
which could be reasonably obtained with a driving motor whose rating was
52
-------
FIGURE 28
BEFORE AND AFTER GRFNDING
FOREIGN OBJECTS
53
-------
o
I-
LJ
X
81-
69-
58-
46-
35-
rf 23J
S 12^
O-1
40
- ,35
eo
Q.
i 30
25
o
20
>-
o
15
g
8 10
i i r
i i i ii 11 r
OPERATING
PRESSURE
I
5 6 78 9 10 II 12 13 14 15 16
Q-6PM,PI-WATTS x io"2 .I-AMPS AT 240 VAC
TYPICAL PERFORMANCE
CHARACTERISTICS OF
GRINDER PUMP
FIGURE 29
54
-------
.suitable for connection to residential power circuits. Thus the 35 psig
(81 foot H20 head) rating was chosen. This means that significantly
large systems of grinder pump units can be manifolded together into
common street sewers, sectionalizing being required only at the ends of
reaches which span pressure changes of 35 psig. :
3. Size of 'Discharge Pipe
The discharge size of !£ inches was determined after preliminary friction
loss characteristics of several commonly available sizes of non-metallic
pressure pipe were investigated. It was obviously desirable, from the
standpoint of economics, simple construction methods, and least distur-
bance to the environment, to keep the pipe diameter as small as possible,
while at the same time insuring it was large enough to convey wastewater
reasonably long.distances at the anticipated rates of flow without ex-
cessive friction loss. The reason for choosing 1-g: inch nominal size is
evident from the friction loss curves shown in Figure 30. The nominal
pumping rate (which had originally been specified at 10 gpm, and which
actually turned out to be between 11 and 16 gpm) was determined in
connection with the required tank volume based on studies of household
water and wastewater flow rates, some of which were already in the liter-
ature and others of which were carried out as part of the ASCE project
with the specific purpose of supplying inputs to this product design
project. Earlier work leading to these conclusions is documented in
publications by Tucker, Waller, and Farrell^16'17'18^.
4. Tank Volume (. " '
The pump rate along with tank volume must be considered as; a system
design problem with two parameters, both of which have significant effect
on the peak flow handling capability of the combination. This is hydrauli-
cally similar to calculation of the magnitude and duration of peaks which,
can be accommodated by a flood control reservoir. That the tank volume
and pump rate were properly selected was confirmed by the fact that no
significant overflow occurrences were recorded. For details see Section
VI of this report.
5. Motor
The operating characteristics of the motor were essentially that:
l) it be capable of driving a pump with the head-discharge characteristics
described above, 2) it provide power for the grinding function, and 3)
that it be of a horsepower rating suitable for installation on commonly
available residential power circuits. Existing circuit requirements
limited this motor to a 1.0 horsepower rating. A low inrush (starting)
current and high starting torque were additional requirements to assure
reliability and freedom from the nuisance of lamp dimming and TV picture
size "shrinkage". Based on these considerations, and after considerable
additional development of the grinder to reduce its power requirement,
the final motor choice was 1.0 horsepower, capacitor start;, high torque,
squirrel cage induction motor with a built-in thermal overload protector.
55
-------
8
~
o
o
x 6
or
LJ
i
LL.
O
h-' '
Li.
i
CO
CO
o
O 2
O
BE
-V= 4.5 fps
V=2 l^fps
GP OPERATING RANGE
10 II 12 13 14 15
DISCHARGE-GALLONS PER MINUTE
FRICTION LOSS VS DISCHARGE
FOR THREE SIZES OF
POLYETHYLENE PIPE
FIGURE 30
56
-------
This automatic thermal trip-out avoids possible damage to motor, .pipeline,
or system, in the event of overloads of any kind. These functions were
accomplished with a motor operating at only 1725 RPM. This relatively
low speed is very desirable from the point of view of motor life and
noise level.
6. Controls
Controls to turn the motor off and on reliably in response to wastewater
level in the tank were essential. These must be capable of operating
for fnany years in the "unfriendly" environment of a tank containing raw
sewage. Grease is a constituent in most domestic wastewaters which has
had ia long reputation of being troublesome in this regard. A rather
simple system, operating on the principle of an inverted diving bell,
was ^chosen. As the wastewater level rises in the tank, an air column,
trapped in the diving bell, is compressed in proportion to the liquid
head] in the tank. This head generates a pressure which is transmitted
to the rugged pressure switch located in the dry portion of the equipment.
Initial prototype units employed a diving bell with a 1-inch inside dia-
metejr. It was found, through experience in the demonstration project,
thai; this was not free from grease fouling. See Figure 31. As a result
of this experience, the diameter of the diving bell was increased to 3
inches. This proved to be a satisfactory permanent solution to the grease
fouling problem. See Figure 32. These results are documented elsewhere
in tihis report. The explanation for this is apparently that although
grease still tends to accumulate to some degree on the inside walls of
the pressure sensing diving bell, before these deposits can completely
bridge across and seal the opening, the mass of grease becomes so great
that it sluffs off and is therefore self-cleaning. All 12 units in the
demonstration project were retro-fitted with these modified larger dia-
metqr pressure sensing bells, and the problem was completely eliminated.
A sqcond level sensing control of the same type is provided to indicate
an impending overflow condition, thereby providing a warning signal to
the owner or operator of the grinder pump. In the demonstration project,
such overflows were monitored and reported by the data handling system
described in Section IV.
Commercially available production units are normally equipped with a red
indicator lamp, but can be arranged to actuate an audible alarm if desired.
( *"
7. 'Check Valve
An integral check valve to prevent any possible backflow of wastewater
from the pressure system into the individual grinder pump units was judged
from the beginning to be of major importance. Earlier project work'18,19)
had-shown that no commercially available check valves were suitable for
reliable operation in a sewage environment, even though the waste had
been ground to a fine slurry. It was, therefore, necessary to develop
a unique check valve for this service. It is of the swing check type,
and appears , rather conventional. Its essential features are rather
subtle differences in the shape of passageways (which are smooth and free
57
-------
SIDE VIEW
FIGURE 31 !
GREASE FOULING OF l" DIVING BELL PRESSURE
SENSING TUBE USED IN PROTOTYPE GP UNIT j
58
-------
FIGURE 32
MODIFIED 3" PRESSURE SENSING TUBE
59
-------
from roughness and obstructions) as well as a unique flexible hinge of ;
small section without mechanical pins, rivets, screws, etc. The result >
is minimum obstruction to flow and no available rough surfaces on which 5
solids can accumulate. Additional protection against catastrophic back-
flow is provided by the semi-postive displacement pump mentioned earlierj
whose construction characteristics are such as to severely limit back- ;
flow. This provides an additional factor of safety in the unlikely event
of check valve failure. Additionally, manual stop valves were installed ^
in the discharge line near each grinder pump. In future pressure systems^
good design practice would se'em to suggest the inclusion of a second
(redundant) check valve and quarter-turn, full-ported stop valve near
the termination of each house connection at the street sewer.
Prototype '.Model . - . , ' '.
The above specifications were embodied into the twelve prototype grinder '
pump units originally installed in this demonstration project and pic-
tured in Figure 33. These prototypes were in general essentially equiv-
alent to that originally developed in ASCE Task 6(9). This design pos-
sessed the advantages of meeting the functional specifications, requiring
a minimum expenditure for special tooling and design time, and using the
maximum number of standard components. It was done to meet a tight time-
table, and these prototype units were suitable only for indoor use. The
objectives of the prototype phase were to prove the basic feasibility
of the idea, and determine if the choice of hydraulic parameters was
appropriate.
Production Model
j
Later, as the demonstration progressed, the Environment/One Corporation
continued development of a production model Grinder Pump which was planned
to be introduced commercially at a later date. This unit is shown in'
Figure 34. It was possible to produce a commercially available grinder
pump which met the same basic functional specifications outline origi-
nally, but was more reliable by at least an order of magnitude as shown
by the Section VI data. In addition, the commercial units were consider--,
ably more compact, improved in appearance, and able to be handled and ?
installed more efficiently. Beyond this, since it was completely water-
proof and corrosion resistant, the commercial grinder pump was also suit-
able for either indoor or outdoor installation. Ease of service was an
important characteristic of the final production design, as was a lower
noise level and longer life, particularly of the components subject to
corrosion.
While the prototype units cost about $3000 each because they were essen- :
tially handmade, production economies enabled the improved commercial
design to be offered in quantity for less than $1000 each.
More important than all the preceding was the fact that everything that
had been learned from the prototype experience was factored into efforts
in the final design to improve reliability and life. As an example, the
60
-------
FIGURE 33
PICTURE OF PROTOTYPE MODEL
61 -
-------
^V$,V..$/v. -
FIGURE 34
MODIFIED GP UNIT (FARRELL 210)
62
-------
prototype units had the pump mounted on top of the tank, and therefore,
subjected to a suction lift requirement of approximately 30 inches each
time they started. Although similar pumps had been reported to work
satisfactorily under considerably higher suction lifts, this Demonstra-
tion Project showed that if a large number of such pumps were called
upon to operate under this suction lift condition repeatedly over a long
enough period of time, there would be a very small (but in this instance
significant) incidence of cases where they would fail to prime. Although
this was certainly a low probability which might be considered accept-
able in some applications, in a Grinder Pump even this very low failure
rate was not considered tolerable. Therefore, the production design
was arranged in a different mechanical configuration, assuring that the
pump operated with a flooded suction and was, therefore, positively
primed each time when called upon to start. This change also eliminated
a long shaft, one bearing, and a coupling which had been the source of
several failures in the prototypes. Epoxy coated steel tanks, which had
been used in prototype units, were replaced by custom-molded fiber glass
reinforced polyester (FRP) tanks, a material well known for its combin-
ation of high mechanical strength and corrosion resistance, even in wet
or below grade applications. As noted in Section VI, this change in
tank material offered the additional benefit of a lower noise level,
which is especially desirable in indoor installations. The weakness of
the level controls on the prototype was eliminated completely by the
previously mentioned change to a diving bell of larger diameter, which
was not subject to fouling by grease.
By arranging the final unit as a complete one-piece cartridge, servicing
was made considerably easier and faster. The complete machinery of the
commercially available Grinder Pump Unit is removable as a unit without
disturbing the tank, the inlet, or the overflow connection. Thus a new
or rebuilt core assembly can be installed, in exchange for a defective
unit, in a few minutes, thereby minimizing "downtime" and assuring
continuity of service. A core, pulled out of its tank, is illustrated
in Figure 35.
Pre-Installation Testing
The mechanical performance of the units was tested prior to their de-
livery and installation on the job site. This included grinding per-
formance and pump rate versus head for the anticipated range of pressures.
Certified pump performance curves for each unit were furnished. Control
operating turn-on and turn-off levels, and time delay intervals were
recorded. (See Appendix C)
A subjective evaluation of the noise level of each unit was made and
recorded. Complete electrical performance was documented, including
power and current inputs versus head. To assure electrical safety, all
units were tested for insulation resistance, and the standard Underwriter's
Laboratories high-potential tests were performed.
The prototype units were recognized by the manufacturer to be the fore-
runner of a production model which would be more suitable for mass
63
-------
FIGURE 35
CORE REMOVAL IN MODIFIED GP UNIT
64
-------
production. It was also recognized that the Demonstration Project would
be an important proving ground for the fundamental components in the
Grinder Pump. With this in mind, care was taken to use the same type
of pump, grinder, and size motor that would be used in the production
model. The same fundamental level detector and controls were also used.
As noted earlier, some of these proved to be unsatisfactory in the early
stages of the Demonstration Project. Corrections were incorporated into
the production models. A great deal of development testing was done on
the grinding mechanism, as this was recognized to be a key element in a
successful pressure sewer system.
Installation in Demonstration Project
As described in greater detail in Section IV of this report, these units
were installed in a free standing arrangement in the basement of each of
a group of 12 town houses. They were plumbed into lj?' PVC schedule 40
discharge pipe, which passed through the building wall and were connected
using DWV fittings into a common pressure main whose size started at 1-J-"
diameter and increased to 3". This choice of 3" mains was made based on
the paucity of information available at the beginning of the project con-
cerning the likelihood of simultaneous operation of a number of pumps.
As noted in Section IV on Instrumentation, by means of a multi-channel
event recorder, the occurrence of simultaneous pump operation in the
group of 12 units was accurately recorded for a period in excess of six
months. Based on this information, it is now possible to conclude that
4 units out of 12 is the maximum number ever expected to operate simul-
taneously even on a very infrequent schedule. Consequently, main sizes
smaller than 3" would now be recommended for groups of 12 houses. This
data point (4 out of 12) has become an important element in the design
criteria now available, as a result of this demonstration, for use in
sizing pressure street sewers^20). This subject is presented in Table 12
and discussed further in Section VII. While additional refinement is
desirable, what is now available provides at least an order of magnitude
of improvement over previous knowledge of this subject.
Electrical installation included a 240 volt, single phase, 60 Hz, 3 wire
circuit of 10 ampere rating. Special control wiring was also installed
to provide for performance monitoring, vital to the data-gathering aspects
of the experiment.
Examination of GP Units at End of Project
On Site Testing of Units -
The following items were checked in each unit before it was removed from
the home:
(l) Electric power usage from kilowatt-hour meter (Units 1
and 2 only).
(2) "On" time for one complete pump-down cycle.
65
-------
(3) Turn "On" and turn "Off" levels.
(4) Delay time before turn-on and turn-off.
(5) Noise level (subjective).
Table 3 summarizes these observations and measurements. Explanation
of certain items should aid the reader in accurately interpreting these
observations. !
Noise Level -
No extra steps were taken, during installation, to make the units quiet.
Rather they were simply set on the floor without lagging or leveling.
During the course of the project, none of the occupants complained of
excessive noise. Generally, the modified units were as quiet or quieter
than other equipment such as automatic washers, -water pumps, and furnace
blowers, normally found in the home. As would be expected, the prototype
units, with the exposed motor and belt driven pump, were noisiest. The
quietest units were the modified units with fiber glass tanks. The modi-
fied units with steel tanks were noisier than those with fiber glass
tanks.
Laboratory Examination and Testing -
The units were returned to Environment/One Corporation's wastewater
engineering laboratory for a more detailed examination of the overall
performance and individual parts. These examinations were conducted in
November 1971 and within 24 hours after Grinder Pumps were removed from
the project site. They were performed jointly by New York State and
Environment/One Corporation personnel.
The following measurements and observations were made:
Visual observation of core units
High potential breakdown
Leakage current readings
Evidence of any moisture in motor cavity
Check valve condition
Flow rate vs. pressure
Pump rotor condition
Pump stator condition
Grinding element condition
Seal condition
Observations of tank
Cleanliness of level sensing tubes
In addition, a number of photos were taken of each unit, and are filed .
with the original data.
Applicable portions of this data are also included in Table 3. Again
some explanatory remarks and photos will aid in accurate interpretation
of the table.
66
-------
~J
Table 3
SUMMARY OF OBSERVATIONS AND TESTS OF GRINDER PUMP UNITS AT 03HCLUSION OF DEMONSTRATION
Item
Operations
Counter
Reading
kW Hours
Exam Con-
trols for
Moisture
Tinier Operations
(Seconds)
"On" Delay
"On" Time
"Off" Delay
Check Valve
Buble Tight?
Noise Level
Level Control
Depth in inches
"ON"
"OFF"
Pump Performance
GPM/Watts 0
15 psig
23
35
1
11471
154
OK
35.0/36.3
54.2/53.6
30.5/29.6
No
Quiet
12J-
sj
14.8/900
13.8/1025
12.4/1125
2
5211
78
' OK
35.7/35.4
59.9/59.5
26.0/25.5
No
Slightly
Noisy
(Loose
Parts)
13
7
14.7/875
13.6/1000
12.2/1125
3
11656
NA
OK
33.9/34.8
54.9/53.2
27.2/26.5
No
Quiet, but
not as low
as 1,5,9
13
3&
14.8/850
13.6/1000
11.8/1075
4
7214
NA
OK
32.6/33.0
51.8/50.4
26.6/25.9
No
Slightly
louder
than
average
13-1/8
7
14.8/850
13.8/925
12.5/1100
Unit Numbers
5 6
5337
NA
OK
42.1/41.4
54.5/51.0
25.4/24.2
Yes
Quiet
12
si
14.8/940
13.7/1050
12.4/1100
1707
NA
NA
-
NA
NA
NA
Yes
NA
NA
NA
14.8/925
13.8/1050
12.2/1200
7
6550
NA
NA
29.1/28.9
50.6/52.5
29.7/29.5
No
Louder
than
Production
Model
14-1/8
74
14.2/860
13.8/940
12.0/1060
8
7057
NA
OK -
Grease in
Sensor
32.7/37.2
71.1/86.5
27.3/29.7
No
Quiet, but
something
vibrating
isi
4
14.8/900
13.8/1025
12.4/1150
9
9131
NA
OK
38.5/38.7
50.0/49.3
28.0/28.4
No
Quieter
than
washer or
furnace
fan
13
5
15.2/875
14.0/1025
12.8/1160
10
8694
NA
NA
33.7/25.0
35.7/40.0
10.4/11.7
NA
NA
!<*,
4-3/8
15.4/900
14.5/1000
13.4/1100
11
3897
NA
NA
26.5/27.8
31.4/29.3
/11.8
NA
Very noisy
(Bearing
Problem)
9-3/4
5
14.8/860
14.0/960
13.2/1060
17
8225
NA
OK
39.1/38.2
48.7/48.3
25.9/24.9
No
- Very
quiet
12-1/2
5-1/8
14.8/850
NA
12.3/1150
NA = Not Available, or not checked
-------
Observation of Core Units -
In general, the core units were remarkably clean. . Grease buildup around
the turn-on level was the most pronounced place where accumulation of
anything occurred as shown by Figure 36. This buildup was heaviest for
those units in service longest, and tended to build up where there was
a projection or discontinuity in the generally smooth shape of the core.
As also demonstrated in Figure 36, the inlet, grinder, and pump areas
were very clean (no buildup ,of anything on working surfaces of inlet,
grinders, or pump rotors).
High potential breakdown, leakage current, and moisture in core -
There were no deficiencies or failures in these areas.
Check Valve Condition - .
The check valve flappers of the Modified GP units had stringy matter
caught in the hinge of the flapper valve and there was a heavy buildup
of grease directly behind the flapper_(see Figure 37). However, this
was not the case for three of the Prototype Models, which were in oper-
ation for the duration of the demonstration period (15^-months). These
conditions did not interfere with function of the units, but did permit
some wastewater to backflow into the tank. This was especially evident
when the units were laboratory tested at the conclusion of the project;
since most of the check valves would not seal absolutely bubble tight
against a two foot column of water. These marked differences in the
check valve conditions between the Prototype and Modified GP units can
be rather easily justified. While Prototype Model had a horizontal
section of pipe immediately following the check valve, the Modified Unit,
on the other hand, had a 3 foot vertical pipe section. Therefore, during
the non-operational periods, solids settled adjacent to the check valve
in the Modified Units causing the excessive accumulations on the flappers.
However, it is interesting to note that all evidence points to the fact
that the check valves were not leaking a sufficient amount during ser-
vice to have significant effect on unit performance. Neither the
number of unit operations nor unit running times changed significantly
during the project. (There was one exception to this the check
valve on one of the prototypes was replaced during the project because
the data on water usage and pump running time did not correlate with
what the pump flow rate should have been.)
Flow rate vs. pressure: pump.rotor, pump stator, and grinding element
condition -
There was no evidence of wear on any of these "parts. There has often
been expression of concern by prospective users about wear of the grinding
elements. These parts exhibited a finely polished appearance only. There
was no evidence of wear. This condition is exemplified by Figure 38 (a&b).
If pump discharge and power consumption versus head data in Table 3 are
compared with these characteristics for a new unit as shown in Figure 29,
it is evident that no deterioration of performance occurred during the
demonstration.
68
-------
FIGURE 36
PHOTOGRAPH OF GREASE ACCUMULATION AT TURN
ON LEVEL - WITH GRINDER RELATIVELY CLEAN
69
-------
, FIGURE 37
t
PHOTOGRAPH OF SWING VALVE FLAPPER
70
-------
FIGURE 38A
GRINDING ELEMENT
71
-------
FIGURE 38B
GRINDING ELEMENT AND
BELL SHAPED PRESSURE SENSOR
72
-------
Seal Condition -
Most seals were very clean. Some did have stringy material caught in
the stainless steel coil spring but this apparently did not interfere
with proper function as evidenced by the absence of moisture in the core
interiors and no evidence of electrical insulation breakdown.
Observations of tanks -
There was a grease buildup on the side of almost all tanks. This buildup
was centered around the turn-on turn-off levels, and in some cases, ex-
tended out from the tank wall as much as five inches. This did not
appear to interfere with proper operation (except for its effect on tank
holding volume). Typical buildup on a steel tank is shown in Figure 39,
while a typical fiber glass tank is pictured in Figure 40.
Two additional observations are interesting, namely that l) the buildups
in both tanks are interrupted immediately under the inlet connection
where the in-flowing wastewater washes the wall clean, and 2) the size
of buildup on fiber glass tanks is much smaller, evidently because of
its very smooth interior finish.
The steel tanks in general appeared to be unsatisfactory for long term
use in the intended service since all were rusting badly. (There is a
possibility that a better protective coating on the steel might overcome
this drawback.) The fiber glass reinforced polyester tanks appeared to
be totally satisfactory for this use. After rinsing them out there was
no evidence of attack of any kind. Table 4 gi/es further data on tanks.
Cleanliness of level sensing tubes -
All of the units had been retrofitted during the demonstration with 3"
diameter diving bells on the main level sensor tube. Without exception
these were operational at conclusion of test. Most were completely clean,
and a few had some slight grease buildup, as much as 1" high in the tube,
but this had no detrimental effect on operation or calibration of the
level controlled switch. A bottom view of the tube from Unit #4 has
already been presented in Figure 32. One inch diameter tubes were used
for the overflow sensors, and these were all clean and operational. It
should be noted that since they are high in the tank, they become sub-
merged very infrequently and thus are much less exposed to grease.
Conclusions
1. Functional specifications for a household grinder pump unit as
originally defined during ASCE's Combined Sewer Separation Project
were met, and demonstrated to be appropriate.
2. Performance of the original prototypes, though functionally and
hydraulically correct, was unacceptable in terms of reliability.
73
-------
FIGURE 39
TYPICAL GREASE ACCUMULATION IN STEEL TANK
-------
FIGURE 40
TYPICAL GREASE ACCUMULATION
IN FIBER GLASS TANK
75
-------
Table 4
DESCRIPTION OF UNITS AT END OF TEST
Unit #
Item
Type Unit Note l)
Tank Material (Note 2)
Tank Finish
Tank Diameter
(in Inches)
Tank Height in Inches
Peak Flow Storage
Volume, in Gallons
(Note 3)
1
GP210
OOMM.
FRP
MOLD-
ED IN
26top
24bot
36
30
2
GP209
COMM.
STEEL
EPOXY
PAINT
28
36
43
3
GP209
COMM.
STEEL
EPOXY
PAINT
28
36
43
4
GP209
COMM.
STEEL
EPOXY
PAINT
28
36
43
5
GP210
COMM.
FRP
MOLD-
ED IN
26top
24bot
36
30
6
GP210
COMM.
FRP
MOLD-
ED IN
26top
24bot
36
30
7
GP200
PROTO
FRP*
MOLD-
ED IN
26top
24bot
36
43
8
GP209
COMM.
FRP*
MOLD-
ED IN
26top
24bot
36
30
9
GP209
COMM.
FRP*
MOLD-
ED IN
26top
24bot
36
30
10
GP200
PROTO
FRP*
MOLD-
ED IN
26top
24bot
36
43
11
GP200
PROTO
FRP*
MOLD-
ED IN
26top
24bot
36
43
12
GP209
COMM.
FRP*
MOLD-
ED IN
26top
24bot
36
30
NOTES - l) GP210 = Commercially available Model Farrell 210 by Environment/One Corp.
GP209 = Commercially available Model Farrell 209 (core only)
GP200 = Prototype Model Farrell 200, no longer commercially available.
2) FRP = Fiberglass Reinforced Polyester - Supplied by Environment/One Corp.
FRP = Fiberglass Reinforced Polyester - Supplied by Local Manufacturer
3) Peakflow Storage = Volume above turn "on" level and below overflow
-------
3. A modified commercial unit was developed which successfully met
the functional specifications, was approximately an order of
magnitude more reliable than the prototypes, and possessed a number
of additional features such as quieter, and more compact, which
broadened its potential area of application.
4. The necessity for pumps which are positively primed, and protected
from accidental siphoning, was demonstrated by the difference in
operating experience between the prototype and modified commercial
grinder pump units.
5. The necessity for constant displacement pumps, in a system with
variable and widely fluctuating heads, already brought out in
earlier work of a more fundamental nature, was demonstrated in a
very practical way. Centrifugal type pumps can be used only on
an individual basis. In order for such pumps to function in pressure
sewer systems, they must 'be equipped with pressure regulating flow
control devices, and/or variable speed automatically controlled
motors, neither of which is a practical alternative for the small
scale required by units for use in systems serving residences
and similar small buildings.
6. Epoxy coated steel tanks proved to be unsatisfactory since all six
were rusting badly. The possibility of a better protective coating
might improve their performance. However, the fiber glass rein-
forced polyester tanks appeared to be much more practical, not only
because of their lightness in weight but also because of the lack
of any deterioration signs after being exposed to raw sewage for
over 15 months.
7. Like any electro-mechanical device, the grinder pump will require
occasional minor repair, and very infrequent major overhaul. This
fact has been a strong factor in the design of the modified units,
so that speedy replacement by semi-skilled personnel can be carried
out using a core exchange technique which will insure minimum
"downtime".
8. It appears that this fifteen-month long practical field demonstration,
coupled with other knowledge already available or accumulated by
others concurrently, has proven the suitability of the pressure sewer
approach as a workable solution to many of those situations where
conventional gravity sewers are technically or economically not
feasible. In addition, several significant data points were obtained
which coupled with the hydraulic information already available from
other sources, provide the basic criteria for the design of large
scale pressure sewer systems. Therefore, properly designed pressure
sewer systems should find increasing application in those special
situations with problems which outweigh the advantages of conventional
gravity systems in more normal circumstances.
77
-------
SECTION VI
SUMMARY OF OPERATIONAL DATA
Introduction and Objectives
This section focused its attention on five specific objectives which were
explicitly stated in the approved grant application'''/.
" 2. Obtain the operating experience necessary for an evalua-
tion of the effectiveness of the individual pump-storage-grinder (GP)
units by subjecting these prototypes to an extended period of actual use
in a significant number of homes where the mechanical performance, use
patterns, operating costs and maintenance requirements are completely
monitored."
"3. Through the monitoring program mentioned, determine the occurrence
and duration of any overflows to the gravity sewers which may take place.
This information will either confirm the initial choice of pump rate
and reservoir capacity or show the need for future optimization".
The mechanical performance of the individual GP.units is perhaps the
single most important parameter to be evaluated^2'. This evaluation was
made utilizing the extensive data supplied by the automatic monitoring
equipment, event recorder's charts, and recorded field observations de-s-
cribed in detail in Section IV.
The same data also furnishes information on use patterns, operating
costs, and maintenance requirements necessary for the design of future
systems.
Results - Mechanical Performance
A bar graph was prepared showing the performance of the twelve GP units,
the automatic monitoring system, and the event recorder (Figure 41). It
should be noted that, for the duration of the field demonstration, the
event recorder and monitoring equipment were never out of operation at
the same time. As a result, a relatively continuous monitoring of the
pressure sewer system was obtained.
The total number of operations was recorded by the twelve channel event
recorder. Prior to its installation on January 4, 1971, unit counters,
which were part of the automatic monitoring equipment, had to be read
manually and they, at best, could give us only the total number of opera-
tions over longer periods of time, such as twenty-four hours.
The information gathered by the event recorder was transcribed manually
to yield the total number of operations over any fifteen minute period
for any given day, with simultaneous operations also being tabulated at
the same time.
79
-------
INSTALLATION OF MODIFIED GP UNITS
(1-6,8,9,12)
JUNE JULY AU6. SEPT. OCT. NOV. DEC. JAN. FEi. MARCH APRIL MAY JUNE JULY AUG. SEPT. OCT. NOV.
r
00
O
2
4
8
«
7
I
t
10 1
"
12
111 |
1 1 1 1 1
s e 25
AUTOMAT
t 1 t 1 1
I I I I 1
S 19 23
1C MON
|[
4
1 It-
1 1 1 1 1
I 1 I I I
5 a is
OTOKING
-ih'i
1 17'
i i i i i
JUNE JULY AUG. SEPT. OCT. NOV. DEC.
1970
5 13 29
EQUIP*
EVENT
1
If
ltd!
L 1 1 1 t 1
9 19 29
ENT
RECORD
HP-
IP
HHf-
^
A
f
1 1 1 1 1
1 1 1 1 1
9 19 29
II
ER
23
MF=M
-|M|
i
1
1 1 1 1 1
9 19 25
1
-,'V
-V
[F
1 1 1 1 1
1 1 1 1 1
s is as
oczn
1 1 1 1 1
9 19 29
III
1
'
t 1 t 1 1
t 1 1 1 1
9 19 29
n
||
...
1 1 1 1 1
1 1 t 1 I
9 O 29
-V
plE*^
1 1 1 1 1
11)11
3 13 25
Til
||
_
-if
f&b"
1 1 1 1 1
Itlii
5 15 25
- 3
rHP
1 1 I 1 1
1 i 1 1 1
5 IS 25
m
ID
T
-1
1
T
"I
I i 1 I I
JAN. FEB. MARCH APRIL MAY JUNE JULY AUO. SEPT. OCT. NOV.
1971
FIGURE 41
PERFORMANCE RECORD OF GP UNITS
AND MONITORING EQUIPMENT
-------
The total number of on-off operations as reported in Table 5 reflects
those operations from October 1, 1970 to the termination of the project,
November 7, 1971, a thirteen month period. However, some units were in
operation prior to the official starting date during the so-called de-
bugging period.
Therefore, it should be noted that, in addition to the operations re-
ported in Table 5, there was a total of 6,282 operations for the months
of August and September, 1970. This total is distributed as follows
for the twelve units:
Unit # 12 345678 9 10 11 12
Operations 722 366 1064 431 888 0 203 184 1112 674 513 125
The 125 operations reported for Unit No. 12 were due to the fact that the
developer allowed the usage of the sanitary facilities by the project's
personnel. This same unit was reported as being unoccupied until Decem-
ber 1970.
Two much more informative tables (Tables 6 and 7) report the total number
of operations both for the prototype and the newer, modified units. This
separation is essential for the evaluation of the overall mechanical per-
formance of the newer units.
The total motor running time was listed on the daily computer summary
sheet. Depending on the size and type of tank, the average running time
per cycle varied for each unit as shown in Table 8. Again, separation
was desirable in order to differentiate between the operating cycles for
the prototype and modified GP units.
In the previous chapter, the exact length of the motor running cycle for
each of the twelve units was reported, as it was measured at the term-
ination of the demonstration while the GP units were still in place.
By taking the average daily operations and multiplying this value by
the length for each operation, an average daily operating time is obtained
for each of the town houses (Table 9). As can be seen, the average daily
operating time varied greatly for the 12 GP units.
The variation in the above values is dependent on a number of factors,
such as: population, wastewater flows, final pressure sensing tube and
pressure switch adjustments, etc.
As to the number and type of malfunctions, we encountered a total of 44
individual malfunctions within the GP units' system, excluding malfunc-
tions of the research monitoring equipment.
The bar graph (Figure 41) has these malfunctions enumerated and Appendix D
describes each occurrence. Basically, all of the 44 malfunctions can be
placed into four specific categories:
81
-------
TABLE 5 - TOTAL NUMBER OF OPERATIONS
Unit No.
Mo/Yr
Oct. 70
Nov. 70,
Dec. 70
Jan. 71
Feb. 71
Mar. 71
Apr. 71
May 71
June 71
July 71
Aug. 71
Sept 71
Oct. 71
Nov. 71
Total par Unit
1
1097
753
578
993
640
523
399
690
1154
993
886
568
950
209
10,433
2
313
283
295
279
273
264
293
512
444
483
420
366
523
100
4848
3
500
509
588
925
818
972
502
524
493
539
716
840
842
166
8934
4
383
342
253
456
333
599
394
420
313
288
599
775
761
133
6049
5
353
369
380
381
281
299
365
211
401
295
329
238
428
128
4458
6
-
-
243
214
198
290
382
209
-
-
-
-
-~
-
1535
7
393
372
307
359
240
282
383
499
440
559
487
534
814
179
5848
8
295
347
350
338
249
701
418
447
571
828
845
735
516
78
6718
9
552
575
455
466
422
546
422
525
577
530
607
851
840
168
7536
10
332
303
306
250
593
592
551
666
719
686
775
512
500
122
6906
11
243
242
201
191
109
124
274
358
284
370
168
226
-
-
2790
12
-
-
711
777
601
933
483
604
600
666
607
658
602
160
7402
Total
per Month
4,461
4,095
4,667
5,629
4,756
6,125
4,866
5,665
5,996
6,237
6,439
6,303
6,776
1,443
73,458 Total
per project
Average Operations =2.6 per capita per day
-------
TABLE 6 TOTAL NUMBER OF OPERATIONS FOR PROTOTYPE GP UNITS
CO
CO
Unit No.
Mo/Yr
Oct.
Nov.
Dec.
Jan.
Feb.
Mar.
Apr.
70
70
70
71
71
71
71
May 71
June
July
Aug.
Sept
Oct.
Nov.
71
71
71
71
71
71
1 2345678
1,097 313 500 383 353 - 393 295
753 283 509 342 369 - 372 347
578 295 588 253 380 243 307 350
993 279 925 456 381 214 359 338
640 273 818 333 281 197 240 249
433 240 866 599 299 290 282 701
11 78 10 383 69
499
440
559
487
534
814
- - - - - 179 -
9 10
552 332
575 302
455 306
466 250
422 593
531 592
551
666
719
686
775
512
500
122
11
243
242
201
191
109
124
274 ,,
358
284
370
168 ,
226
-
-
12
-
-
711
777
601
926
-
. -
-
-
-
-
-
-
Total per Unit 4,494 .1,683- 4,206 2,377 2,141 954 5,848 2,349 3,001 6,906 2,790 3,015
-------
TABLE 7 NO. OF OPERATIONS FOR MODIFIED GP UNITS
Unit No.
Mo/Yr 1
Oct.
Nov.
Dec.
Jan.
Feb.
Mar.
2 Apr.
70
70
70
71
71
71
71
May 71
June
July
Aug.
Sept.
Oct.
Nov.
Total
71
71
71
71
71
71
per
-
90
399
690
1154
993
886
568
950
209
Unit 5,939
2
-
24
293
512
444
483
420
366
523
100
3,165
3
-
106
502
524
493
539
716
840
842
166
4,728
4
-
-
383
420
313
288
599
775
761
133
3,672
5 6
-
-
287 372
211 209
401
295 -
329 -
238
428
128
2,317 581
7 8
_ w
-
349
447
571
828
845
735
516
78
0 4,369
9 10
15
422
525
577
530
607
851
840
168
4,535 0
11 39
7
483
604
600
666
607
658
602
160
0 4,387
-------
TABLE 8
LENGTH OF OPERATING CYCLE
AVERAGE TIME (SEC)
\TYPE OF
\. GP
UNIT\yNIT
NUMBER^
1
2
3
4
5
6
7
8
9
10
! 1
12
PROTOTYPE
58
74
39
56
77
lil
63
93
38
41
112
43
.MODIFIED
i
1
59
71
74
59
69
65
(55)*
57
67
(39)*
(40)*
68
,
^PROTOTYPE GP UNITS WITH NEW
TIMERS AND PRESSURE GAGES
85
-------
TABLE 9
AVERAGE OPERATING TIME- FOR GP UNITS PER -DAY
Uni"t
No.
'!
2
3
4
>
5 :
6
' 71'
8
9
10
3
; 1^
12
Operating Time
(min.)
28.5 "
' - . 16.0 -
' 35.2
17.0
'13.6
13.9
13.0
,16.8 '
20.3
11.1
8.7
20.5
86
-------
A - Unit's Motor Continuously Running
This was caused primarily by two factors; first, the pump losing its
prime and secondly, by an irregularity within the pressure sensing tube.
The pressure within the sensing tube would build up, activating the unit
but recurring grease accumulations would block the 1" orifice, thereby
not permitting the pressure to be released when the- wastewater level was
pumped down. Also, an occasional faulty pressure switch accounted for
the occurrence of this malfunction.
B - Excessive Noise Within a GP unit
This occurred only during the prototype phase. The major reasons were
the loosening of pulleys causing excessive vibrations, and the motor's
belt rubbing against the metal guard.
C - Unit in Overflow Condition
Caused primarily by the accumulation of grease within the one inch bell
shaped pressure sensing tube. This built up, completely clogged the one
inch opening, and did not permit the normal registration of the increasing
wastewater level within the tank. Therefore, without an increase of
pressure within the bell shaped tube, the GP units did not operate and the
overflow system was activated. In addition, an occasional faulty pressure
switch, or an on-delay timer activated the overflow condition.
D - Improper Functioning of the GP Unit
That portion of the malfunctions dealing with this topic was again caused
by faulty on-delay timers and pressure switches.
Out of the 44 malfunctions recorded, Category "A" accounted for half or
22 of the total number, followed by Category "C" with 14, Category "B"
and "D" with 4 each.
In the second phase of the demonstration project, only 5 malfunctions
were recorded for the new and modified units. These five were covered
by Categories "A" and "D" only.
By closely examining the different types of malfunctions, only the nega-
tive side of the picture is being presented. It is, therefore, essential
to dwell for some time on the positive side of the mechanical perform-
ance of the GP units.
In order to do this, a method of expressing the overall mechanical per-
formance or operating status of the GP units by means of'a single numer-
ical value seemed desirable.
A value selected was tabbed as the Project's Operation Ratio. It is
equivalent to:
O.R. = Number of GP Unit Pay of Actual Operation
Total Number of GP Unit Days of Possible Operation
87
-------
Table 10 reports the results of the monthly Operation Ratios and the
Overall Operation Ratio for the Demonstration Project. A very important
note is the fact that the numerator value excludes those days when any of
the GP units were out of operation for a period of time greater than 15
minutes.
In order to evaluate the performance of the modified units, a separate
table of operation ratios was prepared (Table ll). These same values
can be found in the previous table but an overall operation ratio was
computed based only on the nine new GP units.
Use Pattern
"" i '" /
As was expected, the average usage pattern of the GP units varied greatly.
This was' anticipated since the number of people living within each of the
town houses also varied from a low occupancy rate of three persons per
unit to a high rate of eleven persons per unit. Figure 42 reports the
occupancy rate for each of the twelve units.
In order to show the variability in the GP unit's usage, the daily average
GP operations were calculated on a monthly basis, accompanied by their
respective high and low values. These values are presented in Table 12.
By using the event recorder data, daily cumulative GP unit operations'
diagrams were constructed for some typical housing units. These diagrams
(Figures 43 ;and 44) are meant to illustrate the usage pattern over a
typical twenty-four hour period. Weekend patterns are somewhat different,
as wcjuld be expected, with the total number of operations for the entire
demoristration project increasing by as much as 80 over any given weekday
total (Figure 45).
Operating Cost
This parameter deals explicitly with the annual cost of electric energy
for the operation of the GP units. Table 13 reports a theoretical cost
of $2.12/year(9).
In order to verify this theoretically derived value, two watt-hour meters
were installed in Town Houses Nos. 1 and 2 as previously reported. Unit
No. 1 registered a total of 154 KW hours while Unit No. 2 accounted for
78 KW hours. These values represent the total electrical power consump-
tion over a fifteen month period (thirteen months -for the actual demon-
stration period and two months for the de-bugging period).
Then, the average monthly power consumption for these two GP units was
calculated to be 10.2 and 5.3 KW hours respectively. Applying an average
incremental power consumption rate of- 2.3$ per Kilowatt-hour (KWH)^1)9
the operational monthly cost for Unit No. 1 amounted to $0.23 and $0.12
for Unit-No. 2.
Both GP units had a'somewhat identical operational cycle. Therefore,
the differential in the operational cost for the two units can be accounted
88
-------
00
TABLE 10 - SUMMARY OF OPERATION RATIOS
Project Project
Unit No.
Mo
Oct
Nov
Dec
Jan
Feb
Mar
Apr
May
June
July
Aug
Sept
Oct
Nov
0, R. per
Unit
1
1.00
.90
1.00
1.00
.86
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.98
2
1.00
1.00
1.00
1.00
1.00
.81
.83
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.97
3
1.00
.97
.84
.94
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.98
4
1.00
1.00
1.00
1.00
.86
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.99
5
1.00
1.00
1.00
1.00
.93
1.00
.97
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.99
6
.00
.00
1.00
1.00
.82
1.00
1.00
.45
-
-
-
-
-
_
.40**
.97
7
1.00
1.00
1.00
1.00
.82
.77
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.97
8
1.00
1.00
1.00
1.00
.79
1.00
.93
1.00
1.00
1."
1.00
1.00
.97
1.00
.98
9
1.00
.87
.81
.77
.89
1.00
1.00
1.00
1.00
1.00
.94
1.00
1.00
1.00
.95
10
1.00
1.00
1.00
.84
.96
1.00
1.00
1.00
1.00
1.00
1.00
.87
1.00
1.00
.98
11
1.00
1.00
1.00
1.00
1.00
.94
.97
1.00
1.00
1.00
.61
12
.00
.00
1.00
1.00
.93
.94
1.00
1.00
1.00
1.00
1.00
"X"X"X"
.58 1.00
-
_
.82
.94
1.00
1.00
.84**
.99
Operation
Ratio
0.83
0.81
0.97
0.96
0.90
0.95
0.97
0.95
0.92
0.92
0.88
0.85
0.83
0.83
0.90
Operation
Ratio*
1.00
.97
.97
.96
.90
.95
.97
1.00
1.00
1.00
.96
.96
.996
1.00
* This ratio excludes those units which were unoccupied but where the GP Unit was operational.
** First ratio is based on entire demonstration period, while second ratio is based during period of
***Prototype Unit was removed from service because of numerous malfunctions, as of Sept. 19, 1971.
-------
TABLE 11 - SUMMARY OF OPERATION RATIO FOR MODIFIED UNITS
\o
D
Unit No.
Mo 1
Oct
Nov
Dec
Jan
Feb
Mar
Apr
May
June
July
Aug
Sept
Oct
Nov
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
2
-
1.00
.83
1.00
1.00
1.00
1.00
1.00
1.00
1.00
3 4
-
1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
1.00 1.00
Operation Ratio - 1811
5
-
-
.97 1
1.00 1
1.00
1.00
1.00
1.00
1.00
1.00
GP Units
6 7
P
R
0
T
0
T
.00 Y
.00 P
E
-
M
-
0
-
D
-
E
-
L
' Days of
8
-
-
1.00
1.00
1.00
1.00
1.00
1.00
.97
1.00
Actual
9
-
1.00
1.00
1.00
1.00
1.00
.94
1.00
1.00
1.00
10
P
1 R "
0
T
0
T
Y
P
E
M
0
D
E
L
11
P
R~
0
T
- 0
T
Y
P
E
M
0
D
E
L
12 Operation Ratio
-
-
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
.98
1.00
1.00
1.00
.996
1.00
.996
1.00
Operation oo_
1820 GP Units' Days of Possible Operation
-------
CHARACTERISTICS OF PRESSURE
SEWER SYSTEM PROJECT HOMES
TYPE OF HOUSE
A6E
LOT SIZE
APPROX. MARKET VALUE
SOURCE OF WATER
WASTEWATER DISPOSAL
2 STORY TOWN HOUSE
I YEAR
20' X 100'
$ 17,000 - $21,000
CITY OF ALBANY
CITY SEWER SYSTEM
^* ^UNIT
NUMBER OF^-*-^^
PEOPLE
CHILDREN
BEDROOMS
BATHS
1
6
4
4
i
2
7
5
4
'*
3
9
7
5
'{
4
8
6
5
4
5
5
4
4
4
6
5
4
4
4
7
6
4
4
4
8
6
4
5
4
9
8
6
5
4
10
3
2
3
1
II
3
2
3
1
12
9
6
5
i 1
'"2
FIGURE 42
-------
TABLE |2
SUMMARY OF GP UNITS MONTHLY AVERAGE
CPERATIONS PER DAY
DATE
a= UNIT i
Oct 70
Nov 70
Dec 70
Jan 71
Feb 71
Mar 71
Apr 71
May 71
June 71
July 71
Aug 71
Sept 71
Oct 71
Nov 71
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
Ave.
High
Low
35
57
19
27
56
2
19
40
5
32
48
21
25
38
8
17
35
8
13
24
6
22
37
11
38
53
23
32
45
9
29
55
10
20
33
6
31
53
13
30
36
20
10
14
3
10
17
5
10
14
6
10
13
5
10
32
6
11
17
2
12
22 .
2
17
41
7
15
22
8
16
26
6
14
28
4
13
23
1
17
31
1
14
24
9
16
23
12
ia
25
13
21
36
2
32
52
18
29
40
ia
31
44
12
16
23
13
17
31
12
16
27
10
17
26
10
23
42
12
30
49
15
27
39
18
24
30
18
12
23
6
12
21
a
8
15
4
15
22
11
14
25
8
19
28
12
13
20
6
14
34
8
10
21
7
9
19
1
19
35
9
28
42
19
25
38
14
19
32
11
11
23
6
13
23
6
12
18
6
12
23
6
11
21
5
10
30
4
12
28
5
7
23
1
13
42
3
10
27
3
11
31
1
9
20
1
14
35
6
18
31
6
-
-
8
11
3
7
12
3
9
15
4
9
15
5
12
28
1
15 '
26
5
.
"
-
-
~
-
-
.
13
25
7
13
26
5
10
18
4
12
29
6
10
24
5
12
26
6
13
25
8
16
42
6
15
29
9
18
33
Q
16
34
7
19
44
9
26
49
10
26
54
10
10
2]
1
12
21
8
11
18
7
11
18
7
11
29
3
23
30
14
14
23
6
14
32
8
19
39
9
27
44
13
27
36
18
26
49
18
17
29
7
11
21
13
18
39
7
20
38
10
18
26
1
17
28
' 3
17
34
1
18
28
8
14
24
8
17
26
8
19
46
11
17
25
6
22
33
10
30
46
21
27
42
18
24
35
16
11
17
6
10
23
4
10
17
5
10
17
6
22
29
13
19
27
11
18
36
5
21
36
.9
.24
41
12
22
40
8
25
46
12
21
45
7
16
29
10
17
26
10
8
23
4
8
15
4
6
14
1
6
13
2
4
11
2
4
8
2
9
17
2
12
22
6
10
20
4
13
36
6
9
16
5
21
18
13
-
-
-
-
23
33
1
25
33
15
23
29
19
31
40
2]
16
20
8
20
30
13
20
29
9
21
40
11
20
33
12
24
46
16
19
25
13
23
32
19
92
-------
30-
to
z
o
UJ
Q.
o 20-
o:
UJ
CD
ID
z
10-
UNIT I
UNIT 3
UNIT 9
THURS., MAY 27, 1971
WED., MAY 26, 1971
MOW., MAY 10, 1971
UNIT ' I
12
i
2
3456789
i
10
r
12
NOON
2 3 4 5 6 7 8 9 10 II 12
FIGURE 43 NUMBER OF OPERATIONS FOR
WEEK DAY vs TIME OF DAY
-------
40 n
30 -
(T
UJ
Q.
O
20 -
DC
UJ
CD
S
10 -
UNIT I SAT., MAY 22, 1971
UNIT 3 "
UNIT 9 "
*
UNIT
r
r-J
1
UNIT
1
12 I 23456
T~
7
8
T
9
1
1 - r
10 II 12 I
NOON
~l 1 1 1 1 1 1 1 1 1 1
2345 6 7 8 9 10 II 12
FIGURE 44 NUMBER OF OPERATIONS FOR
WEEKEND vs TIME OF DAY
-------
240
vD
O1
200-
z 180-
o
H
* 1601
ui
Q.
o
140-
120-
ui
100-
80-
60-
40-
20-
UNITS 1-12 SUN. 5/9/71 WEEK END
UNITS 1-12 TUES. 4/27/71 WEEK DAY
I 23456789 10 II 12 I 234567 89 10 II 12
12
FIGURE 45 TOTAL NUMBER OF OPERATIONS
vt TIME OF DAY
-------
TABLE 13
THEORETICAL ANNUAL COST OF
ELECTRIC ENERGY CONSUMPTION
DATA
0 ASSUMED FAMILY SIZE = 5 PERSONS
2) ASSUMED PER CAPITA WASTEWATER FLOW
- 60 GAL/CAP/DAY
3) ASSUMED SYSTEM PRESSURE = 20 PS16
4) NATIONAL AVERAGE COST = $ 0.015/KW-HR
5) PUMP OUT RATE AVERAGE = 12.8 GPM
6) PROTOTYPE POWER CONSUMPTION AT
20 PSIG = 99O WATTS
CALCULATIONS
ANNUAL COST =
60 X 5X 365 X 990 X 0.015
12.8 X 60 X 1000
= $ 2.12/YR
EQUIVALENT MONTHLY COST = $ 2.12/12
* O.I8/MONTH
I
96
-------
TABLE 14 MONTHLY OPERATING COST PER UNIT* (Values are in Dollars)
vO
Oct. 70
Nov.
Dec.
Jan. 71
Feb.
March
April
May
June
July
Aug.
Sept.
Oct.
Nov.
Total Yearly
1
.36
.25
.19
.32
.21
.17
.13
.23
.38
.33
.29
.19
.31
.07
3.00
2
.13
.12
.12
.12
.11
.11
.12
.20
.18
.19
.17
.15
.21
.04
1.80
3
.11
.11
.13
.20
.18
.23
.21
.22
.20
.22
.30
.35
.35
.07
2.70
4
.12
.11
.08
.14
.10
.19
.13
.14
.10
.10
.20
.26
.25
.04
1.80
5 6
.15
.16
.16 .15
.16 .13
.12 .12
.13 .18
.14 .15
.08 .08
.16
.11
.13
.09
.17
.05
1.61
7
.14
.13
.11
.13
.08
.10
.12
.15
.14
.17
.15
.16
.25
.06
1.69
8
.15
.18
.18
.18
.13
.37
.15
.14
.18
.26
.27
.24
.17
.02
2.45
9
.12
.12
.10
.10
.09
.12
.16
.20
.22
.20
.23
.32
.32
.06
2.18
10
.08
.07
.07
.06
.14
.14
.12
.15
.16
.15
.17
.11
.11
.03
1.45
11
.15
.15
.13
.12
.07
.08
.06
.08
.06
.08
.04
.05
-
-
1.18
12
-
-
.17
.19
.14
.22
.18
.23
.23
.25
.23
.25
.23
.06
2.32
Cost (11/1/70-
10/31/71)
*An incremental power consumption rate of 2.3$ per KWH was used to arrive at these values.
-------
for due to the fact that Unit No. 1's total yearly operations are double
that of Unit No. 2 and their monthly operational usage is in the same
range.
Based on the incremental power consumption rate of $0.023 per KWH, a
taMe was prepared indicating the monthly variation for each of the
twelve units and the yearly cost for the 12 months period beginning Nov-
ember 1, 1970 and terminating October 31, 1971 (Table No. 14). These
values were arrived at by multiplying the total monthly operations by the
average time of an operating cycle and the power consumption (watts) for
each of the units under a given dynamic head. Table 15 represents a
typical calculation performed by computing the monthly operating cost
for each of the twelve town houses.
Table 15 - AVERAGE MONTHLY COST COMPUTATION
Data:
(l) Number of Operations - October, 1970 1,097
(2) Average Length of an Operational Cycle 58 sec.
(3) Power Consumption for a given Dynamic Head 900 watts @ 5 psi
(4) Cost of Electric Energy $0.023 per KWH
Calculation:
Monthly Cost = 1,097 x 58 x 900 x .023 = $0.37
60 x 60 x 1,000
Maintenance Requirements
A telephone call from the remote controlled tape recorder within the
field office trailer indicated the occurrence of a malfunction at the
demonstration project. Upon arrival at the site, the malfunction was
located and appropriate steps were taken to have it repaired as soon as
possible.
Most of the malfunctions were such that a single person was able to make
the necessary repairs. Occasionally, a second person was necessary for
the purpose of lifting the GP core out of the tank. The core itself
weighs about 140 Ibs.
A stock of spare parts (at least six of each) was kept at the field
office trailer including a complete core unit. Basic mechanic's tools,
flashlight and a volt-ohm-meter were all the equipment heeded in order
to make the necessary repairs.
For this particular demonstration project, a number of engineers and
technicians were qualified to perform repair work on the GP units.
However, no preventive maintenance was performed for the duration of
the project since the manufacturer of the GP units did not recommend any
such maintenance.
98
-------
In order to summarize the monthly maintenance work, a Service Ratio
Value was introduced at the outset of the actual field demonstration.
This parameter was computed by taking the number of Unit Days requiring
service divided by the number of Unit Days of actual Operation Accom-
plished.
Table 16 gives the results of the. Service Ratios for each of the twelve
GP units and for the entire pressure sewer system. Again, as was in-
dicated by the Operation Ratio, the Service Ratio also confirms an im-
portant performance record for the new GP units. A special Service
Ratio (Table 17) has been calculated for the nine new GP units from the
period of their installation until the termination of the project.
Overflow Occurrences
The staff of American Society of Civil Engineers Project on Separation
of Combined Sewers gathered some data on wastewater flows from individual
homesvlS,!?^ This information was used, to design a tank having a storage
capacity of at least 44 gallons^).
It was necessary to confirm the adequacy of the tank storage capacity.
Therefore, the automatic monitoring equipment was capable of recording
the length of time of any overflow occurrences. As mentioned in previous
chapters, the two types of tanks used in this project had a gross storage
capacity of 60 and 80 gallons and peak flow storage capacity of 30 and 43
gallons respectively.
A natural overflow would have occurred only when the quantity of waste-
water entering the tank was so great that the pump could not adequately
handle this peak flow. The storage capacity would then have been utilized
with an ensuing overflow occurrence if the peak flow continued.
After reviewing the computer printouts, no data was found to substantiate
any inadequacy in the storage capacity of the tanks, when used in com-
bination with pumps of the capacity previously indicated (i.e. 11 to 16
gpm).
Discussion
The mechanical performance of the prototype GP units was somewhat dis-
appointing. The number of malfunctions for the first six months appeared
excessive. More than one malfunction occurrence per month for the entire
12 units' pressure system would make the GP unit mechanically unfeasible.
Basically, the cause for the majority of the malfunctions during the pro-
totype phase was the extensive grease build-up within the 1" bellshape
pressure sensing tube. Figure 31 represents the cross-sectional area of
the 1" tube 'with the surprisingly large build-up. This accumulation
occurred only after 5 months of operation, and completely clogged the
opening. The modified bell-shaped pressure sensing tube with a 3" opening,
99
-------
TABLE 16 - SUMMARY OF SERVICE RATIOS (OVERALL)
o
o
House #
Month
Oct
Nov
Dec
Jan
Feb
March
April
May
June
July
Aug
Sept
Oct
Nov
1
0
.074
0
0
.042
0
0
0
0
0
0
0
0
0
9
0
0
0
0
0
.040
.080
0
0
0
0
0
0
0
3
0
.034
.077
.067
0
.033.
0
0
0
0
0
0
0
0
4
0
0
0
0
.083
0
0
0
0
0
0
0
0
0
5
0
0
0
0
.038
0
.035
0
0
0
0
0
0
0
Unit Days
6 7
0
0
0 0
0 0
.087 .043
0 .042
0 0
0 0
- 0
0
0
0
0
0
1 of Actual Operation
s_
0
0
0
0
.182
0
.036
0
0
0
0
0
.033
0
9_
0
.077
.040
.083
.040
0
0
0
0
0
.067
0
0
0
10
0
0
0
0
.037
0
0
0
0
0
0
.038
0
0
11
0
0
0
0
o.
0
0
0
0
0
.157
.455
_
12
_
0
0
0
.034
0
0
0
0
0
0
0
0
P *p CY T ft *" *f* R a 4- ? /-\
0
.017
.008
.011
.042
.011
.014
0
0
0
.015
.019
.003
0
Total Service Ratio = .011
-------
TABLE 17 SUMMARY OF SERVICE RATIOS FOR THE MODIFIED UNITS
House #
Month
Oct.
Nov.
Dec.
Jan.
Feb.
March .
April
May
June
July
Aug.
Sept.
-Oct.
Nov.
Service
1
-
-
-
-
-
0
0
0
0
0
0
0
0
0
Ratio (S.R.
2
-
-
-
-
-
0
.080
0
0
0
0
0
0
0
) = GP
GP
3
-
-
-
-
-
0
0
0
0
0
0
0
0
0
Units'
Units'
4
-
-
-
-
-
-
0
0
0
0
0
0
0
0
Days
Days
567
-
-
_
_
-
-
.034 0
0 0
0
0
0
0
0
0
Reouirinq Service
of Actual Operation
8
-
-
-
-
-
-
0
0
0
0
0
0
.033
0
= 6
1823
9 10
-
-
-
-
. -
0
0
o-
0
0
.069
0
0
0
= .003
11 12
-
-
__
-
-
-
0
0
0
0
0
0
0
0
Service
Ratio
0
.011
0
0.
0
.008
0
.004
0
-------
shown in Figure 32,eliminated any further clogging.
A secondary cause for many of the malfunctions was the GP units' pumps
losing their prime. In part, this problem can be attributed directly
to the inability of the pressure sensing tube to function properly. The
failure on its part to shut down the motor caused a large quantity of air
to be introduced into the system. Upon the Unit's next operation, the
pump accordingly failed to function preventing the proper discharge of
the macerated wastewater from the tank.
Having modified the new GP units by relocating the pump within the bottom
portion of the tank, all problems related to its malfunctioning were elim-
inated. Malfunctions No. 28 and 29 can be directly related to the work
performed during the installation of the new units. Air was introduced
into the system during this period and failure to bleed the air out of
the discharge pipes caused these two malfunctions.
Only five out of the forty-four recorded malfunctions were attributed to
the new units. This enormous reduction can be directly related to the
two basic design modifications: (l) Increasing the 'bell-shaped pressure
sensing tube opening from one inch to three inches, and (2) locating the
pump within the tank so that it is always positively primed.
As for the actual operation of the GP units, the great variation in the
total number of daily on-off operations is indicative of the thorough
testing that these GP units were subjected to. (Table 12)
Figure 46 was constructed to show the variations for three GP units, which
demonstrated low, average|and high operational usage for this project.
Low values of zero, one or two operations were not unusual; similarly,
high values of 56 and 57 operations were common for the duration of the
project.
There was no noticeable seasonal variation as far as the total number of
operations for the demonstration project was concerned. A slight increase
in the total number of operations during the second half of the project
can be accounted for by the fact that all washing machine discharges
were re-routed to the GP tank. Because of this, a much closer relation-
ship was evident between the water and wastewater flows (see Section VII).
Also, the newer units had slightly shorter operating cycles because of
new times and pressure sensing relays.
No direct relationship can be established between any of the units re-
garding their total number of operations vsroccupants. For instance,
Unit No. 2, which had a greater number of occupants than Unit No. 1,
registered less than half of the total operations tabulated for Unit No. 1.
Factors such as daily pattern of living', number of working adults, number
of pre-school an'd school age children, etc.^ greatly affected',the number
of operations from house to house. '
1 !
The daily operating time for each of the units also varies greatly as a
result of the same factor as stated above. However, the data does rein-
102
-------
50 -i
40 -
30 -
20 -
V)
2 10 -
O
TYPICAL OF
LOW USAGE RATE
I
__ MM 1 T Wn 0
0 AVERAGE
t-u
{^ MAXIMUM
Q MINIMUM
d
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X
X
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ife
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X
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1
oc
ui 501
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U.
0 20-
10 -
CC
TYPICAL
17
13
i
^
X
x
|
|
r
!
-,
/
/
/
/
X
X
X
/
l
i
x
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X
1
1
X
X
X
X
X
1
7
/
x
X
X
1
7
i
7
/
X
X
X
ir<
/
/
x
X
^
OF AVERAGE USAGE RATE
UNIT
i
-
X
X
X
i
7
/
x
x
X
x
x
-
1
X
X
X
X
X
X
-
CD
3 70-.
Z
60 -
> 50 -
i
__
^
0 40 -
30-
' 20-
10-
(
7
/
\\X\\\\\\\\N
~1_F
TYPICAL OF
1
NO. 12
i
7
X
/
X
X
1
i
r-
X
/
X
X
X
X
]
i
7
X
X
X
X
X
X
X
X
X
X
1
-
\\\\\\\\\\\\l
]
I
^
X
X
X
x'
X
^
X
-
1
P7]
X
X
X
X
1
)
HIGH USAGE RATE
UNIT
1
/
y
y
y
X
^
X
f
f
i
7
/
X
/
/
/
X
X
X
'
j
r
/
/
X
1
7
/
/
/
X
X
X
X
-
1
7
\\VsX\X\\\\N\V1
1
OCT NOV DEC JAN FEB
< 1970 1971 >
I
k\\\\\\\\\\\\V1
/
'^
1^
^
1
MAR APR
NO. 1
_1
!
x
X
X
X
1
\
!
X
x
x
x
X
X
X
X
/
X
-
!
r
x
x
X
X
X,
X
1
r
/
X
/
/
x
x
X
X
/
X
X
]
MAY JUNE JULY AUG
r\
\
r
X
X
1
I
X
x
/
x
/
x
/
/
SEPT OCT
FIGURE 46 TYPICAL USAGE RATE OF GP UNITS
103
-------
force previously quoted values of ten (10) to thirty (30) minutes for the
total operating time per day.
Perhaps the best indications on the performance of modified GP units are
given in Tables 11 and 17. An Operation Ratio of 0.995 and a Service
Ratio of 0.003 were achieved for the last seven and a half months of
operation in comparison to an Operation Ratio of 0.958 and a Service
Ratio of 0.015 for the first six months.
Every attempt was made to have the values of the Operation and Service
Ratios kept to an absolute minimum. However, occasionally, as can be
noted in the descriptions of the different malfunctions, a few days
passed before service was restored to normal.
The research staff was very careful to avoid creating personal friction
between members of the staff and the residents of the town houses. The
performance of service on certain occasions was delayed in order not to
inconvenience these residents. In this particular demonstration project,
the overflow system to the conventional sewer system afforded the luxury
of permitting, when necessary, a delay in performing repair work. This
is one of the principal reasons that the Operation Ratio at times is much
larger than desired.
A new parameter - "down time" - can be introduced in order to further
exemplify the performance record of the new GP units. This parameter,
expressed as a percentage, equivalent to the total number of hours any
given unit was out of service over the total number of hours of possible
operation.
For the first six months, the prototype GP units produced a "down time"
of 2.69%, which appears to be unacceptable for this type of system,
while during the second half of the project, the modified GP units alone
showed a more acceptable "down time" of 0.27$. (Table 18)
Even though both of these values could have been reduced by a wide margin,
the first six months still would have produced such a high value that the
prototype GP units would have been mechanically unfeasible.
Also, as was expected from this particular development, there were four
distinct peak periods of usage during a normal work 'week:
(a) Early morning - start of a work and school day
(b) Noon - lunch period
(c) Mid-afternoon - children returning from school
(d) Early evening - dinner hour
On the other hand, weekends did not produce any distinct peak usage period,
even though the total number of GP unit operations were increased by as
much as seventy operations. A much more evenly distributed GP unit usage
occurred during this forty-eight hour period.
104
-------
TABLE 18 "DOWN-TIME" PERFORMANCE RECORD
(Expressed as Percentage)
Modified Model
1
2
3
4
5
6
7
8
9
10
11
12
2.6
2.9
2.9
1.0
0.4
1.3
2.6
2.3
6.7
2.0
14.7
0.8
0
1.9
0
0
0.20
N.A.*
-
0.70
0.10
-
0
*N.A. No data available due to vacancy of Unit No. 6
105
-------
The operating cost (power consumption) of the individual GP unit is
absolutely minimal. For this project, the average yearly cost was cal-
culated to be thirty-two cents per capita with great variations existing
between the individual households. Therefore, the operating cost, ex-
clusive of maintenance, should not be a factor when considering the
economics of a pressure sewer system.
Finally, the tanks used in the demonstration project were able to provide
the necessary storage during peak wastewater flows. No overflows occurred
which were not directly attributed to mechanical failures on the part of
the GP units.
Conclusions
A. The mechanicalperformance of the prototype GP units was totally un-
acceptable because the high number of malfunctions (39 in all) pro-
duced:
a. Low operation ratio - .958
b. High service ratio - .015
c. High "down time" - 2.69%
On the other hand, the modified GP units were much more mechanically
feasible because the low number of malfunctions (5 in all) produced:
1. High operation ratio - .995
2. Low service ratio - .003
3. Low "down time" - 0.27&
B. A majority of the prototype malfunctions were attributed to the heavy
grease accumulation on the inside of the one inch bell-shaped pressure
sensing tube, and to the loss of prime by the GP units' pump.
C. Corrective modifications in the design of the GP units prevented any
further malfunctions by the pressure sensing tube and pump. The
opening in the pressure sensing tube was increased from one inch to
three inches and the pump was relocated near the bottom of the tank.
D. There were over 79,740 operations of the GP units for the demonstra-
tion period. The average contribution per capita per day for this
demonstration project amounted to 2.6 operations. The average oper-
ating cycle for the new modified units varied from 57 to 74 seconds.
E. No distinct seasonal variations in the usage of the GP units were
noted. Four peak periods were recorded during a typical weekday:
early morning, noon, mid-afternoon and early evening with great
variations in the daily operation from unit to unit.
F. Operating cost for the demonstration project amounted to 34$ per
capita per year.
G. The pump size and tank capacity were more than adequate to handle any
peak wastewater flows. No design modifications are necessary in this .
area.
106
-------
SECTION VII
PRESSURE SEWER SYSTEM'S HYDRAULICS
Introduction
Before the demonstration project was initiated, it was thought that
the success of a pressure sewer system was for the most part depen-
dent on the product, i.e. the reliability of the GP units. However,
at the conclusion of the project, the reliability of the GP units
was well documented and proven but what emerged as the critical para-
meter of a pressure'sewer system was its hydraulic characteristics.
This section will focus its attention on the hydraulics of the system
emphasizing the data necessary to evaluate a major objective of the
demonstration, that is, to document the effectiveness of small diam-
eter, non-metallic pressure sewers in carrying routinely the waste-
water from a number of residential buildings over an extended period
of time including seasonal changes and some prolonged periods of
disuse (long weekends, vacation and the like).
Description of Pressure Sewer Piping System
The pressure sewer system's pipe sizing was based on the ASCE minimum
scouring velocity criteria(22) for pressure sewers and on certain
engineering assumptions regarding the estimated wastewater flows from
the 12 GP units. A summary of the parameters utilized in the final
design of the pressure sewer system is presented in Table 19. No
data was available on the scouring velocity for pipe sizes less than
2"(22).
It must be understood that the flows in the different portions of
the pressure main were based strictly on an engineering estimate.
There was no data available on the frequency of GP operations for a
multiple units system. It was possible to predict the peak usage
hours of the GP units, but since the operating cycle per GP unit is
very small, 57 sees.to 74 sees., it was almost impossible to predict
the number of units working simultaneously during this peak period.
It was, therefore, assumed that a maximum flow of 90 gpm would flush
regularly that portion of the pressure main serving all 12 GP units.
It was also assumed that a minimum flow of 60 gpm would occur rou-
tinely over a 24 hour period. The 60 gpm value was equivalent to 4
GP units operating simultaneously. Based on this minimum flow and
a proportionate reduction of the flow down the pressure main, the
calculated velocity was greater than the recommended minimum scouring
velocity(23) Of vs =ffi in an portions of the pressure main.
2
107
-------
TABLE 19
SUMMARY OF ASSUMED HYDRAULIC DESIGN
PARAMETERS FOR PRESSURE SEWER
PROR LINE
12 .11 10
SECTION NUMBERS
76 54
Ill
12
II
10
9
8
7
1 1
6
5
4
3
1
2
1
726 728 730 732
SAMPLING a
CONTROL BOX
734 736 738 740 742
744 746 748
STREET 8 PROP. LINE
M.H.
SECTION
NUMBER
1
2
3
4
5
6
7
8
9
10
II
12
PVC-DWV
PIPE SIZE
1.25
2.0
i
3.0
APPROX.
LENGTH OF
SECTION (FT)
20
20
40
20
20
20
20
40
20
20
20
60
ASSUMED
MAX FLOW
(GPM)
15
30
45
|
. 1
60
|
75,
1
1
90
ASSUMED
MIN. FLOW
IN 24 HR.
(GPM)
15
1
. 30
I
I
45
I
i
60
I
I
CALC.
VELOCITY
MIN. FLOW
(FPS)
3.76
I.63
1,63
3.26
3.26
1.44
2.18
2.18
2.18
2.92
2.92
2.92
MIN. VEL.
SCOURING
CRITERIA PER
ASCE (FPS)
N.A.
0.846
«
0.930
1
108
-------
The piping system from the GP unit to pressure main to discharge
point is shown in Figure 47. The 1-5" PVC pipe size was recommended
as the discharge pipe from the individual GP units'2). The frictional
head losses for the 1-5" pipe compared to 1" and l^r" pipe sizes are
presented in Figure 30.
Installation
Plans and specifications were prepared and a contract let to a plumb-
ing contractor for the installation of the pressure sewer system.
The specifications called for PVC Type I Schedule 40 pipes, PVC-DWV
fittings and PVC solvent cement. As stated in a previous chapter, a
temporary variance in the City of Albany1s Plumbing Code had to be
obtained for the duration of the demonstration.
The plumbers lacked experience in the installation of PVC materials.
As a result, a number of leaks were discovered when the system was
pressure tested at 80 psig. The pressure test was performed before
the pipes were backfilled. As a result, the repair work was accom-
plished rather quickly with little delay. Figures 48 and 49 show
the project during the installation phase of the contract.
The pressure main was located 18 feet from the rear of the town
houses (row houses) and it varied from 1-^" at Unit No. 1 to 3" in
size at the discharge end of the main.
The purpose of using PVC-DWV fittings was that they afforded a
smoother transition rather than the sharp angular transition of the
schedule 40 or 80 fittings. Sanitary tees with the additional 45°
elbows were used to make the final connection from house to the
pressure main as shown in Figure 50. Whenever possible, a common
excavation trench was used for the installation of two lateral
pressure pipes (Figure 51). Also, all pipe size transitions were
made at the point where a lateral entered the pressure main. This
was accomplished by utilizing Sanitary Tees and reducing bushings
(Figures 52 and 53).
As a final precaution in order to protect the PVC pipe from any
physical damage during backfilling operations and thereafter, the
specification was later changed to call for an additional 12" of
sand top cover, because of large boulders and bricks, which were
part of the fill material for that area.
Results
Wastewater Flows
There were no direct recordings made of the wastewater flows from the
Pressure Sewer System. Therefore, the wastewater flows were based
on four (4) related sources: l) Total water flow within each of the
twelve individual units; 2) Wastewater compositor recordings (see
Section VIIl); 3) Total operating time for the twelve GP units; and
4) Event recorder data on the number of operations.
109
-------
>
3
INTER FAITH BETTER HOMES DEVELOPMENT CORPORATION
SOUTH PEARL ST. PROJECT
EX MH. RIM EL 2I.51/
INV EL 120
o=±
11 JJ J
-PROPEBTYLINE
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41-4
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FIGURE 48
PHOTO OF PROJECT DURING INSTALLATION PHASE
111
-------
FIGURE 49
PHOTO OF PROJECT DURING INSTALLATION
PHASE
-------
FIGURE 50
CONNECTION OF PRESSURE LATERALS (1
TO PRESSURE MAIN (3")
113
-------
FIGURE 51
COMMON EXCAVATION DITCH
FOR PRESSURE LATERALS
114
-------
FIGURE 52
SUDDEN ENLARGEMENT (iV X 2")
AT LATERAL CONNECTION WITH PRESSURE MAIN
115
-------
FIGURE 53
SUDDEN ENLARGEMENT (2" X 3")
AT LATERAL CONNECTION WITH PRESSURE MAIN
-------
1) Water Flows
An extensive data collection system was designed to record the water
flows within each of the twelve individual town houses since very
little information had been available regarding the individual home's
water usage in the past. This demonstration project presented an
opportunity to thoroughly document household water flows and relate
them to the wastewater flows from the individual GP units. A des-
cription of the water flow recording system which can be found in
Section IV of this report, notes that outside uses such as lawn
watering etc., were excluded.
A summary of weekly, monthly, fifteen minute, and one hour peak flows
as well as the total flow is presented in Appendix E. In addition,
daily, weekly and monthly flows per capita were calculated based on
the original occupancy survey of the project town houses.
During the second phase of the project, the total wastewater flows
ranged between 95 and .100 percent of the recorded water flow (Figure
54). Figure 55 represents the relationship betwe.en the fifteen min-
ute water flow values over a 24 hour period and the wastewater flows
based on the individual GP unit operations. The close correspondence
between these two hydrographs demonstrates that the water flows
measured are a highly reliable indicator of the corresponding waste-
water discharges.
2) Wastewater Compositor
The operation and usage of the compositor is described in Section VI
of this report. It is sufficient to say at this time that the waste-
water compositor was especially fabricated by the Research Staff and
was used to collect representative samples of the effluent from the
pressure main for chemical analyses. The compositor was electrically
connected to the event recorder so that accurate records were made
of the total number of compositor operations. Figure 56 represents
the direct relationship between the total number of compositor oper-
ations and the wastewater flows.
This relationship was extremely important for those days when there
were no water flow records available, since it was possible to com-
pute the total wastewater flow based on the number of compositor
operations.
3) Total Operating Time
It was noticed on numerous occasions that the daily computer summary
sheet indicated a higher pumping rate for an individual GP unit than
possible. The pumping rate was computed by dividing the total water
flow by the total operating time. This being the case, it was dis-
covered that an excess water flow was caused by the usage of the
basement sink for clothes washing and other related activities. As
117
-------
5000
4000
9000-
OT
Z
o
-I
< 2000
i *
00
IOOO'
WASTE WATER FLOW
5 15 25
JUNE
5 ' 15 ' 25 I 5 ' 15 ' 25 I
' .1111 Y ' AII/2IIOT I
JULY
AUGUST
5 15 25
SEPTEMBER
T I I I I I
5 15 25
OCTOBER '
1971
FIGURE 54 WASTEWATER AND WATER FLOWS
-------
450i
24 MRS. PERIOD-
o
o
li.
cc
400-
350-
300-
250-
12AM
DATE' JULY 18,1971
RUN NUMBER' 354
UNIT NUMBER 3
TOTAL WATER USAGE 421.5 GALS.
TOTAL GP RUNNING TIME - 27.61 MIN.
TOTAL NUMBER OF OPERATIONS - 21
WATER FLOW
WASTEWATER FLOW
PUMP OPERATIONS
2 3456 7 8 9 10 II 12PM I 2 345 6 7 8 9 10 II 12AM
FIGURE 55
WATER FLOW vt TIME
AND
WASTEWATER FLOW v« TIME
-------
30-i
to
o
z 15-
10
SLOPE « 917 / 7 131 GALLONS PER OPERATION
1400 1600 1800 2000 ' 2200 ' 2400 ' 2600 ' 2800 ' 3000 ' 3200 ' 3400 ' 3600 '' 3800 ' 4000 ' 420C
'WASTEWATER FLOWS (gallons)
FIGURE 56 NUMBER OF COMPOSITOR OPERATIONS vs WASTEWATER FLOWS
-------
reported before, the basement sink was not originally connected to
the pressure system so that any water used there would bypass the
GP unit and flow directly into the city's sanitary sewer.
However, during normal operational conditions, the total operating
time multiplied by the rated pump discharge at the given pressure
head was equal to the total water usage for any unit. Vice versa,
the water flow divided by the operating time resulted in the rated
pump discharge at the given pressure head.
This value was used to double check the wastewater flows obtained
by the two previous methods.
4) Number of Operations
As a final check on the wastewater flow values, the event'recorder
strip chart was used not only to summarize the total number of oper-
ations for the twelve GP units and the number of compositor operations
but also to compute the approximate running time for each of the units.
This data was especially useful during those days when the automatic
monitoring equipment's data puncher had malfunctioned.
Simultaneous Occurrences
The Pressure Sewer Demonstration Project consisted of having 12 GP
units' in operation for a 12 month period. However, due to circum-
stances beyond our control, such as house vacancies, all 12 GP units
were in actual operation for only 5-g- months. The remaining time,
even though all GP units were operational, some of the town houses
were vacant and the GP units were not in daily use (see Table 20).
TABLE 20 - SUMMARY OF OCCUPANCY FOR 12 TOWN HOUSES
Date
No. of GP Units
in Actual Usage
Remarks
Oct. 1 to Dec. 1, 1970 10
Dec. 2, 1970 to May 14, 1971 12
May 15 to Sept. 19, 1971 11
Sept. 20 to Nov. 8, 1971 10
Houses No. 7 & 12 vacant
Total Usage
House No. 6 vacant
House No. 11's prototype
Unit removed from service
With the use of the 12 channel event recorder, it was possible to docu-
ment (a) the total number of operations for each GP unit (b) all
simultaneous occurrences (c) the precise number of GP units active
during these occurrences.
121
-------
This type of data is critical for the design of future pressure
sewer systems. The maximum anticipated flows will dictate the size
of pipe within the pressure system. At the same time, the hydraulic
gradient will reach its peak slope. The engineer, therefore, must
design a system optimizing the sizes and scouring velocities and be
certain that the upper recommended working pressure of the GP unit
is not exceeded.
Based on the event recorder data, January 4, 1971 to November 8, 1971,
a summary of the total number of GP units operations and simultaneous
occurrences is presented in Table 21.
During the last ten (10) months of the demonstration project, a total
of 58,823 operations were recorded, which represent approximately 191
operations per day. Therefore, in order to obtain a picture of the
minimum and maximum flows within the pressure system, the above men-
tioned data indicated that (a) on the average, 2 GP units ran simul-
taneously 20 times per day (b) 3 GP units operated simultaneously
slightly more than once per day, and (c) 4 GP units ran simultaneously
on the average of once every 14 days.
After reviewing even further the event recorder data, flows were cal-
culated for the different reaches of the pressure main (Table 22).
These flows were based on the simultaneous operations and were as
follows:
l) Maximum flow for project - 60 gpm (4 GP Units)
2) Maximum Daily Flow - 45 gpm (3 GP Units)
3) Average Flow - 30 gpm (2 GP Units)
4) Minimum Flow - 15 gpm (l GP Unit)
It should be noted that in a design of a large system which would be
loaded to rated pressure (35 psig), the corresponding flows would be
(4 x 11 gpm) = 44, (3 x 11 gpm) = 33, 22, and 11 gpm respectively.
Hydraulic Gradient Line
As described in Section IV, pressure gages were installed in each
basement so that the maximum and minimum pressures occurring during
any fifteen minute period might be recorded. These pressure readings
were indicative of the varying hydraulic gradient line for each of
the twelve GP units.
In reviewing the hydraulics of the system, it was decided to concen-
trate on the one GP unit which would be subjected to the steepest
hydraulic gradient line (or the maximum operating pressure). GP unit
No. 1 was the most critical unit in the system: (a) it was the most
distant unit from the discharge point - 375.5 feet (114.5 meters)j
(b) it had the highest static head before any standpipe was erected -
122
-------
TABLE 21 - TOTAL NUMBER OF OPERATIONS AND SIMULTANEOUS OCCURRENCES
Total Number
No. of GP Units of Operations
Operational 1/4/71 to 11/8/71
12
11
10
37,888
18,523
2,211
* !£
Simultaneous Occurrence
2 GP Units 3 GP Units
4,132 268
1,911 118
191 8
4 GP Units
14
4
3
Total 58,622 6,234 394 21
Aver, per day = 58,622 = 191 operations/day
307 day
Occurrences per day
2-GP Units Simultaneous Operation 20
3- " " " " 1.2
4_» » " " .07
123
-------
TABLE 22
ACTUAL FLOWS FOR THE PRESSURE MAIN
PROP LINE
II 10
SECTION NUMBERS
76 54
' II 1 1
12
II
10
9
8
1
7
6
5
4
3
2
1
726 728 730 732
^/SAMPLING a
vr
734 736 738 740 742
744 746 748
-CONTROL BOX
STREET 8 PROR LINE
M.H.
SECTION
NUMBER
1
2
3
4
5
6
7
8
9
10
II
12
PVC-DWV
PIPE SIZE
1.25
2.0
\
3.0
LENGTH OF
SECTION
(FT)
19.7
20.0
59.2
19.2
19.5
19.6
1.9
58.5
17.4
19.5
2.7
81.0
MAX. FLOW
RECORDED
(GPM)
15
30
45
60
DAILY FLOWS (GPM)
MAXIMUM
15
30
\
45
AVERAGE
15
30
i
MINIMUM
15
124
-------
3.8 feet (1.2 meters) - and after the standpipe was erected - 17.8
feet (5.4 meters); (c) it also had the largest portion of the
smallest PVC pipe (l^" - 3.175 cm) in its system - 60 feet (18.3
meters).
The total dynamic head (TDH), that is the static head and the fric-
tional head losses, was computed for four different flows; namely
15 gpm, 30 gpm, 45 gpm, and 60 gpm. These flows represent the full
range of flows as recorded in the pressure sewer demonstration pro-
ject; that is, from one GP unit up to four GP units in simultaneous
operation.
There is very little information on friction losses in PVC valves
and fittings. Therefore, it became necessary to use the available
friction loss charts for steel valves and fittings. The PVC and
steel valves and fittings are hydraulically similar, especially
since both have smooth construction finish and transition points.
Moreover, computations show that of the total friction losses, approxi-
mately 32% is accounted for by valves and fittings at the maximum
flow rate (60 gpm) and this percentage remains approximately the same
for lower flows.
The four hydraulic gradient lines (Figure 57) are representative of
the four different flows that were mentioned before. Our records
indicated that the most critical hydraulic gradient line was achieved
when four of the twelve units were in simultaneous operation. Those
units were Nos. 1, 2, 3 and 7.
Based on the computations of the hydraulic gradient line for Unit
No. 1, we can examine the pressure gage readings in relationship
to the total dynamic head of the GP units. Since the pressure gages
were located approximately 5 to 10 feet from the GP units on the 1-j"
PVC discharge pipe, the pressure readings reflected only a certain
percentage of the total dynamic head (TDH). During the maximum flow,
the pressure readings were equivalent to 63% of the theoretical TDH
and, at minimum flow, these values corresponded to only 40% of the
theoretical TDH.
Therefore, in effect, at maximum flow, the theoretical TDH was equiva-
lent to 15.57 feet (6.75 psi). But, the pressure gages should have
registered a theoretical computed value of 9.81 feet (4.25 psi).
During the demonstration project, there were three specific static
head changes introduced into the system. First, on February 16, a
five (5) foot stand pipe (3" PVC) was erected at the discharge end
so that the total flow could be diverted to the compositor (des-
cribed in in Section VIII). Approximately 8 feet of 3" PVC pipe was
added with two (2) 90° medium elbows. This modification added an
additional 5.5 feet to the TDH at the maximum flow.
125
-------
32-
30-
20-
LOCATION OF PRESSURE
I /"RECORDING GAGES
@> 60gpm FROM UNITS 1,2,3, & 7
H6L <5> 45 jpro FROM UNITS 1,2,83
DISCHARGE TO
ORAVITV SEWER
I LATERAL PRESSURE
CONNECTION"
0 20 40 60 80 100 120
140 160 180 200
DISTANCE (FEET)
FIGURE 57 HYDRAULIC GRADIENT
LINES FOR PRESSURE SEWER SYSTEM
(BEFORE MODIFICATIONS)
220 240 260 280 300 320 340 360
3B(
-------
Further additions were incorporated into the system on August 12 and
September 10. This amounted to modifying the stand pipe by an addi-
tional 5 feet and 4 feet respectively, resulting in an increase of
the TDH of 10.4 feet (4.51 psi) and 14.5 feet (6.29 psi) on those
two dates.
One final change was made on September 23 at which time the discharge
end of the pressure main was reduced from 3" to 2" for the purpose
of increasing even further the TDH.
Therefore, the TDH after September 23 was computed to be a theoreti-
cal 31.07 feet (13.5 psi) (Figure 58). This does not correspond ?
exactly to the actual readings printed by the computer on the daily
summary sheets. However, there are two possible explanations for
these inaccuracies. One, we had preliminary indications that, due
to the overdesigning of the pressure main, grease accumulations
were reducing the inside area of the main. What was not known was
the extent, of the grease accumulations. Secondly, the pressure
gages were not 100$ operational for the duration of the project. As
reported before (Section IV), clogging of the brass instrument check
valves was extensive. Therefore, when the data was analyzed, we
did not know what confidence level to place on these pressure read-
ings.
When the new stainless steel instrument check valves were installed
with an oil barrier between the gages and the wastewater, an immedi-
ate spot check on their operation indicated that, on the average,
most of them were performing satisfactorily. Again, because of the
small diameter copper tubing used to connect the gages to the 1-5"
PVC discharge pipe, it is not known whether clogging was again
affecting the final pressure readings.
-> *
Solids Accumulation Within Pressure Pipes
Once the demonstration phase of the project was completed, portions
of the pressure main and the !£ inch pressure laterals were carefully
excavated and removed. This was necessary to document any existing
accumulations within the PVC pipes and to record any possible ex-
terior deterioration due to direct pipe burial since PVC is a rela-
tively new product and extensive performance records are limited.
A pipe sample was uncovered for each of the twelve pressure laterals
just outside the foundation walls and, in addition, pressure main
samples were excavated and removed as indicated in Figure 59.
Likewise, pipe samples of the !£ inch PVC discharge pipe located
inside each basement were removed, documented and photographed in
order to note whether a more constant ambient temperature had any
different effect on the grease or solids accumulations within the
pipe.
127
-------
!/
LOCATION OF PRESSURE
RECORDING GAGES
ki
x r-
x
\
HOL (o)60flpm FROM UNITS 1,2.5,57
*-^
HCL 0 43gpm FROM UNITS 1.2.A3
*._. HOL $ SOgpm FROM ^^ v. "^^^ HCL * 45 flplB FROM UNITS '
""*"""«^,,_ UNITS laz "H*S**^VX'"I^S.
i r
PRESSURE MAIN
DISCHARGE TO f
GRAVITY SEWER
AFTCR MODIFICATIONS
DISCHARGE POINT
BEFORE ^^
MODIFICATIONS
0 20 40 80 80 100 120 140 180 180 200 220 240 280 280 300 320 340 360 360
DISTANCE ( FEET)
FIGURE 58
HYDRAULIC GRADIENT LINES
FOR PRESSURE SEWER SYSTEM
(AFTER MODIFICATIONS)
-------
SAMPLING
BOX
TO CITY
SEWER
S A
4
i
4
4
12
k
-1
4
4
V
^
ii
4
4
10
X. X
t t
I
6
9
4
t
X
*
^>
8
4
4
>,
4
)
7
*
*
i
4
4
i
X
4
!)
3
f
*
i
*
H
1)
2
t
4
t
)
1
1)
1
1
<
1
FIGURE 59
LOCATIONS OF 58 EXCAVATED PORTIONS
FROM PRESSURE MAINS
AND LATERALS
-------
Because the pressure main was over-designed, the grease accumulations
were quite extensive on the upper portion of the pipe with no solids
accumulations on the lower portion (Figures 60 and 61).
All of the pipe samples were immediately photographed. Afterward,
these same samples, were carefully cross-sectioned so that by using
thin paper, the exact inside area was traced. Using a Planimeter,
the cross-sectioned area of the grease accumulation was calculated
and, at the same time, the percentage of area reduction was tabu-
lated (Tables 23 arid 24).
^ Conclusions
. The PVC Type I Schedule 40 pipes and PVC-DW fittings used throughout
-the pressure sewer system were relatively easy to install but some-
..what more difficult to repair. There was no noticeable outside
damage or deformation in any of the PVC pipes which were excavated
,,_at the conclusion of the project. The eighteen inches of sand cover
^protected the pipes well.
:The wastewater flows were computed based on total GP units operating
'time,,the total number of GP units operations, and the number of com-
"positor operations. These three sources confirmed what was originally
eassumed; that is, that the water flow within the house is approximately
equivalent to the wastewater flow. Since the water and wastewater
...flow data, barring any excessive outside water usage, showed close
relationship existing between the two (Figure 54), winter water flow
records for a given area can be used to estimate accurately the ex-
pected wastewater flows and total operational usage of the GP units.
"A major problem in designing a pressure sewer system consisting of a
- multiple number of GP units will be the sizing of the pressure main,
; which is directly dependent on the estimated maximum number of GP
.units operating simultaneously within that system. We have shown that
Cour original assumptions for this twelve unit system were far from
"Jbeing accurate. Therefore, estimated flows did not materialize, re-
sulting in velocities lower than the recommended scouring velocities
,for solids (22). There are no existing standards for velocities dealing
with the grease accumulation problem, even though velocities in the range
;'of 2 fps to 8 fps(24) have been used by some in designing wastewater
^pressure conduits. However, for a pressurized sewer system utilizing
GP units, a velocity range of 2 fps to 5 fps is: hydraulically and
economically preferable. j !
i !
Our data, limited to a great extep-t due to the small number of GP units
in operation, did show that, in a twelve unit system, only a maximum of
four units operated simultaneously for the duration of the project. The .
pressure sewer system project data combined with data already published^ '
and with statistical computations performed by lothers(26)> can be used to .
project the expected number of GP units working concurrently in a large-
scale pressure sewer system.
130
-------
SECTION 3
SECTION I
SECTION 5
^n " 7
x
J
12
A
ii
A
10
A
9
II
0
8
o
7
1 1
I
6
f)
S
4
)
1
A
3
] ]
I
2
1
Jj
>
FIGURE 60
- ,
GREASE ACCUMULATION WITHIN PRESSURE SEWER MAIN
SECTION 8
-------
TO PRESSURE
MAIN
A
'
. ' '
"
'.';
'.'.'.*''.'
fj
TO PRESSURE
. CHECK
C 0
>
GRINDER
PUMP
UNIT
3-
^_J
_WASTEWATER
FROM HOUSE
CO
UNIT HO. I
MAXIMUM
UNIT IKX 2
MINIMUM
UWT NO. K>
AVIRAtE
FIGURE 61
GREASE ACCUMULATION IN PRESSURE LATERALS
-------
TABLE 23
CROSS-SECTIONAL AREA REDUCTIONS FOR PRESSURE MAIN
Location
#
1
2
3
4
5
6
7
8
Original
Pipe Size
(in)
3
3
3
3
3
2
2
Original
Inside Area
(in?)
7.38
7.38
7.38
7.38
7.38
3.34
3.34
1.47
New
Inside Area
(in2)
6.51
6.37
6.03
4.41
5.77
3.17
2.51
1.47
% Reduction
11.8
13.7
18.3
40:2
21.8
5.1
24.3
0
133
-------
' TABLE 24
CROSS-SECTIONAL AREA REDUCTION FOR THE l£' PVC PRESSURE LATERALS
Original
Location* Pine Size
GP No.l-A l£
A "
A "
B "
C "
GP No. 2- A 1^
A "
B
: c "
'GP No. 3- A 1-5-
A "
B "
B "
Ctt
"
GP No. 4- A 1-zj:
B "
. C
GP No. 5- A !%
A "
En
C "
GP No. 6- A li-
Cfl *
ti
GP No. 7- A 1-5-
A "
B "
C "
GP No. 8- A li
A "
B "
Cu
Original
Inside Area
(in2)
1.47
n
"
"
n
1.47
tt
11
11
1.47
ti
n
n
"
1.47
n
ti
1.47
tt
It
tl
1.47
n
1.47
n
11
"
1.47
n
n
ii
New
Inside Area
1.05
0.84
0.93
1.41
1.40
1.47
n
t,
»
1.38
1.30
1.47
1.47
1.37
0.87
1.47
1.39
1.42
Slight
1.47
1.43
1.03
1.42
1.40
1.37
1.47
1.37
1.21
0.96
1.47
0.87
% Reduction
28.6
42.9
36.7
4.1
4.8
0
n
,,
6.1
11.6
0
0
6.8
40.8
0
5.4
3.4
Slight
o.
2.7
29.9
3.4
4.8
6.8
0
6.8
17.7
34.7
o
4.1
134
-------
TABLE 24 (Continued)
Original
Original Inside Area
T,nr.q-Hnn* Pine Size (in2)
GP No.
GP No.
GP No.
GP No.
9-A
' A
B
C
10-A
A
B
C
11-A
A
A
B
C
12-A
A
A
A
A
B
B
C
it 1-47
ti n
n it
n tt
it I-47
it ii
n »
M it
It I-47
n ii
ii ii
n it
M n
li 1.47
it ti
ti ii
ii "
n 11
n tt
n ii
New
Inside Area
(in2) % Reduction
1.15
1.26
1.47
1.39
1.27
1.27
1.47
1.19
1.26
1.23
1.37
1.40
1.42
1.32
1.14
1.14
1.31
1.39
1.47
1.47
1.10
21 ..8
8,:5
0
5.4
13.6
13.6
0
19.0
8.5
16.3
6.8
4.8
3.4
10.2
22.4
22.4
10.9
6.1
0
0
25.2
* A - Horizontal section inside town house
* B - Vertical section inside town house
* C - Horizontal section outside town house
135
-------
By predicting the maximum number of units operating simultaneously,
the expected maximum flow within a system will then dictate the size
of the pressure pipes. In case a slightly higher number of units than
anticipated were to operate simultaneously, there would be no adverse
effect on the system. The efficiency of the pump would be somewhat
reduced; that is, the discharge rate would be decreased and the input
power increased as shown in Figure 29. However, since the normal
operating time of the GP units is approximately one minute, this
critical condition would be short-lived with minimal effects on the
life: of motor and pump. Additionally, the units are protected from
damaging long-term overloads by automatic reset thermal protectors.
Also, in reviewing the data on the pipe samples from the pressure main,
the percentage of area reduction due to grease accumulation was plotted
in relationship to its location on the pressure main. For the 3"
pressure pipe, five samples of pipe were removed and the. results
(Figure 62) seemed to indicate that the section of the pressure main
with the highest usage (or serving the greater number of GP units)
had the least amount of grease accumulation. Even though the point
is extremely high, we believe that our statement holds true especially
when the 2" sections of pressure main were examined. It must be under-
stood that this was a relatively short pressure main and we only had
a limited number of pipe sample values available. However, it was
recorded, at least on one occasion when samples for chemical analysis
were being taken, that a large piece of the grease accumulation had
been discharged at the effluent. It was removed from the concrete
tank and measured. From its smooth rounded contour on the one side,
we concluded, at that time, that this particular piece ,of grease
accumulation came from some point in the 3" section of the pressure
main.
With the additional evidence obtained upon removal of different
sections of the pressure main, it can be concluded that, due to over-
design of the piping system, grease accumulated within the pipe until
an equilibrium was reached. At this point, the increased velocities
within the different reaches of the pressure main kept any further
grease accumulations from occurring. If grease did accumulate exten-
sively within a certain section of the pressure main, then during one
of the infrequent occurrences of the extremely high peak flows, the
accumulation would be reduced or scrubbed entirely free .from adhering
to the top portion of the pipe.
Now, by knowing the extent of the grease accumulations,'the pressure
gage readings were plotted for Unit No. 2 for the entire demonstration
period (Figure 63). Since the GP units were in operation for three
months prior to the actual start of the demonstration, this was ample
time for grease to accumulate within the pressure system.
Therefore, on October. 1 and thereafter, the pressure readings should
have reflected the grease accumulation within the pipes." For instance,
the computation of the hydraulic gradient line indicated that a peak
136
-------
60 n
O
r>
o
20-
3 PVC
12' II 10 9
2 PVC
3 2
100 200 300
LENGTH OF PRESSURE MAIN (FT)
FIGURE 62 PERCENT REDUCTION OF
CROSS - SECTIONAL AREA WITHIN
THE PRESSURE MAIN
PVC
400
-------
COMPOSITER PLACED IN OPERATION,
INCREASED STATIC HEAD S.9 FEET (2.38 PSI)
CO
CO
INSTALLED STAINLESS
STEEL CHECK VALVES
IN PRESSURE GAUGING
SYSTEM
10 2O | K> 20
OCT. NOV.
1*70
10 20
DEC.
K> 20
JAN.
I ' ib ' 20 ' | ' K> ' 20 ' I ' To ' 20 '
FEB. MARCH APRIL
I I
/ I
INCREASED STATIC I
HEAD 4 FEET I
(I.7S PSI) I
INCREASED STATIC
HEAD 5 FEET
(Z.IS PSI)
I
'
I REDUCED DISCHARGE
I PIPE FROM 3 IN.
| TO Z IN.
MAY
JUNE
JULY
'K/201
AUG.
24
22
20
18
16
14
12
IO
8
8
4
2
O
SEPT.
OCT.
I 971
FIGURE 63
GAGED PRESSURE READINGS FOR UNIT NO. 2
-------
pressure of 5.33 psi should have occurred between October 1, 1970
and February 15, 1971. However, the printouts show peak readings
of 12 psi during this same period, leading us to believe that a
sizeable reduction of the cross-sectional area of the pressure pipe
had taken place. On the average, however, the pressure readings were
within the computed values.
On February 16, as reported previously, the TDH was increased by
5.4 feet (2.34 psi). This increase is reflected in the pressure
readings as shown in Figure 63. With further modification of the
system, the computed TDH reached a maximum of 31.07 feet (13.5 psi)
of which 26.82 feet (11.62 psi) should have been registered by the
pressure gages in Unit No. 1. The computer printouts showed that
pressures in excess of 29 psi were registered by this same unit.
The difference between the recorded and computed values can be
accounted for by the decrease in the cross-sectional area due to
grease buildup. A new TDH was computed using the reduced cross-
sectional area within the pipe from GP Unit No. 1 to the discharge
point. We arrived at a value of 53.99 feet (23.40 psi) which was
based on friction losses through smooth pipe, which were equivalent
to the reduced area of the different sections of the pressure sewer
system. As can be seen in the cross-sectional diagrams, the grease
accumulation was far from being smooth. Therefore, it was concluded
that the pressure readings, as high as they were, were justified by
our theoretical computation of the TDH, especially if a roughness^
factor is included to account for the uneven grease buildup within
the pressure pipes.
139
-------
SECTION VIII
CHEMICAL SAMPLING RESULTS
Introduction
A stated objective of the Pressure Sewer System Demonstration Project
was to characterize by physical and chemical analysis the wastewater
produced by a pressure system and draw conclusions on what, if any,
differences result from collection and transporting of wastewater via
the proposed pressure system when compared to a gravity system^ H'. To
meet this objective, the analytical program shown in Table 25 was planned
and implemented.
Methods and Procedures
The pressure sewer system demonstration site consisted of twelve
individual, single family homes connected to a pressure main via grinder-
pump (GP) units. The pressure main was 102.9 meters (337.5 feet) long
and finally discharged into a conventional gravity sewer system manhole.
A schematic of the system as installed is given in Figure 47. The pres-
sure sewer system and the GP unit are described in detail in Sections IV
and V.
Wastewater flows were calculated using water use data, the operating
records of the GP units, and a composite sampler, all of which were
recorded automatically. The data collection system and computational
procedures used to calculate wastewater flows are also described in
Section VII.
Detailed census of home occupancy and other information related to waste-
water production was collected through personal interviews utilizing a
pre-designed form (Appendix A).
In order to obtain a representative daily composite sample, a device
which composited according to flow was constructed. The device shown
diagrammatically in Figure 64 consisted of a tank, a stirrer, three
pinch-tube valves and three variable timers. Figure 65 is a photo of the
actual compositor. Referring to Figure 64and the wiring diagram in
Figure 66, a normal sequence of operation was as follows:
1. At the start of a cycle, the compositing tank is empty and all valves
are closed. All wastewater from the pressure sewer system flows into
the compositing tank.
2. When the level of wastewater in the tank reaches a preset level
(volume = 545 liters), a pressure sensor switch activates Timer #1.
3. Timer #1 immediately activates the mixer (M^) and opens pinch valve
#3, thereby mixing the contents of the compositing tank and flushing
the sampling line.
141
-------
TABLE 25 - ANALYTICAL PROGRAM
Date
12/2/70
to
2/11/71
2/17/71
to
4/14/71
3/23/71
to
4/14/71
4/20/71
to
4/21/71
4/29/71
to
5/21/71
Number of
Samples
27
Type of
Samples
Grab
56-70
Composite
19
25
12
Grab
Grab
Grab
Analysis
pH, BOD5, COD, Total Phosphorus,
Particulate Phosphorus, Dissolved
Phosphorus, Ortho-phosphorus, Ammonia,
Organic Nitrogen, Nitrate, Nitrite,
Hardness, Chlorides, Detergent (MBAS as
LAS), Total Solids, Volatile Solids,
Fixed Solids, Total Suspended Solids,
Volatile Suspended Solids, Fixed
Suspended Solids, Total Dissolved Solids,
Volatile Dissolved Solids, Fixed
Dissolved Solids, Grease, Settleable
Matter (l/2 hr., 1 hr., 2 hrs.)
pH, BOD5, COD, Total Phosphorus,
Particulate Phosphorus, Dissolved
Phosphorus, Ortho-Phosphorus, Ammonia,
Organic Nitrogen, Nitrate, Nitrite,
Hardness, Chlorides, Detergent (MBAS as
LAS), Total Solids, Volatile Solids,
Fixed Solids, Total Suspended Solids,
Volatile Suspended Solids, Fixed
Suspended Solids, Total Dissolved Solids,
Volatile Dissolved Solids, Fixed
Dissolved Solids, Grease, Settleable
Matter (1/2 hr., 1 hr., 2 hrs.)
Sulfides
Sulfides
Settleability Study
142
-------
i
' f
OVER- FLOW
V2
TANK
COMPOS
WASTE
SAM
D
; \
s
J )
3
P. Y C.
PRESSURE MAIN
TO EXISTING
SEWER LINE
FIGURE 64
SAMPLING DEVICE
PRESSURE
SENSOR
SWITCH
f
SEE WIRING
DIAGRAM
6" C.I.
-------
PHOTOGRAPH OF
144
FIGURE 65
COMPOSITOR
-------
ELECTRIC' CONNECTIONS - WASTE
'WATER SAMPLING SYSTEM
/
V, 1" P
V2 2" P
v3 r" F
I
-PRESSURE SWITCH
^ 9KS|
S, gT3
^ O 1 w
T,(TC)
7||8 9 1
II
T2(TC)
7118 9
II
INCH VALVE DIVERTER
INCH VALVE
'INCH VALVE
T, ,T2 "ON-DELAY" TIMER
(ADJ. 2- 60 SEC)
T3 "ON-DELAY" TIMER
(ADJ. 10-300 SEC)
M
K,
\v
A\
0
K,
i
^
/c\
/|f~ VJ^
o ^^
10
10
^
/r\
vs/
5
5
5
5
5
5
5
5
u
K
DOUBLE POLE, DOUBLE THROW RELAY
- CONTACT - NORMALLY OPEN
- CONTACT - NORMALLY CLOSED
M,
H.R MOTOR
FIGURE 66
145
-------
4. After fifty seconds, Timer #1 activates Timer #2 and closes pinch
valve #3.
5. Timer #2 opens valve #1, thereby letting an aliquot of the com-
positing tank flow into the refrigerated sampling bottle. After
five seconds, pinch valve 1 is closed and Timer #3 activated.
6. Timer #3 opens valve 2 for 165 seconds (slightly more than the
time required to completely empty the tank) and the contents of the
tank are emptied into the gravity sewer system.
7. All valves are closed and switches returned to their normal position
and the cycle begins again.
Using the above, an aliquot of wastewater is taken from the tank each
time it fills. Since the rate at which the tank fills and empties is
proportional to the wastewater flow, the contents of the refrigerated
sampling bottle after any period of time represents a true flow pro-
portional composited sample.
The system cycled approximately 18 times per day. A bar graph of the
number of operations is shown in Figure 67.
The contents of the sample bottle thus composited were collected and a
suitable aliquot filtered with a 0.8^ filter at the site. Thfe samples
were then delivered to the laboratory each morning and kept refrigerated
until the analyses were performed (usually the same day).
Grab samples were also brought directly to the laboratory and kept under
refrigeration until the analyses were performed (usually the same day).
Sulfite samples were fixed at the site.
All samples for grease were grab samples because of the difficulties
with build-up within the sampler.
The analytical methods used, their precisions and the instruments util-
ized are shown in Table 26.
The vanadomolydophosphoric acidjmethod performed on a sulfuric/nitric
acids digestate was the trrethod chosen for the determination of total
phosphates. This resulted in relative freedom from salinity error as
well as satisfactory precision and good recovery (104% from diphos-
phopyridine nucleotide, reduced).
The Orion sulfide specific electrode was used for the analysis of total
sulfides. Samples were diluted on site 1:1 with a salicylateascorbate
antioxidant buffer. Analyses were usually performed on the day of sample
collection..
The chemical oxygen demand test was performed according to the Thir-
teenth Edition of "Standard Methods"^27). The strength of the samples
required the use of 0.25 normal potassium dichromate as an oxidant.
146
-------
*
O
3500-
3000-
2"* 2500-
ii
Ul
w 2OOO
1500.
MEAN FLOW
~24~02 gal/day
NUMBER OF
IPOSITER OPERATIONS
_ ro ro oi
3 « o 01 o m o
0
o
-
-
-
-
r-
-
r-
, |
-
-n
i i
-
-
r-|
-
| |
r-
r i
-
r-
r |
-
-
i
-
-
-
' 1*8 ' 20 * 22 ' 24 ' 26 ' 28 ' 2 * 4 ' 6 ' 8 ' 10 ' 12 ' 14 ' 16 ' 18 * 20 ' 22 24 26 28 30 * 2 4 6 8 10 12 14 -
FEBRUARY 1971 - MARCH 1971 APRIL 1971
WASTEWATER
FIGURE 67
FLOW AND COMPOSITOR
OPERATIONS
-------
TABLE 26
ANALYTICAL METHODSUTILIZED
Analysis
Method
Instrument
Precision
% RSD Cone.
References
Nitrate
Nitrite
Total Phosphate
Orthopho sphate
Chlorides
Total Sulfides
PH
BOD5
COD
Free Ammonia
Reduction to nitrite followed by sulfanilic acid
diazotization and formation of AZO-DYE
Colorimetric-Sulfanilic acid diazotization
followed by formation of AZO-DYE
Wet ashing by sulfuric and nitric acids and
reaction of orthophosphate with vanadate and
molybdate to form vanadomolydophbsphoric acid
Colorimetric formation of vanadomolydo-
phosphoric acid
Complexation of mercury by chloride resulting
in the release of thiocyanate. Reaction of
thiocyanate with ferric iron to form ferric
thiocyanate
Ion specific electrode
Electrometric
Bottle dilution-DO by the Alsterberg modifi-
cation of the Winkler method
Dichromate consumption
Direct Nesslerization
Technicon Auto-
Analyzer
Bausch and Lomb
Spectronic 400
Bausch and Lomb
Spectronic 400
Bausch and Lomb
Spectronic 400
Technicon Auto-
Analyzer
4 0.5 mg/1 28
12 0.25mg/l 29
7 10 mg/L 27
9 7 mg/1
0.3 100mg/l
Orion sulfide- 1.2 16 mg/1
specific electrode
and Orion Model 407
Specific Ion Meter
Beckman "Zeromatic" 1.0 pH7.0
pH meter
17 184mg/l
6.5 100mg/l
Visual Comparison 5.3 1.5mg/l
27
31
30
27
27
27
27
-------
TABLE 26 (continued)
Analysis
Method
Instrument
Precision
% RSD Cone.
References
Organic Nitrogen
Hardness
Surfactants
Kjeldahl method-collection of ammonia under boric
acid followed by titration with standard sulfuric
acid
EDTA titration using eriochrome black T indicator
Colorimetric methylene blue method. Read
against standard linear alkyl sulfonate
Bausch and Lomb
Spectronic 400
Total and Suspended Gravimetric
Solids
55 1.5mg/l 27
2.9 610mg/l 27
14.8 0.27mg/l 27
5.0 0.08mg/l 27
Grease
Gravimetric-Soxhlet extraction
2.0 120mg/l
27
-------
Ferrous ammonium sulfate made to be 0.25 normal and standardized
against 0.25 normal dichromate was used as the titrant.
Settleability tests were carried out as follows:
1. Grab samples were taken each morning on the dates and at places
listed. Approximately 12 gallons of samples were taken.
2. Samples were transferred to an 8 foot settling column 6 inches in
diameter.
3. The solids were kept in suspension by introducing air at the
bottom of the settling column.
4. The air supply was discontinued and the contents of the column were
allowed to stabilize for 5 minutes.
5. A 10 ml sample was taken at each sampling port after this initial
five minute time period. This was considered as Time = 0 min.
6. Samples were then taken at the indicated time intervals.
7. Suspended solids determination was made for each sample.
Results
The Homes and Their Occupants -
The combined population served by the system was 75 people, 70% of whom
were children. The homes were individually owned; however, the median
income of the occupants was low since the combined income of each family
had to be less than $7,500 for them to qualify to purchase a home in the
project area.
Data collected on occupancy and other information related to wastewater
production is summarized in Table 2.
Wastewater Flows -
A detailed analysis of the measured flows was made using water meter
readings, GP data and the sample compositing device operational data.
These results, the details of which have been presented in Section VII,
are summarized in Table 27.
Chemical Quality -
Over a five month period of time, over 25 grab and 55 composite samples
were collected and analyzed. The raw data which resulted from this
program is given in Appendix F. Table 28 summarizes the composite sample
data as to means and variations found. Figures 68 through 74 present the
results graphically.
150
-------
TABLE 27
WASTEWATER FLOWS
Average Over
Compositing Period
Average Over
Demonstration Period
Mean Flow
Maximum Flow
Minimum Flow
Daily Total
2402
3311
1783
Gal/Cap/Day
32.0
44.1
23.8
Daily Total
2807
3636
1566
Gal/Cap/Day
37.4
48.5
20.9
151
-------
TABLE 28
SUMMARY OF COMPOSITE SAMPLE ANALYTICAL RESULTS
Number
of Standard
Parameter Samples Mean* Deviation
5 Day Biochemical Oxygen Demand
Chemical Oxygen Demand
Soluble Total Organic Carbon
Total Solids
Total Volatile Solids
Total Fixed Solids
Total Suspended Solids
Volatile Suspended Solids
Fixed Suspended Solids
Total Dissolved Solids
Volatile Dissolved Solids
Fixed Dissolved Solids
Organic Nitrogen**
Ammonia Nitrogen**
Nitrate Nitrogen**
Total Phosphate***
Parti culate Phosphate***
Filterable Phosphate***
Total Ortho Phosphate***
X X XX
Methylene Blue-Active . Substances
Grease
Settleable Matter §- hr.
57
56
6
55
56
56
56
56
56
55
55
55
53
54
38
63
50
51
32
39
9
56
330
855
140
681
476
205
310
274
36
372
201
171
29
51
Oil
15.9
2,6
13.1
8.7
12.4
81
14.5
53
158
49
87
84
63
77
84
48
90
62
58
12
9
-
6.3
0.9
6.5
3.9
4.5
12.3
6.1
Minimum .
Value :
216 ,
570 ;
21 ;
526
336 ;
57
138
78 '
0
195
22
27
7
34
7.2
0.4 ,.
5.2 .
1.3
4
31
4 -
Maximum
Value
504
1450
225
928
706
355
468
440
268
637
372
353
76
68
--
49.3
4.2
47.9
17.9
24
140
37
152
-------
TABLE 28 (Continued)
Number
of Standard- Minimum Maximum
Parameter Samples Mean* Deviation Value Value
Settleable Matter 1 hr.
Chlorides
Hardness
Alkalinity
pH
56
38
55
9
54
15.0
52
65
198
7.8
6.2
i
4
7.4
8.1
.3
4.5
41
46
185
7.1
38
61
90
209
8.7
* All values expressed as mg/1 except pH
#* As nitrogen
*** As pho.sphorus
****' As linear alkylate sulfonate
153
-------
I
9
8
01
o
1400
1200
1000
800
00
400
200
i i
^>* __ t.
'
GRAB SAMPLES I COMPOSITE SAMPLES
5 15 25
DECEMBER
1970
i i i i
5 15 25
JANUARY
1971 *
i i
i
i
15
5 15 25
FEBRUARY
5 15 25
MARCH
-ii|
5 15
APRIL
FIGURE 68
pH, COD, BODs
-------
Ui
160
14,0 -
120 -
100
80 -
60 -
40 -
20
FREE AMMONIA NITROGEN
GRAB SAMPLES ' COMPOSITE SAMPLES
5 15 25
DECEMBER
1970
5 15 25
JANUARY
1971 >
5 15 25
FEBRUARY
5 15 25
MARCH
5 15
APRIL
FIGURE 69
NITROGEN
-------
o
90-i
80 -
70 -
60 -
50 -
40 -
30-
20 -
10-
GRAB SAMPLES
TOTAL
COMPOSITE SAMPLES
PARTICULATE P
r~
25
5 15 25
DECEMBER
1970
5 15 25
JANUARY
1971 *
-iiiii
5 15 25
FEBRUARY
5 15
MARCH
5 15
APRIL
25
FIGURE 70
PHOSPHATE
-------
1200
1100-
1000-
900-
800-
700-
600-
500-
400-
300-
200-
100-
6RAB SAMPLES
-TOTAL
COMPOSITE SAMPLES
\i'
M
DISSOLVED
L/IOOVUVC.U «
^ --; .'
^./ ix- !,x
SUSPENDED
i
5 15 25
DECEMBER
1970
FIGURE 71
5 15 25
JANUARY
1971 »
5 15 25
FEBRUARY
5 15 25
MARCH
5 15 25
APRIL
TOTAL, DISSOLVED
SUSPENDED SOLIDS
and
-------
o
-Oi
CO
110-
100-
90-
80-
70-
60-
50-
40-
30-
20
IO1
COMPOSITE SAMPLES
5 15 25
DECEMBER
1970
5 15 25
JANUARY
1971 *
5 15 25
FEBRUARY
15 25
MARCH
5 15
APRIL
FIGURE 72 HARDNESS as CaC03 and CHLORIDES
-------
40
COMPOSITE SAMPLES-*-
30
20
vO
10
5 15 25
DECEMBER
1970
5 15 25
JANUARY
1971 »
5 15 25
FEBRUARY
5 15 25
MARCH
5 15
APRIL
FIGURE 73 DETERGENT NBAS as LAS
-------
o
0 _J
CD
PRESSURE
PROJECT
140 -
120 -
100 -
80 -
60 -
40 -
20 -
FIGURE 74
SEWER SYSTEM DEMONSTRATION
CHEMICAL ANALYSIS DATA
GREASE
.©
1 1 1 1 1
5 15 25
DECEMBER
1970
5 15
JANUARY
1971
i i
25
i i i i i i i
5 15 25 ' 5
FEBRUARY
-I r~ i r
15 25 ' 5
MARCH
15 25
APRIL
-------
The results of a long-range BOD test, which was run to better assess
the character and treatability of jthe waste, are given in Figure 75.
Because of an interest in odors due to the anaerobic storage of
wastewater in the pressure system, daily grab samples were taken and
analyzed for sulfides. Special samples for sulfides were also taken
over a twenty-four hour period. The results of these analyses are
given in Figure 76.
Settleability Study -
In order to determine the possible effects of the GP unit on potential
treatment of the waste by settling, several settleability studies were
run on both the waste from the pressure sewer system and on a waste-
water sample collected from a residential area in Albany sewered by
conventional gravity sewers. A detailed description of the waste
characteristics in the area sewered by conventional gravity sewers and
the actual settleability test carried out is available elsewhere'32,33).
The results of the tests are summarized in Tables 29, 30 and 31 and
presented graphically in Figures 77, 78 and 79.
Discussion
Table 32 shows a comparison of the data collected from the pressure
system with values normally found in conventional sewage both on a
concentration and a Ibs/capita/day basis.
This data indicates that the pressure sewer waste is approximately
100% stronger than conventional waste when compared on a concentration
basis. The higher strength is directly attributable to the complete
elimination of infiltration in the pressure system (see Section VII).
On a gm/capita/day basis the pressure sewer waste contains approximately
50% less contaminents than reported for conventional domestic sewage.
There are several possible reasons for this, such as, the percentage of
children (75%) in the demonstration project site was considerably higher
than the percentage found statewide (34%}, and also, most of'the children
were of school age and thus were not in the homes for most of the day.
The demonstration site contained no commercial development (offices,
schools, etc.) which would add to the per capita values. Because of this,
extrapolation of the per capita values to a more typical area should be
done with caution.
The classical shape of the long-range BOD test indicates that except for
the difference in strength the wastewater is similar to conventional
wastewater.
Since differences in concentration and per capita flows are significant,
they must be taken into account in the design of wastewater treatment
facilities which would serve such a system.
161
-------
1000-1
800-
600 -
o»
E
Q
O
m
400 -
200-
0
POINTS - EXPERIMENTAL
i i
024
I I I I I F I I I I I I I I
68 10 12 14 16 18 20 22 24 26 28 30 32
NUMBER OF DAYS
FIGURE 75 LONG RANGE BOD RESULTS
-------
180 -,
£~ 160 -
3| 140-
120 -
in
100 -
or
£ uj 80 -
S 60 '
H g
w d 40 -
< 0
*~ 20 -
0 -
^ 2
o O
00 '
< 2.0 -
IT
2
111 .
O -1 15-
_ v. ' **
^y ^s
f^ f,f^
02
1 .0 -
UJ
O
^ .5
(O
0 -
i
r
IT
©
0
1
12
1
Itfh-
-
©
2 3
nf
©
4
-
-
T
_.
-
5 6
_
-
r-
n
-n '*'"'
!_.
r n
[' Drill Hi n m n nf
©©0
©
©
O
© .< ,_f ._ --..:.,' .
""'>; °
?u) filfl?)
T Tu
i i i >^ i i i i i i i i i i i -i
7 8 9 10 II 12 1 2 3 4 5 6 7 8 9 10 II
NOON
; 4/20/71
MIDNIGHT ""-
T ME OF DAY 4/21/71
FIGURE 76
SULFIDES
-------
TABLE 29
SUMMARY OF SETTLEABILITY TEST - GRAVITY SEVER SYSTEM WASTE
Average Suspended Solids Concentrations (mg/l)
Depth\(rnin)
1
3
5
7
Avg.
1
3
5
7
0 10
118
135
139
156
143 at time = 0
Averaqe
17
5
3
0
20
98
10'9
118
129
Percentage
31
24
17
10
30
92
111
114
123
Removal
36
21
20
14
40
86
92
98
108
40
36
31
24
60
83
\
84
86
88
42
41
40
38
90
79
82
85
86
45
43
41
40
164
-------
TABLE 30
SUMMARY OF SETTLEABILITY TEST - PRESSURE SEWER SYSTEM WASTE
DeptnXjmin)
(ft)\
1
3
5
7
Avg.
1
3
5
7
0 10
240
>277
>277
>277
277 at time =
Average
13
0
0
0
20
205
236
243
255
0
Percentage
26
15
12
8
40
182
210
215
219
Removal
34
24
22
21
60
150
163
164
171
46
41
40
38
90
132
155
160
163
52
44
42
41
120
109
128
135
139
61
54
51
50
165
-------
TABLE 31
COMPARISON OF SETTLEABILITY TEST RESULTS
Pressure Sewer System Waste
Gravity Sewer System Waste
Overflow Rate
(gpd/ft2).
1188
1458
1944
2700
Removal
Percentaqe(%)
45
37
28
21
Overflow Rate
(qpd/ft2)
1512
2160
2700
Removal
Pei-centaqe(%)
43 .
-. 34
27
166
-------
SETTLEABILITY TEST
GRAVITY SEWER SYSTEM
WASTE
(BATTELLE NORTHWEST)
1
10
T 1 r
20 30 40
SETTLING TIME
r
50
( m i n)
T
60
T
70
T
80
T
9O
FIGURE 77
-------
SETTLEABILITY TEST
PRESSURE SEWER SYSTEM WASTE
(SOUTH PEARL)
SETTLING TIME (min)
FIGURE 78
-------
60-
< 50 ^
O
s
UJ
a: 40
CO
g
o 30
CO
20-
UI
Q.
CO
r>
CO
NORTHWEST (GRAVITY)
.1
1080
FIGURE 79
REMOVAL
SOUTH PEARL
(PRESSURE)
.15
1520
OVERFLOW
.20
2160
RATE
.25 (ft/min)
3240 (gpd/tt2)
% SUSPENDED SOLIDS
VERSUS
OVERFLOW RATE
-------
--J
o
Parameter
TABLE 32
COMPARISON OF PRESSURE SEWER SYSTEM HASTE WITH CONVENTIONAL WASTE
Conventional Gravity System1 Individual Home Systems2
Concentration Loading Concentration Loading
mg/1 gm/cap/day mg/x gm/cap/day
Pressure Sewer System
Concentration Loading
mg/1 gm/cap/day
5 Day Biochemical Oxygen Demand
Chemical Oxygen Demand
Total Solids
Total Volatile Solids
Total Suspended Solids
Total Dissolved Solids
Settleable Matter 3
Organic Nitrogen
Ammonia Nitrogen
Total Nitrogen
Total Phosphorus
Chloride
Grease
Flow
180
400
700
350
200
500
70
20
11
31
11
23
40
68
150
265
132
76
189
-
7.5
4.2
12
4
8
15
100 gal/cap/day
V*
284-542
540-882
788-1249
414-659
293-473
-
-
-
48-92
61-121
15-21
-
33-95
44-158
82-205
113-216
60-138
44-106
-
-
-
8-16
11-20
1.9-5.7
-
6.1-28
24-78 gal/cap/day
330
855
681
476
310
372
15
29
51
80
16
52
81
39
102
81
56
37
44
3.5
5.9
9.4
1.93
6.1
10.35
32 gal/cap/day
1. These values were selected as typical after an examination of various references*(34,35,36,37,38j39540,41,42)
2. As reported by Watson j5t al. (43)
3. -Expressed as mg/1.
-------
As can be seen in Figure 76, little sulfide production was found
although sulfide odors were observed in and around the discharge end
of the system. From the data and the observations, it is concluded
that, although no major problem, from sulfide production should, be
anticipated, some method of freshening the wastewater as it enters a
treatment system will be desirable to avoid odor problems at the treat-
ment plant. If the system is to be discharged to a gravity sewer, some
provisions for odor control also appear desirable.
The results of the settleability test (Figures 77 and 78) are most
clearly shown by examination of Figure 79. Overflow rates used in
settling tank design normally range between 1000-2000 gal/day/ft^. if
one examines Figure 79 at a typical design overflow rate of 1500
gal/day/ft^, it can be seen- that the expected percent removals would be
41 and 35 for the wastewater from the gravity and pressure sewer system
respectively. These values are typical of reported ranges for domestic
sewage and are for practical purposes equivalent. Thus the macerating
operation of the GP units had little effect on the settling character-
istics of the waste and it can be concluded that overflow rates tra-
ditionally used in the design of settling tanks for domestic wastewater
will be adequate in the design of systems to treat wastewater from a
pressure sewer system.
Conclusions
1. The concentration of various pollutants in a pressure sewer system
was found to be approximately 100% greater than those found in conven-
tional systems.
2. On a gm/capita/day basis the pressure sewer waste contained approx-
imately 50% less contaminates than reported for conventional domestic
sewage.
3. Settleability tests showed no significant differences in the
settleability of the waste from the pressure sewer system when compared
to conventional systems. :
4. The difference in the strength of the waste-must be taken into
account in designing treatment facilities for a pressure system.
5. No major problems from sulfide production in a pressure system should
be anticipated but some method of freshening the wastewater as it enters
a treatment system or a gravity sewer may be desirable to avoid odor
problems. " ;
171
-------
Section IX
ACKNOWLEDGEMENTS
Project Staff
Leo J. Hetling - Project Director
Italo G. Carcich- Project Engineer
Patrick Hanley - Project Technician
Stanley House - Project Technician
The New York State Department of Environmental Conservation's Environ-
mental Quality Research Unit is greatly indebted to the following
individuals and organizations for their assistance and cooperation in
the successful completion of this demonstration project.
Environmental Protection Agency
Mr. Richard Keppler - Federal Project Officer
Mr. W. A. Rosenkranz
Mr. G. Kirkpatrick
New York State Department of Environmental Conservation
Mr. Dwight F. Metzler - Deputy Commissioner for Environmental Quality
Environment/One Corporation
Dr. William Browne Mr, George Prehmus
Mr. R. Paul Farrell, Jr. Mr. Stuart B. Dunham
Mr. Richard Grace Mr. Frank Rakvica
Mr. Alex C. Pitsas Mr. Robert Sitcer
New York State Department of Health - Division of Laboratories & Research
Mr. Herbert Swift Dr. Charles Kelly
Mr. Rolf Olsen Mr. Robert Hoffman
Mr. Janus Egan Mr. Joseph Hogan
Mr. Robert Weinbloom
173
-------
New York State Office of General Services
Mr. Gerald France
Mr. Paul A. Goldstein - Design Engineer
Mr. A. F. Gentile
Mr. Nicholas Marchase
Consulting Engineer^
Mr. M. A. Clift
Mr. Murray B. McPherson
City of Albany
Hon. Erastus Corning II, Mayor
Mr. James J. Warren, Chairman, Examining Board of Plumbers
Mr. Maurice Glockner, City Engineer
Inter-Faith Better Homes Development Corporation
Rev. Warren Brown
Michael Nardolillo
Final Report Typing
Mrs. Kathryn Relyea
Mrs. Helen Rest
Mrs. Jean Janaitis
174
-------
REFERENCES
1. Fair, G.M., Geyer, J.C., "Water Supply and Wastewater Disposal",
John Wiley and Sons, Inc., New York, 1954.
2. American Society of Civil Engineers, "Combined Sewer Separation
Using Pressure Sewers", FWPCA Publication No. ORD-4, 1969.
3. McPherson, M.B., "ASCE Combined Sewer Separation Project Progress",
Conference Preprint 548, ASCE National Meeting on Water Resources
Engineering, New York, N.Y., October 1967.
4. Hallmark, D.E., Hendrickson, J.G., Jr., "Study of Approximate
Lengths and Sizes of Combined Sewers in Major Metropolitan Centers",
Technical Memorandum No. 4, ASCE Project, May 1967.
5. Tucker, L.S., "Pressure Tubing Field Investigation", Technical
Memorandum No. 5, ASCE Project, Aug. 1967.
6. "Report on Pressure Sewerage System, Summer Street Separation
Study Area, Boston, Mass.1', Task 4, Camp, Dresser and McKee,
Consulting Engineers, Boston, Massachusetts, Sept. 1968.
7. "Combined Sewer Separation Project Report on Milwaukee Study Area",
Task 4, Greeley and Hansen, Consulting Engineers, Chicago, Illinois,
Dec. 1968.
8. "Separation of Combined Wastewater and Storm Drainage Systems,
San Francisco Study Area", Task 4, Brown and Caldwell, Consulting
Engineers, San Francisco, California, Sept. 1968.
9. Farrell,R.P., "Advanced Development of Household Pump-Storage-
Grinder Unit", Task 6, S-69-1038, General Electric Company, Research
and Development Center, Schenectady, N.Y., Dec. 1968.
10. Clift, M.A., "Experiences with Pressure Sewerage", Journal of the
Sanitary Engineering Division, American Society of Civil Engineers.
Vol. 94, No. 5A5, Proceeding Paper 6150, October 1968.
11. A Pressure Sewer System Demonstration Grant Application as submitted
by the New York State Department of Health Research and Development
Unit, June, 1969.
12. Tucker, L.S. - "Hydraulics of a Pressurized Sewerage System and Use
of Centrifugal Pumps" - Tech. Memo No. 6, ASCE Project, Nov., 1967.
13. Stepanoff, A. J. - "Centrifugal and Axial Flow Pumps" - John Wiley
and Sons, Inc., New York, 1948 pp 171-172.
175
-------
14. Hicks, T.G., and Edwards, T.W. - "Pump Application Engineering"-
McGraw Hill, New York, 1971 pp 113-125.
15. Lazarkiewicz, S., and Troskolanski, A.T. - "Impeller Pumps" -
Pergamon, Elmsford NY, 1965 pp 422-429.
16. Tucker, L.S. - "Sewage Flow Variations in Individual Homes" -
Tech. Memo No. 2, ASCE Project, February, 1967.
17. Waller, D.H. - "Peak Flows of Sewage from Individual Houses". -
Tech. Memo No. 9, ASCE Combined Sewer Separation Project., Jan., 1968.
18. Farrell, R.P.; Anderson, J.S.; and Setser, J.L. - "Sampling and
Analysis of Wastewater from Individual Homes" -(Task 2), 67-MAL-3,
General Electric Co., Water Management Laboratory, Major Appliance
and Hotpoint Division, Appliance Park, Louisville, Ky., March, 1967.
19. Farrell, R.P. - "Long-Term Operation of Wastewater Observation
Stations" - (Task 2), S-68-1064, General Electric Co., Research and
Development Center, Schenectady, N.Y., April, 1968.
20. Tucker, L.S. - "Design Guide for Pressure Sewer Systems" - prepared
for Environment/One Corporation and to be published summer/1972.
21. Personal correspondence with Niagara Mohawk Power Corporation,
Albany, N.Y., April, 1971.
22. Hobbs, M. F. "Relationship of Sewage Characteristics to Carrying
Velocity for Pressure Sewers", (Task 5), R-2598, Environmental
Engineering Department, Central Engineering Laboratories, FMC
Corporation, Santa Clara, Cal., August, 1967
23. McPherson, M. B., Tucker, L. S., and Hobbs, M. F., "Minimum Transport
Velocity for Pressurized Sanitary Sewers, "Tech. Memo No. 7, ASCE
Project, Nov., 1967.
24. "Design and Construction of Sanitary and Storm Sewers", prepared by a
joint committee of the Water Pollution Control Federation and the
American Society of Civil Engineers, WPCF Manual of Practice No. 9
(ASCF Manuals and Reports on Engineering Practice No. 37), 1969.
25. McPherson, M. B., "Domestic Sewage Flow Criteria for Evaluation of
Application of Project Scheme to Actual Combined Sewer Drainage Areas",
Tech. Memo No. 8, ASCE Project, Nov., 1967.
26. Tucker, L. S., unpublished draft of a "Design Guide for Pressure
Sewer Systems" - Colorado State University, Sept., 1971.
27. Standard Methods for the Examination of Water and Wastewater. -Thirteenth
Edition, American Public Health Association, New York, N.Y. 1971.
176
-------
28. 0'Br'ien, J. and Fiore, J., "Automation in Sanitary Chemistry -
Part I, 'Robot Chemist' determines Nitrates in Sewage and Waste",
Waste Engineering, Vol. 33, pp 128-131, March, 1962.
29. Standard Methods for the Examination of Water and Wastewater -
Twelfth Edition, American Public Health Association, New York, N.Y.
1965.
30. "Determination of Total Sulfides Content in Water", Orion Applica-
tions Bulletin, No. 12, Orion Research Corporation, Cambridge,
Massachusetts, 1969.
31. Methods for Chemical Analysis of Water and Wastes, pp 31-34,
Environmental Protection Agency, Cincinnati, Ohio, 1971.
32. Shuckrow, A.J., Dawson, G.W. and Bonner, W.F., "Pilot Plant Evalua-
tion of a Physical-Chemical Process for Treatment of Raw and Com-
bined Sewage Using Powdered Activated Carbon", Presented at the
44th Annual Conference of the Water Pollution Control Federation,
San Francisco, California, October, 1971.
33. DeGaetano, Philip, - Unpublished Master's Thesis Project -
Rensselaer Polytechnic Institute, May 1971.
34. Sayer, Clair N., "Chemistry for Sanitary Engineers", McGraw-Hill
Book Company, Inc., New York, N.Y. 1960.
35. Fair, Gordon M. and Geyer, John C., "Water Supply and Wastewater
Disposal", John Wiley and Sons, Inc., New York, N.Y., 1954.
36. Clark, John W., Viessman, Warren, and Hammer, Mark J., "Water
Supply and Pollution Control", International Textbook Company,
Scranton, Pa., 1971.
37. Manual of Instruction for Sewage Treatment Plant Operators, New York
State Department of Environmental Conservation, Albany, N.Y.
38. Vollenwerder, Richard A., "Scientific Fundamentals of the Eutro-
phication of Lakes and Flowing Waters, with Particular Reference to
Nitrogen and Phosphorus as Factors in Eutrophication", Organization
Reference DAS/CS1/68.27, For Economic Company Operation and Devel-
opment, Paris, 1968.
39. Hamilton, Eric J., "Nitrogen and Phosphorus Concentrations in
Wastewater in Areas of New York State", unpublished report, New York
State Department of Environmental Conservation, Albany, N.Y., 1971.
40. Process Design Manual for Suspended Solids Removal compiled by
Burns & Roe, Inc. for Environmental Protection Agency, Technology
Transfer, Washington, D.C., 1971.
177
-------
41. Process Design Manual for Phosphorus Removal compiled by Black
and Veatch, Consulting Engineers, for Environmental Protection
Agency, Technology Transfer, Washington, D.C., 1971.
42. .'Hetling, Leo J. - "Various Published and Unpublished Data for
Albany, Richfield Springs, and Waterford, New York: Washinqton,
D.C. and Arlington, Va."
43. Watson, .K.S., Farrell, R.P., and Anderson, J.A. - "The Contri-
bution from the Individual Home to the Sewer System" - Journal
of the Water Pollution Control Federation, Vol. 39, #12,
December, 1967.
178
-------
'PUBLICATIONS'
1. Carcich, I.G., Farrell, R.P., Hetling, L.J., "Six Months Experience
with a Pressure' Sewer System Demonstration", Technical'Pap'er No". 4,
New York State Department of Environmental Coriservatib'ri, Environ-
mental Quality Research Unit, April 1971.'^ " - ' ;'- ' ';
2. Carcich, I.G.vFarrell, R.P., Hetling, LiJ.'i "Pressurk1 Sewer
Demonstration Project", Journal Water'Pollution Control'Federation,
Vol. 44, pp. 165-175, Feb, 1972. ' -:'' ' - ' '".'*** s"1"* '
' "
179 '"' ''
-------
APPENDIX
Page No.
A - Household Survey Information Sheet 182
B - Program "Daily" 183
C - Typical Results of the Mechanical Performance of GP Units
Prior to Installation , 190
D - Summary of Malfunctions 194
E - Water Flows Summary 199
F - Chemical Analysis Raw Data 212
181
-------
APPENDIX A
HOUSEHOLD SURVEY INFORMATION SHEET
1. Household #
Name .
2. Occupancy of House
Adults
Children
Total
3. Appliances Yes No
Wringer Washing Machine
Automatic Washing Machine
Dishwasher
4. Number of Bedrooms
5. Number o-f :Baths
182
-------
APPENDIX B
DAILY Daily Heport rtrit.ten
2*setting of tab for use In program!! sting and Input
13000 HJMCTIQN KEGU) .......... " ~
13010 COMMON IP,IL,I5 _ _
13020 IF=I5+IOOO :
_ 13030 Khy=INT(977.*FLQAT(I)/FLOAT _ "
oo 13040 hbTUKNltM) " ..... '"" '
w 20000 SUBROUTINE TIMEU ,J,N.N2)
20100 DIMENSION I" "~
20110 DO I K=I,N _ ' ______
20I2O IS=I(K)*I3|J(2*K-J)=IS/60|JC~2*K>=MOD(IS,60)+T60
20130 1 CONTINUE ____
20140 ........
22000 SUrikOUTINE- UNDfcRLNE(N) _ ____
220IO*Subroutlne to underlfrie N spaces
22020 LUJICAL L - -
22030 ALPHA UftL'hH.BACKSPACE^NULT"
22040 100 HUhMATC IH&.A4)
22050 101 F(jhMAT(IH6,,Al)"
22000 102 HUhMAT(IH&,A2) __ ;
22070 103 FUltMATK JHS..A3)
22075 104 FC/hMAT(IH+) _____ .
22000 hB=«/4»N
22090 IP ET("COiMCD*E»)TU 95»ftEAD(«CONCO*E")UNDER
22130 L= .TKUE. t.CLOShFILE "CONCO*E»
22140 1 PRINT 104
22230 fa IF(M>.ECI.O)GCITp_lp
22240 DO 9 I-l ,N6v r~ "
22250 9 PHINT IOO,UNDEfJ '_
22260 10 IF(M«.EQ.O)GOTO 14
22270 GDTO(II,12,13),Nft _
22200 II PKINT 101.UNDBhlCDlO 14
-------
DAILY(Continued)
_Dal ly_ Rep.prJ j
oo
22290
22300
22310
50010
50100
50101'
50110
50120
50130
50140
50150
50160
50170
50171
50172
501-75
5olt>0
50190
50200
50210
50220
50230
50240
50300
50305
50310
50320
50330
50340
50350
50360
50370
503bO
50420
50430
50490
DOSUO
50501
50510
50520
50530
50540
50550
50560
50570
50560
50590
50600
50610
50620
50630
50640
50650
50660
50670
506faO
50690
12 PHI NT i02,UNDER7GOTQ 1'4
13 PRINT 103,UNDER
14 RET URN I END
COMMON IP.IL.I6 .
DIMENSION IHP
DIMENSION NSP(4U>
FILENAME FI.FDUM" "
LOGICAL L.LR
DIMENSION NOV(I2),NDO<12) ,PABX< 12) ,PAVX< I2),PAVNU2)
DIMENSION K2<12),K3(I2),K4(I2),K5(I2),K6.(!2),K7(U)__
DIMENSION FRI5(I2),FR60(I2),FTOTU2)' '
DIMENSION K40I0,I2),MFL1(32>~ ""
DATA IHP/1,2,3,4,5,6,7,6,9, 10, 11 ,\_2/
DATA NI,N2,NI2,N24/I,2,I2,24/
DATA I34,lD&/3,37,58/ISl,IS7/2,7/ _
DATA CALAX/121.3., 105.6,104.5,1 !«.47107.7,P6".T,'M^^TnO^S.ToP.ti, 104.3, fos"!?, f6T."7/"
DATA CALBX/.1239,'.ll|,.l096,.1226,.llO?,.l05d,.ll95,.ll53,.!l6,.il33,.ll48,.1048/__
DATA CALAM/107.6,107.5, 1 1 1.2, 1 16.5,156. 1, 10«J. I, I 10.6,1 10.1, 1 12.3, 107.5, 113.2,107.3/
DATA CALbM/. I 156,. I 153,. 1 1B3,. 124b,. 173,7, . I 107,. I 161,. I 152,. I 196.. 1153.. I 194,. 1 102/
DATA MAVPri/990,y4V,950,955,y67;'93l,95b;957,945,9l9,945,"960/~
DATA MXPH,HXiMOP/24*1000/ _
DATA MNAVPri/931,996,934,926,8b5~,~9727947", 954,9337929,"940,969? '
DATA DAYKO/30,2«,3I,30,3I,30,3I.31,30,31,30,3L/_
DATA MXMH/1000/L/.THUE./
LOAD
100 FORMAT<58H DAlLV""REPO:RT""bF bPERATloWS - PRESSUR~E"SEWER
& DEMONSTRATION,4X12,2UH/, 12) .2X5HRUN J»,U3)
101 FOktfATCKhOHouse Number ,12i6,2x5hSyst.)
102 FORMAT(24HODaily Maximum Pressure , I2F6. l)_
103 FOHMAT<26h Average Maximum Pressure
104 FCRMAT(26H Average Minimum Pressure
105 FORMAT(24HOPeak 15 Win. Flow Rate'
106 FOHMATC21H Peak I Hr Flow Rate
I07'FORMAT( I2H Total Flow ,!2F6.'f)
JOB FORMAT(2IHoNumber of Overflows
109 FORMATU4H Daytime Flow ,I2F6.I)
110 FORMATU6H Nighttime Flow
.12F6.I)
__
,121=6.1)
,I2F6.J1_
, [2F6.D
",1216)
,1216)
~, 12F6.1)
III FORMAT<25H Power'Outage Intervals
112 FORMAT(28H Number of Dally Operations
113 FORMAT(22H Total Operating time ~" "
114 FORMAT*8H-MANHGLE)
115 FORMATC 2 IHOMaximum'Temperature ,1216")
116 FORMATC2IH Minimum Temperature J2I6)
117 FOrtMAT(2IH Average'Temperature ,1216')
118 FORMAT(3(I2,X))
119 FORMATC24H Average Pump Rate(OPM) ,12F6.1)
-------
DAILY(Contlnued) ., Daily Report .Written
50700 120 FORMAT (IHS..F7.I)
50710 121 Format(26HONurr,ber of Active Periods ,18) _ _
50720 122 Format(2CHOTime of Max. Pres.~ ~ , I2UI2, IH«,I2J>
50730 123 Format(l9H Time of Max. Flow. , I200 150 FORMAT(15,513,11) ___; '
50900 200 FCHMATCXI2I4)
50910 201 FuRMAT(XI2F4.l)
51000 CALL SETTAB
51010 PRINT, "r26)GGTO 70""
51030 READ(»FLOi<»)FDUM,FDUM,LNFL,IRFL,(NSCI),I=l,IRFL)
b!031 GOTO 71 " .-.....-. .-
51032 70 KEAD<»FLOM'')FDUM,FDUM,LNFL,IRFL,26)GOTO 72
51035 READ( "OPTlMc")tDUM,HUUM.LWOP, IROP, (NSP(n";i«"lTlftOP'>
51036 GOTO 73 "
REAUC'UPTIMH'Od^SPdJ.I^y.IROP)^,.'
51039 73 PHlHT,"i'«hat is the Date 'of Ihe Run"
51040 INPUT I Id, DATE _
5IOSO PhIHT,"what File' is"the" data" s'tored~in" " ~
51060 I^PUT.FI ...... _ ....... _____
52000 PRINT, "After ? Turn" to" fop"6Y page, Type something and return"
52010 INPUT, ADUM
S2090 IFIHFL=f ' '
52100 DO 65 I=I,IHFL ___ ;
52110 IF(Mh.LE.NS(I))C30TO"67
52120 ob CQi'.TINUE _ _ _
52130 GuTlJ 68 " " ~~ ---.
52140 67 IRFL=I
52lbO 68
52160 IF(hft.Lt.NSP(I))GOTO 78 _
52170 69 'CONTINUE .............. ~
52lbO GOTO 79
52190 7b IhOP«=I " ...... "" ......
52900 ,79 IMIN°0»DATE(2)°DA7E(2)+IOQ
52910 I/O 66 I» I, 12
52920 K2U>=MAVPHUMK3
b2930 K4T=fc4(I}»K40(I)=K4T>K40l
-------
DAlLY. ., Pally.RepprJt JirJLtt.en
b3030 ASSIGN 2 TO ftEDO
53040 IFUhC-«R)1,2,3
53050 2 IFUMC-1HIN>4,5,6
5306O 4 PRIM, "liming out_of_0.rder,11
53070 GOTO 97 "~ ~
53060 5 IFGOTO b
53100 K=IHSC+ltK2g)=I2lK3K5(K)'=I5tK6IOO.AND.I6<800.)GOJO_36.
54002 NAP=MP+I
5400b IF<16.£0.977)0010 9
54007*AdJust for Digital Supply Voltag
5400b I2=KEG40IO DO 10 I°1,I2 " " "" i
54020 K2U)=KEU(K2(imK3(I)°KEC(K3(I)HK4(I)°KEG(K4(I))
54030 K5(I)=K.hO(K5(I))lK6(I)'=KhG(K6(T))"
54034 10 CONTINUE
54036 9 IF(LH)GOTO 11
54037*Initialize Old Parameters
54040 DO 12 1=1,12
54042 K40(I)=K4(I)»K50(I)«K5(I)SK6O(I)°K6(I)
54043 K40I(I)=K4(I)JK4U2(I)=K4(I)
^ 54044 12 LK=.TRUe. _
oc> ' 540bO II DO 20 1=1,12
01 b4059*Check for highest pressure
54060 K2T=K2(I)»IFX4(I))GUTO 17
54102 K40a)=K40(miOOOlK40lU)=K40l(n-HOOOtK4Q2U)°K402FT46Q+F460
54120 IF.Gk.FU>GCJTO"l& .........
54125 Frtl5U)=FLHMMMF(I)=IMC _ __ -
54130 16 FTIJT(I)=HTUT(I)+FU
54140 K4D(1)=K4(I) ____
54150 IF20)GOTQ 61 _ ___
54162 1FA2T)HXWOP(I)«=K2T»GOTO 19
54164 61 NDO(I)=NDQ+FLCJAT(K5T)*.6r5"
541UO K402tI)=K40l(I>»K4QI(I)=K40(I)»K40(I)=K4U) _
54190 K6S=K6(J)»IF(K6S20)NOy(I)=NOVa) + L
54210 K60(I)°K6S ~ ..... "
-------
l)AILY(Contlnuea) .Dally .Report Written.
54220 K50d)=K5d> "
54230 IFC ItiC>23.AN&. 1MC<86)FDT< I)=FDT
54240 lHdfcC<24.UK.IftC>85)FNTd>=FMTd)VFLd)
b4250 IPOd)=IPOd)-K7d) + l ;
54400 20 COhTINUE " .' ' '
54405*Heserved for Temporary Usting_of_ D\IK_Beaaings_
54410 IF(MXW.LH.I2)GOTO 21
54412 MXMti=I2iHMTAIPS< I) = IHC_
54420 21 MAVMH=MAVMH+I2
54430 toAV/.'.H=MNAVMh+I3 ..
54440 FLGT=FLUH-FLT
54445 IF(FhT6095)GOTO BOIGOTO l_ _
54790 i6 ll,ilnP(l) = HiIN5CALL TIfctdMIftP.MPRTS.NI ,N2)
34000 PiilHT,"Voltage Dropout at "»PkINT_I2jJ,MPKTS»^ASSIGN_ 1_J.P REDO_
54010 IL=IL+IIUOTQ 6
54850 j ASSIGN 6 TO HhDOl 1F( IMIh<96)CDTO 80 ;
S4b60 CiOTO 6 ~
b4900 V9 IE=UASSICiH 6 TO REDO
54999*Fill for inactive period
550CO 6 DO 30 1=1,12 . ..
55010 J.;AVPh(I)=MAVPH40 Id) ;K401 (I )=K40< I rfiC40Tl7=fC4d~>
55035 IFdfclH>93)GUTO 30
55040 hHLdMIN+l,I)=D '
55050 Ml>dHIh+l,I)«0
55200 20 COUTItiUe " """
55210 JMIK=1MIN+|IIF(IMIN>?6)GOTO 80
55215 MAW,iH=.MAV«H+I2 "
55220 UUTO hEUO
55500 60 DO 85 1=1,12 ' " ~"
55510 PABXd)=CALAXU)-CALBXd>*FLCJAT(MXPHd))
55512 PXriOPd)=CAUX
55520 PAVXd )=CALAX( I )-CALBXd )*HLOAT(MAVPh('I 5)^96.
55530 PAVK(I)=CALAM(I)-CALB«d)*FLOAT(«NAVPHd))/96.
55540 IKHABXd)<.7)PABXd>=OjlF(PAVX(I)<.7)PAVXd)=5;'IF=0
55560 IF(FI«T< I )< I. I )F«T( I )=OI If (FDT( I )< I i O'FDTd)=b
55570 IF(Fhl5d) IFNOT-FHOT+FhTC I)
55600 65 CONTINUE
55610 MiiH=l I0.6-.II25*FLQAT(MXMH) """
63620
55630 iFCPiiNHA<0.7)PMHHA=0
55640 IH(hAP<6)UOTD SB
560CO*Print out of Data
56010 PhI.NT IOO,DATE,NHtCALLJJNDEftLNE(158it£RINTJO_L1IHP
56020 PHINT !02,PAbX
36025 PftINT I20.PABXT
56027 PKINT I24.PXNOP
50030 PHIMT I03.PAVX
56040 PRINT 104,PAVh
-------
DAILY (Continued) Dally Report .l\rl.tteo_
"56050 PRINT I05.FHI5
56055 PRINT I20.FUTI5
56060 PRINT I06.FR60
56065 PRINT I20.FR160
56060 PRINT 109,HUT
56090 PRINT I20,FDGT_
56100 PRINT IIO.FNT
56101 PRINT 120,FNGT
56102 PRINT I07.F.TUT "
56103 PtilMT 120,PLOT
56104 PRINT IOS.NOV
56110 PRINT 111,IPO
56120 PRINT H2,rtDQ
56130 PRINT H3,fOT
b6!3b PRINT II9.AVOP
56140 PRINT II4ICALL UNDERLNc(IS7>
56150 PRINT II5.H1MAX
56170 PRINT II6,«TMIN
56lbO PRINT I02.PMNH
56190 PRINT !03,PA!i«HA _
56200 PRINT I2I,(«AP
56210 CALL TIMb(SET("GPTI«E")TCf IHOP*l2-9
56510 DO 64 1=1,12
£ 56520 D062J=I,32"
CD 56530 J2=3*J(JO=J2-2UI°J2-I _ _ _ __
56540 hFLT(J)=MHL(J2,I)+IOOO*(MFL(JI,I)+rbOO*MFL(JO,iT)
56550 MOPT(J)=MOP _
56560 62 CCJNTlHUt- "
56570 hRITh<'lFLOH»>MFLT»MRITE("OPTIME»UigPT
565bO 64 CONlIhUH
56bVO NS(IRFL)=MR|NSP(IHOP)=NR
56600 SETC'FLOiV'JTD 1 «SfcT("OPTIKH")TO"l
56610 IF(IRFL>26)GUTO 74
56620 hRITt(''l-LOri"}DAT(X>,CLK(X).,LOF("FLartl'),IRFL,,I=l,IRFL)
56630 GOTO 75 _ _ _____ ______
56640 74 rtHne('1FLoV,"JDAT(X),CLK(X),LOF(»FLOW"),IHFL,(NS
56650 hRITh<"FLOW")CNSU),I=»27,IRFL)
56660 75 IF(IROP>26)GOTO 76
56670 t.RITh<»OPnHl;")DAT(X),CLK(X),LOF<"aPTIME!L)»IROP. .CLK(X).LOF("OPTUiE").IRQP. (NSPU) .1^1 .26)
50700 ViRITfc("OPTIME")(hSP(I),I'=27,IRO»')
56710 77 IRFL=IRFL-miHOP=IhOP+l _________
bbOOO IL=IL+34tCALL SLErt(IL)
SblOO bb CONTINUE ....... ,_ ___________
5900a NR=NR+UIL=UIMIN°OIIF(IE.EO.I)GOTO 90
5P009*Heset Cumulative Parameters for New Day _
59010 DD 91 1=1,12
59020 kXPHCI
59025 hXNOP(I)°IOOO
59030 FL< I )=0»NDO( I }»p»FNT( I )«=0>FDT(I)°OlFTOT(I)°0>NOV(n°0
59040 FtJI5(I)=0{FR60
-------
DAILY(Continued) D.aiIy._Bap.or.t_WxtJLteo_
59200 91 CONTINUE
59205 NA1>=«0 .
59210 MXH=I 000»MAVtoH=i2l&ATE<27aDA"ffc(2)
59215
59220 IF
-------
APPENDIX C
TYPICAL RESULTS OF THE MECHANICAL PERFORMANCE
OF GP UNITS PRIOR TO INSTALLATION
190
-------
DATA SHEET
PSG SER. NO.
I. IA, IB, 1C - COMMENTS
II. PSI
TIME
15 ~
20
25
30
35 v.
VOL.
GPM WATTS
/Jj"
/?>b
ri$
//.f
/o/o
;//&
AMPS
VOLTS
6-6
l.t
III. COMMENT?
191
-------
IV. SET POINT FOR SHUT OFF
TURN ON HT TURN OFF HT
Run #1
Run #2
Run #3
Run #4
Run #5
V. COMMENTS
VI. HIPOT TEST RESULTS
LEAKAGE TEST RESULTS
-------
-. .-rr
H-
~;-H^E'^VIRO'KSlEKTtONS CORPORATIOT
PrHlrrVr^:: 4 GRINDER! PUMP ''. i-..I' j
/.CERTIFIED pESTJ DATA , j
iJi^erj:j.£igd. .Correct. .QyV^/^^.l
-------
alfunction Number
GP
s Unit
1-P
2-P
3-P
4-P
5-P
9
9
1
3
3
Reason for Malfunction
Unit'
Unit'
s Motor Continuously Running
s Motor Continuously Running
Unit's Motor Continuously Running
Unit
Unit
too noisy
too noisy and motor
running continuously
6-P
7-P
8-P
9-P
IO-P
11-P
3
9
9
9
3
10
Unit'
Unit
Unit1
Unit'
Unit
Unit'
s Motor Continuously Running
in Overflow Condition
s Motor Continuously Running
s Motor Continuously Running
Too Noisy
s Motor Continuously Running
APPENDIX D
Cause of Malfunction
Faulty Pressure Switch and
on-delay timer
Leak in pressure sensing
tube - Was replaced
Pressure sensing tube
functioning improperly
Motor1 s pulley rubbing
against motor' s guard
Pressure Switch faulty and
motor' s pulley tightened
Replaced pressure sensing
tube with 3" bell shape tube
Replaced pressure sensing tube
with 3" bell shape tube
Made adjustments on pressure
switch and pressure sensing
tube
Replaced badly wormed pump
starter due to previous
lengthy operations (7,8)
Badly wormed bearing from
motor to cutting wheel
Replaced pressure sensing
Time
Date
11/2/70
11/22
11/22
11/28
12/9
12/15
12/25
1/2/71
1/10
1/21
1/27
Out
20
06
13
15
21
00
10
09
22
14
18
:25
:00
:15
:45
:15
:00
:00
:00
:00
:15
:00
I
Date
11/3/70
11/22
11/24
11/28
12/10
12/18
12/30
1/5/71
1/12
1/22
2/1
Time
In
11
09
09
18
08
14
15
12
08
16
14
:00
:15
:45
:00
:15
:00
:15
:00
:30
:00
:45
Total Time
Out(hrs.)
14:35
3:15
44:30
2:5
11:00
86:00
125:15
75:00
34:30
25:45
116:45
tube with 3" bell shape tube
-------
o
H
O
C t-l
3 0)
GP
Unit Reason for Malfunction
Cause of Malfunction
Time Time Total Time
Date Out Date In 'Out (hrs.)
Ul
12-P 9 Unit in Overflow Condition
13-P 8 Unit's Motor Running Cycle
Lengthier than Normal
14-P 6 Unit in Overflow Condition
15-P -4 Unit in Overflow Condition
16-P 5 Unit in Overflow Condition
17-P 7 Unit's Motor Running
Continuously
18-P 6 Unit's Motor Continuously
Running
19-P 4 Unit's Motor Continuously
Running
20-P 1 Unit's Motor Continuously
Running
21-P 8 Unit in Overflow Condition
22-P 12 Unit's Motor Continuously
Running - Also unit a little
noisy
Power turned off in basement 2/3/71
for no apparent reason
Pressure Sensing Tube has 2/14
high build-up - prevents
normal operation
Pressure Sensing Tube Set- 2/14
ting too high - Changed to
3" bell shape tube
Pressure Sensing tube clog- 2/15
ged; would not turn unit on
Pressure Sensing tube clog- 2/15
ged - Changed to 2" bell
shape tube
Replaced pressure sensing 2/18
tube with 3" bell shape tube
Replaced on-delay timer, 2/18
relay and adjusted pressure
sensing tube
Air in discharge line; 2/21
pump lost prime
Flapper Assembly Faulty 2/21
inside check valve; also
replaced pressure sensing
tube
Replaced on-delay timer 2/21
and relay
Replaced a cracked pump 2/27
stator - also pressure
sensing tube - Straightened
the pulley from hitting
metal guard
17:00 2/5/71 09:30 40:30
08:00 2/17 16:00 80:00
21:15 2/16 14:45 41:30
15:15 2/16 16:15 25:00
19:30 2/16 12:45 17:15
07:45 2/22 13:45 102:00
17:15 2/19 09:00 15:45
20:15 2/22 13:00 16:45
20:00 2/24 15:15 67:15
20:00 2/22 15:00 19:00
22:30 3/2 09:30 59:00
-------
c
o
rl
P
O
M-< J3
'ro § GP
z Unit Reason for Malfunction
Cause of Malfunction
Date
Time
Out
Date
Time Total Time
In Out (hrs.)
23-P 2 Unit's Motor Continuously Running
24-P 7 Unit in Overflow Condition
25-P 3 Unit too Noisy
26-P 11 Unit's Motor Continously Running
Also Unit Quite Noisy
27-p '8 Unit in Overflow Condition
,_*28~M 5 Unit's Motor Continuously Running
Cf-
*29-M 2 Unit's Motor Continuously Running
*30-M 9 Unit Not functioning properly -
Some cycles are much longer than
normal
*31-M 9 Unit not functioning properly -
Operating cycles lengthier than
normal
32-P 11 Unit's motor continuously running;
Also quite noisy
33-p U Unit quite noisy again
Replaced pressure sensing 3/4/71
tube with 3" bell shape tube
Faulty on-delay timer 3/5
Pulley hitting motor safety 3/12
guard
Replaced pressure sensing 3/30
tube with 3" bell shape tube
Pulley hitting motor's
safety guard
07:15 3/9/71 13:00 125:45
Found no reason for mal-
function - Back to normal
operation after inspection
Air lock in discharge pipe 4/7
Pump lost prime
Unit running -for over 24 4/10
hours. Thermal overload
failed to stop motor -
Replaced entire Model 210 core
Faulty on-delay timer - 8/9
replaced
Replaced normally used timer 8/10
with new model with a shorter
shut-off delay time of 28 sec.
Unit ran continuously for 8/14
some time - was turned off by
home owner because of excessive
noise
15:15
17:00
3/11
3/12
08:30 4/1
4/4 11:00 4/5
06-: 00
12:30
15:30
09:00
00:00
4/7
4/14
8/9
8/10
8/14
17:15 146:00
17:15 0:15
15:15 54:45
15:45 28:45
15:15 9:15
13:15 96:45
15:45 :15
11:00 2:00
10:30 . 10:30
Coupling belt loose between
grinding shaft and motor
8/14 13:00 8/16 13:45 48:45
-------
-H
o
C h
3
-------
c
o
p
o
GP-
s Unit Reason for Malfunction
Cause of Malfunction
Date
Time
Out
Date .
Time
In
Total Time
Out(hrs.)
43-P 11 Unit in Overflow Condition
Unit was permanently turned
off - Otherwise a new core
would have .been required
9/19/71 15:30 11/8/71 11:30 1196:00
*44-M Si. Unit's Motor Continuously Running
Malfunction cannot be
explained - However, home
owner did some electrical
work connecting wires to our
control panel
10/14 07:30 10/14 , 16:00
8:30
P - Prototype GP Unit
M - Modified GP Unit
\D
00
-------
APPENDIX
*************************************************
NEW YORK STATE DEPARTMENT OF ENVIRONMENTAL CONSERVATION
ENVIRONMENTAL RESEARCH AND DEVELOPMENT UNIT
*************************************************
0 PR!
DAI
FNI
1
0 DATE f
'I
10/ 1
10/ 2
10/ 3
1 107 4
I"/ "
10/ d
10/ 7
10/ 8
10/ 9
10/10
A 10/11
* 10/12
10/13
10/14
10/15
10/16
, 10,02-
O 10/18
10/19
JBLEM TITLE *
fE OF RUN *
3INEER *
*UN UNIT
JO. 1
1 44.2
2 65.8
3 .. 41.8
' 4 48.~4
. 5 . 86.2
6 67.0
7 -_54.3
. 8
9
10
-11
12
13
14 '
15
16
-17
18
19
65.4
60.0
37.4
89.0
60.4
114.7
' 93.7
120.3
124.9
100.9
147. C
105.6
PRESSURE SEWER WATER FLOW DATA
FEBRUARY 28, 1972
BOULTON.CARCICH
TOTAL DAILY FLOW PER CAPITA PER UNIT
UNIT UNIT UNIT UNIT UNIT UNI! UNIT
2 3 4 5 "6-7 8
53.8 42.2 19.6 53.4 0.0 23.5 64.-7
13.1. 27.9 16.3 28.7 0.0 29.1 36.7
16.5 31.0 12.8 27.9 0.0 32.3 27.5
22.3 24;5 42.1 38.3 0.0 80.5 34.7
19.5 41.0 25.9 61.5 0.0 37.9 44.2
22.2 38.0 '' 16.7 40.2 0.0 30.6 33.4
AA.4 35.1 14.7 28.9 0.0 41.1 49.8
18.4
62.2
69.1
65.6
47.5
22.4
,. 41.3
49.1
45.7
79.1
27.4
38.8
34.1
34.0
29.1
.35.4
35.0
42.6
38.3
30.8
23.6
31.2
33.2
30.1
21.0
20.0
29.9
30.2
18.9
16.8
24.0
15.5
12.8
29.3
10.4
18.2
. 51.9
25.5
44.9
49.6
46.0
24.9
86.9
25.5
34.9
24.6
48.0 ,
92.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
24.3
16.7
80.9
28.4
17.5
51.1
53.9
31.3
29.2
67.9
34.4
24.7
66.6
46.4
32.6
89.1
59.9
42.2
45.0
60.6
38.7
54.6
61.8
61.2
UNIT
9
41.9
20.9
26.2
42.7
74.4
32.0
28.3
55*4
32.1
71.1
21.2 ,
12.7
25.3
26.2
25.1
17.4
35.5
50.1
44.3
UNIT
10
54.4
42.3
90.3
78.7
44.3
35.8
72.4
50.5
73.7
125.0
29.8
23.4
57.7
26.9
61.9
35.3
37.3
95.9
24.7
UNIT
li .
35.2
27.9
29.0
65.0'
. 42.2
24.2
24.9
24.7.
18.1
108.2
26. 2...
47.7
31.9
24.4
31.8
20.0
78.7
34.0
31.1
UNIT TOTAL
...12 UH11S
0.0 34.4
1.7 24.D-.
0.5 24.4
0.0 35.4
_ _0.0 ...318. 5
0.6 27.5
0.0 32.4
0.0
0.0
0.1
. 0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
30.7
45.1
, 3T.A-
29.1
33.6
37.1
35.0
30.3
43.5
42.2
37.6
-------
10/20
10/21
-10/22
10/23
A 10/24
-.T... 10/25
10/26
10/27
.40/28
10/29
10/30
.-J.0/31
6 H/ 1
ll/ 2
il/ 3
ll/ 4
ll/ 5
-11V 6
ll/ 7
to n/ 8
11/-9
11/10
11/11
11/12
11/13
11/14
1 11/15
11/16
11/17
11/18
11/19
11/20
11/21
5 11/22
11/23
11/24
11/25
11/26
Il/a7
11/28
q 11/29
11/30
12/ 1'
12/ 2 .
.12/ 3
12/ 4
. 12/ 5
|O 12/ 6
12/ 7
12/8
12/ 9
1?/10
12/11
12/12
12/13
11 12/14
12/15
12/16
12/17
12/13
12/19
,9 12/20
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
49
50
51
52
53
54
55
56
57
58
59
60
61
.62
63
64
65
66
67
68
69
70
71
72
73
74
7-5
76
77
78
79
80
81
143.1
116.4
98.5
146.1
136.8
118.5
169.4
133.9
177.0
170.1
136.5
168.4
.174.4
163.8
151.6
188.2
170.0
193.0
175.6
187.6
113.2
182.7
160.7
161.5
124.2
28.6
33.3
20.3
29.3
26.2
.0.0
30.1
29.7
30.5
40.7
37.2
35.3
20.5
21.9
23.1
41.1
21.3
24.1
27.5
24.9
13.8
31.9
32.1
22.6
39.8
45.2
20.6
37.7
29.7
38.7
21.9
27.9
21.0
39.1
33.8
28.4
30.4
46.4
35.8
38.5
24.5
69.5
28.4
21.8
27.9
28.9
37.9
56.2
55.7
35.5
20.9
48.2
61.3
50.4
31.4
17.8
39.3
46.7
45.0
57.2
31.9
67.7
14.1
23.8
27.1
33.1
27.1
0.0
37.6
46.5
11.8
25.1
21.5
16. 9
44.6
89.8
50.4
IS. 9
3C.S
27.0
33.4
30.7
21.2
39.1
23.2
2C.2
22.6
22.1
45.7
28.7
40.7
24.0
26.4
26.8
49.7
52.6
72.4
3C.9
43.2
37.2
22.2
26.6
37.3
20.5
62.1
32.5
29.4
30.0
30.9
38.4
27.8
41.0
28.6
47.4
45.8
29.2
40.6
44. "6
39.0
30.4
37.7
29.2
28.8
23.1
29.5
40.4
23.9
26.0
31.2
0.0
37.7
43.0
39.0
24.7
30.1
31.3
30.4
63.3
29.3
31.1
20.5
30.2
32.2
36.0
43.8
30.6
48.1
29.5
30.0
38.7
51.0
35.4
33.3
37.8
34.8
50.4
27.2
35.0
36.2
27.6
41.2
15.4
17.1
11.4
19.3
31.5
32.9
15.2
17.5
14.5
19.9
15.1
21.1
20.9
19.6
20.1
19.1
18.7
20.7
27.9
18.9
14.9
14.5
20.6
21.4
22.6
21.4
30.9
16.7
22.3
18.7
0.0
24.9
20.7
24.0
16.2
13.9
19.4
23.6
24.2
21.1
25.2
13.3
24.9
23.1
18.7
18.2
34.4
19.0
16.0
14.3
16.5
11.4
23.1
22.2
18.3
20.8
16.8
15.6
15.0
25.5
24.8
16.7
84.0
75.8
23.4
87.5
38.8
59.4
119.3
50.9
31.5
21.6
20.6
24.8
39.6
57.2
77.4
70.1
24.5
25.4
38.6
59.1
38.7
63.5
28.7
32.1.
23.6
50.1
68.5
62.3
103.2
41.4
0.0
51.4
52.6
45.0
54.2
39.9
36.6
42.5
81.5
103.8
30.7
75.5
63.6
20.4
35.4
59.4
29.9
72.4
49.3
61,7
48.0
31.6
29.1
60.1
56.3
46.2
53.1
41.2
40.1
62.6
34.9
45.3
0.0
0.0
c.o
0.0
0.0
0.0
0.0
0.0
0.0
o.c
0.0
o.o
0.0
0.0
0.0
0.0
0.0
0.0
c.o
c.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
36.7
2.7
11.6
16.?
60.6
26.8
48.4
57.8
36.7
37.3
60.2
52.0
64.4
37.9
47.5
48.3
37.4
40.0
41.0
55.6
20.9
26.0
2C.1
21.7
21.7
24.6
26.8
18.1
42.3
21.6
18.7
20.3
87.2
18.2
40.3
27.3
20.8
11.8
74.3
84.5
21.5
16.5
31.9
34.8
21.0
25.5
31.1
24.6
14.7
24.1
0.0
16.3
48.2
64.0
78.2
65.8
30.0
32.5
26.7
23.5
82.6
36.9
18.8
24.7
16.3
15.6
53.5
36.9
17.7
16.6
13.2
17.8
12.5
14.8
46.3
26.5
11.9
18.7
12.6
19.3
23.1
56.4
29.6
58.2
50.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.2
45.5
63.5
41.5
36.3
68.3
33.3
29.0
51.4
31.9
32.4
47. C
57.7
40.4
30.8
35.8
53.5
34.7
35.2
32.3
0.0
58.1
70.9
80.0
' 48.2
38.1
47.4
45.8
66.4
32.5
41.4
23.6
47.8
28.4
23.0
33.0
39.1
79.0
31.7
40.7
33.3
28.5
30.5
28.0
55.4
39.5
29.7
24.1
33.7
30.3
25.6
37.3
59.9
49.2
35.9
27.3
98.6
56.4
36.9
29.2
36.4
17.5
19.6
55.6
24.8
31.7
34.2
80.3
28.0
14.5
80.3
50.4
29.4
22.2
43.3
22.0
18.7
37.7
45.7
36.8
35.4
23.8
0.0
13.6
100.6
67.0
31.4
21.9
42.7
65.4
66.5
61.0
35.2
22.2
24.6
32.5
29.6
17.5
63.7
62.1
26.9
18.8
19.1
19.7
21.6
43.3
60.6
34.0
24.6
21.2
25.4
23.1
62.0
61.6
50.6
34.3
104.4
23.3
27.8
28.6
103.1
56.5
35.9
35.4
67.0
109.2
65.8
29.8
41.8
58.3
40.3
23.6
23.5
107.6
27.1
25.9
56.7
30.2
44.0
97.2
39.7
34.4
79.2
40.4
0.0
37.9
93.4
55.2
38.9
20.5
165.0
101.5
86.2
88.8
44.0
22.9
35.5
26.4
39.8
28.4
31.4
127.4
32.3
50.9
29.7
26.3
63.7
30.7
48.2
82.8
46.4
43.4
62.3
29.2
44.5
49.6
29.5
24.4
27.9
28.4
52.1
23.5
26.2
45.6
25.9
25.5
23.3
43.4
38.7
44.9
56.6
22.5
30.0
27.6
60.0
22.0
31.5
22.1
65.1
31.5
28.0
41.9
33.5
49.0
23.3
50.4
0.0
15.3
74.9
42.5
36.0
32.2
51.7
72.1
72.6
47.6
-42.3
27.6
27.5
48.3
24.6
20.6
60.5
36.6
20.9
20.9
30. S
33.2
14.5
59.1
34.9
52.2
29.3
24.0
26.3
27.1
44.5
37.1
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.5
2.4
0.0
0.0
0.5
0.0
0.0
0.0
0.0
0.0
3.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.5
1.2
0.7
1.7
2.5
0.0
0.0
0.0
0.5
3.0
3.9
11.9
29.9
33.3
38.0
33.8
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12/22
12/23
12/24
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12/26
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-> l?/28
12/29
12/30 ,
12/31
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1/12
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1/19
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82
83
84
85
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87
88
89
90
91
92
93
94
95
96
97
98
" 99
100
101
102
103
104
105
106
107
108
1C9
110
111
112
113
114
115
116
117
118
119
120
121
122
123
124
125
126
127
128
129
130
131
132
133
134
135
136
137
138
139
140
141
142
143
32.6
21.5
32.3
52.8
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206
207
208
209
210
211
212
213
214
215
216
217
218
219
220
221
222
223
224
225
226
227
228
229
230
231
232
233
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235.
236
237
238
239
240
241
242
243
244
245
246
2.47
248
249
250
251
252
253
254
255
256
257
258
259
260
261
262
263
264
265
266
267
28.9
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284
285
286
287
288
289
290
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292
293
294
295
296
297
298
299
300
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302
303
304
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306
307
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309
310
311
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313
314
315
316
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318
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1.0
0.0
0.0
0.0
0.0
0.0
C.O
0.0
0.0
0.0
0.0
0.0
0.0
C.O
0.0 .
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0 .
0.0
9.8
0.0
0.0
0.0
0.0
0.0
O.C
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
O.C
0.0
0.0
0.0
17.8
32.8
46.2
73.1
29.9
35.7
30.5
34.0
35.9
57.6
106.2
82.9
45.8
82.7
4C.8
41.9
28.9
55.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
35.2
36.3
28.4
28.6
57.7
48.6
0.0
51.6-
40.8
44.1
35.2
61.7
109.7
22.3
76.3
49.0
25.4
84.8
77.8
107.4
47.5
44.9
43.6
0.0
36.7
78.5
111.8
68.7
30.4
41.4
26.4
86.0
C.O
0.0
0.0
0.0
34.5
78.3
39.0
(>5.3
38.3
40.7
49.7
64. C
53.1
38.9
60.3
91.5
34.1
35.6
53.5
20.6
53.2
64.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
47.7
42.0
34.2
25.8.
54.1
36.3
0.0
31.3
45.9
24.7
42-. 1
27.2
60.7
36.1
31.1
36.5
31.4
29.2
53.1
39.3
55.9
39.8 .
36.6
0.0
26.4
16.4
38.6
35.0
41.3
29.9
26.3
26.5
0.0
0.0
0.0
0.0
43.2
34.5
47.5
44.8
37.5
60.9
57.1
49.2
46.9
65.6
35.1
35.8
58.9
46.2
53.3
32.3
73.3
34.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
49.9
55.3
35.2
37.9
52.6
41.3
0.0
28.4
62.6
44.0
25.5
36.9
39.4 .
27.1
58.0
27.1
39.8
39.5
81.3
34.2
30.3
44.0
30.5
0.0
37.7
62.5
34.3
24.8
19.8
16.2
31.1
44.3
0.0
0.0
0.0
0.0
73.7
57.7
106.9
45.0
50.6
36.3
115.2
56.1
55.5
54.6
139.3
93.2
31.6
63.4
98.2
42.2
79.3
52.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
22.9
33.9
33.4
24.5
60i7
36.6
0.0
68.5
97.9
39.8
67.8
53.0
125.5
29.3
49.0
87.7'
43.3
37.5
71.9
79.8
116.2
43.4
62.5
0.0
40.9
77.0
32.0
58.9
36.7
42.9
34.2
107.9
0.0
0.0
0.0
0.0
24.1
35.1
57.0
28.1
33.0
71.3
65.9
24.1
65.2
52.3
54.5
43.8
35.3
31.3
47.2
29.1
70.1
55.2
0.0
0.0
0.0
0.0
0.0
0.0 .
0.0
0.0
39.5
21.6
36.2
18.7
65.4
28.5
0.0
22.2
40.5
27.4 '
31.7
81.1
44.7
34.1"
62.3
27.1
47.4
43.1
53.1
45.3
79.6
23.7
21.4
0.0
82.6
64.7
62.3
40.6
18.0
18.8
37.9
18.8
0.0
0.0
0.0
0.0
30.9
32.2
35.6
37.7
41.7
52.2
62.1
35.6
36.8
49.1
48.0
58.0
49.7
55.4
46.4
46.7
32.8
38.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
27.6
26.0
25.3
25.3
29.7
21.9
0.0
35.5
38.0
49.2
16.8,
23.7
28.6
29.8
31.2
28.6
27.1
38.3
27.2
26.1
22.4
32.0
34.2
0.0
38.0
19.1
18.1
27.0
39.8
31.6
26.6
29.8
0.0
0.0
0.0
0.0
34.5
36.1
42.1
43.4
34.0
42.4
38.8
35.4
37.4
38.6
42.6
47.9
35.9
41.1
43.0
48.0
50.7
37.0
0.0
0.0
0.0
. 0.0
0.0
0.0
0.0
0.0
35.3
32.0
34.3
29.6
40.3
34.1 .
0.0
37.3
38.5
35.6.
35.8
46.9
49.9
29.0
35.9
33.1
27.1
37.3
46.2
45.9
49.4
37.2
34.2
0.0
37.0
45.1
47.2
36.1
32.7
28.9
26.9
45.5
0.0
0.0
0.0
0.0
-------
20.1
14.2
28.5
O.f
. 29.7..
43.9
42.0
33.4
10/28 -393
~- 10/29 394
-«j 10/30 395
* ' 10/31 396
.-- ll/ 1~. 397
ll/ 2 398
ll/ 3 399
1
0 WEEK
NO.
1
2
3
4
5
6
7
a
9
10
11
12
13
14
15
16
5 17
? IB
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
36
39
40
41
42
43
44
45
46
47
4H
49
80.8
28.6
52.8
66.4
44.6
50.0
0.0
UNIT
1
41.5
41.6
59.0
49.0
94.5
64.0
80.4
75.6
32.5
45.0
60.8
55.0
50.1
98.4
48.6
39.8
98.6
98.8
39.0
64.9
40.8
98.2
7C.9
40. 0
60.1
30.3
77.3
39.3
38.4
52.5
0.0
21.6
51.2
38.9
32.1
34.3
35.0
98.6
39.3
39.2
47.6
60. H
86.6
26.4
28.4
47. b
51.6
37.4
85.2
44.4
30.1
56.7
34.7
30.1
67.3
0.0
UNIT
2
98.7
59.9
82.2
43.4
50.0
46.9
42.5
52.2
49.6
32.3
58. 8
43.5
42.9
9C. 7
36.8
36.8
35. 7
60.8
49.8
46.3
47.2
45.7
95.5
46.2
38.6
4C.8
5C.9
B9.9
36.4
36.6
0.0
98.7
98.3
68. 6
55.6
98.5
97.4
44.2
69.2
46.6
45.4
48.6
65.4
52.6
91.8
68.8
57.9
43.7
-------
50
51
52
53
54
55
56
57
WbEK
MO.
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
49
42.2
22.7
41.1
53.2
78.8
97.5
51.2
34.7
UNIT
1
66.2
67.4
112.1
77.4
120.2
87.0
83.6
79.6
51.8 .
53.4
76.4
o5.9
62.1
108.1
65.1
59.2
105.7
98.8
50.1
71.8
59.2
102.7
70.9
56.3
76.8
49.3
77.3
52.5
53.8
56.3
0.0
22.5
56.2
43.9
35.8
44.8
45.1
103.0
131.8
54.7
64.9
66.3
110.7
37.5
51.8
68.9
52.5
37.4
105.7
94.7
3C.O
56.2
56.5
45.4
. 62.2
62.3
47.8
UNIT
2
104.1
£3.7
137.1
61.8
64.0
56.2
66.5
66.8
70.2
51.4
64.3
58.4
69.0
104.9
53.7
66.7
61.2
98.5
72.7
71.2
89.1
61.9
95*5
74.3
67.2
54.7
92.0
91.0
56.0
51.1
C.O
98.8
135.8
103.3
72.8
120.4
97.8
58.7
89.1
61.3
79.1
63.7
99.2
81.3
145.5
83.7
81.7-
80.0
46.7
39.6
29.0
98.6
90.8
97.3
66.9
78.2
0.0
UNIT
3
52.0
1C3.6
78.5
55.9
61.7
110.5
51.9
107.2
80.5
77.9
55.4
118.9
99.3
69.8
107.2
63.3
105.7
52.4
92.1
43.7
69.3
61.0
, .54.3, .
60.5
91.7
105.9
53.3
69.6
91. E..
108.5
0.0
67.5
70.6
123.0
66*1 .
73.0
63.1
68.5
119.5
69.6
117.1
55.1
73.7
59.3
54.8
90.7
. 56.9
133.4
70.0
39.7
53.3
96.4
87.3
61.1
48.2
50.8
61.1
WEEKLY
UNIT
4
42.1
39.5
48.7
62.2
39.2
43.0
53.4
34.9
46.8
36.0
44.7
44.4
49.3
60.2
30.2
38.3
37.0
104.8
21.7
35.4
42.0
168.0
, 94.9
40.0
54.7
37.7
37.3
67.5
. 35.0
34.4
0.0
18.8
35.1
47.4
72.0
69.5
48.5
80.5
51.0
7.2
65.6
36.5
49. C
51.6
106.8
56.4
65.9
65.5
63.2
37.0
26.1
39.0
70.4
55.1
50.2
45.2
47.3
HOURLY
UNIT
5
52.3
60.7
61.0
105.6
105.4
65.5
59.9
105.6
61.1
63.9
52.9
66.4
54.5
50.9
80.0
59.2
105.5
55.4
66.7
65.6
77.2
70.1
89.6
100.0
69.7
53.2
82.1
59.7
81.9
50.6
0.0
21.0
21.8
52.4
23.4
55.9
79.0
85.5
69.6
57.8
105.2
106.2
67.3
49.6
81.1
80.2
71.8
69.0
48.3
0.0
0.0
0.0
11.1
0.0
0.0
0.0
0.0
PEAK HATER
UNIT
6
0.0
0.0
0.0
O.'O
o.'o
0.0
4.8
0.0
97.5
76.3
58.1
59.4
59.4
52.6
67.5
54.4
43.5
65.3
69.9
74.4
64.5
92.8
75.7
107.6
89.8
53.5
75.7
77.0
58.2
31.7
0.0
64.8
23.4
0.0
0.0
5.2
40.9
0.0
5.3
30.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
11.8
0.0
34.8
8G.8
70.2
46.6
29.6
57.7
26.1
38.6
FLOW
UNIT
7
63.5
57.6
85.4
50.0
109.8
73.3
109.9
56.8
81.1
50.2
67.2
44.2
63.2
66.0
102.6
66.7
48.3
76.9
66.5
56.0
53.3
74.1
53.6
53.6
70.4
66.5
71.2
90.2
50.5
50.1
0.0
40.5
39.2
51.8
44.2
48.6
49.4
72.8
57.8
61.5
51.4
61.7
54.3
53.7
84.0
60.1
50.0
55.0
71.7
39.5
27.6
' 54.5
63.3
44.7
50.9
26.9
47.9
UNIT
8
68.4
74.1
75.9
56.7
52.5
55.0
56.0
54.5
52.9
46.7
70.7
64.4
69.2
46.0
84.2
43:i
68.4
55.6
57.1
63.1
100.1
60.7
60.4
119.5
109.3
49.5
68.3
80.1
53.9
67.5
0.0
42.5
99.3
71.5
39.6
57.3
84.1
54.7
67.1
90.5
83.4
89.0
55.7
64.7
71.4
78.8
63.2
106.7
76.7
58.8
43.2
60.4
42.1
52.2
48.0
43.5
51.6
UNIT
9
69.4
63.8
85.6
84.6
191.7
103.1
75.2
92.3
66.4
93.2
58.5
75.9
83.0
124.5
58.5
115.3
106.1
58.5
123.2
118.7
111.7
68.9
66.9
104.1
60.3
63.4
105.9
77.4
61.2
58.5
0.0
42.2
103.9
81.8
61.7
98.3
187.9
63.4
139.6
87.3
131.2
119.6
82.6
72.9
80.5
102.7
76.0
64.8
91.6
45.6
19.0
46.0
41.1
67.0
47.3
37.0
97.8
UNIT
10
98.8
65.7
63.4
58.4
95.7
89.1
113.1
67.2
65.1
53.0
71.8
55.9
62.6
53.3
66.6
99.6
50.7
80.3
119.1
100.5
75.5
46.9
104.0
50.4
49.5
56.7
46". 4
47.8
46.3
58.3
0.0
29.4
53.5
54.2
41.6
42.2
84.2
113.5
83.8
67.2
54.7
56.2 .
54.9
46.2
59.4
73.1
67.6
67.6
66.3
33.3
19.6
35.0
45.5
35.7
72.4
27.6
48.8
UNIT
11 '
40.3
73.1
28.7
36.1
42.1
54.4
45.3
49.6
52.0
44.9
43.7
37.5
39.7
54.5
84.1
51.4
45.9
39.6
107.1
. 41.4
' 42.6
47.4
74.6
45.3
46.5
44.5
48.1 '
47.9
46.9
45.4
0.0
22.1
54.7
44.4
89.1
111.5
45.2
38.4
35.0
73.0
49.8
46.7
43.2
45.0
52.6
43.2
82.8
82.1
42.3
86.9
23.1
96.7
96.5
37.6
51.6
46.6
40.5
UNIT
12
15.2
4.5
8.6
0.0
16.1
4.3
27.1
5.9
22.3
73.5
67.7
50.9
82.5
74.6
78.9
41.4
76.5
57.4
75.7
34.1
41.7
66.6
73.8
39.4
58.1
61.1
-73.2
51.3
84.1
72..4
0.0
50.0
95.9
54.8
39.8
94.0
76.2
83.4
117.5
85.9
98.0
68.8
92.3
108.2
57.1
78.1
175.2
60.9
99.8
241.3
99.7
167.5
479.2
243.9
344.7
154.3
268.1
TOTAL
UNITS
240.5
236.7
286.9
387.4
333.0
375.5
339.8
258.3
202.7
194.2
213.7
249.9
255.2
292.2
284.7
292.7
246.9
239.3
278.4
215.3
254.5
449.6
589.2
310.2
329.9
193.2
219.9
494.4
530.0
242.3
0.0
182.4
592.8
213.7
407.2
650.5
286.1
284.5
289.1
267.0
242.2
229.3
330.8
266.6
389.4
653.0
261.6
226.1
408.0
-------
50
51
- 52
53
54
55
56
57
MONTH
-
1
2
3
4
.. 5
6
7
... B
9
10
. 11
12
13
14
53.1
37.8
48.5
55.6
121.6
103.9
62.5
39.0
UNIT
1
59.0
94.5
98.4
98.6
98.8
70.9
77.3
51.2
98.6
86.6
51.6
85.2
97.5
34.7
141.1
43.3
65.9
79.7
90.8
93.4
85.9
73.8
UNIT
2
98.7
52.2
58.8
90.7
60.8
95.5
89.9
98-7
98.5
65.4
91.8
94.7
62.3
37.9
68.1
33.3
112.9
94.8
109.8
66.9
82.2
0.0
UNIT
3
98.8
95.9
97.5
98.6
57.7
98.6
97.2
64.6
92.7
85.0
81.7
98.6
97.3
0.0
73.2
76.3
103.3
87.3
73.7
72.1
72.0
65.5
MONTHLY
UNIT
4
42.2
53.4
42.9
90.4
98.3
94.9
6?. 9
55.0
55.4
49.0
63.9
96.4
87.3
56.2
55.9
27.0
42.3
78.8
73.6
86.4
49.5
60.2
15 MINUTE
UNIT
5
87.5
87.2
60.9
86.4
63.5
98.2
79.2
31.5
57.1
97.8
74. B
39.2
70.4
47.3
0.0
0.0
0.0
17.6
0.0
0.0
0.0
0.0
PEAK
UNIT
6
0.0
4.7
55.4
62.2
60.6
97.7
72.5
36.8
23.7
20.3
10.7
0.0
11.1
0.0
64.5
105.5
82. 6
68.6
51.9
73.2
38.7
55.6
MATER FLOW
UNIT
7
63.9
87.8
49.1
94.8
52.0
44.3
76.3
38.7
48.6
54.3
49.0
80.8
57.7
38.6
53.1
46.7
54.6
63.3
61.0
69.3
51.5
77.5
UNIT
8
66.8
54.2
68.7
70.7
84.7
89.1
47.1
89.2
70.7
53.3
71.7
83.8
63.3
47.9
93.8
65.6
71.8
71.3
73.9
81.1
79.5
74.2
UNIT
9
63.6
96.6
63.4
98.0
97.1
97.3
97.9
97.9
98.6
95.9
97.3
79.0
52.2
51.6
68.0
35.4
65.0
50.3
80.9
57.1
56.8
194.6
UNIT
10
91.8
96.6
50.7
84.0
98.0
95.5
45.7
53.5
60.6
51.6
51.3
46.0
97.8
31.9
42.4
35.8
45.7
68.0
43.7
76.2
44.9
59.4
UNIT
11
44.8
44.1
40.4
57.2
88.3
74.6
34.8
88.5
70.5
50.9
52.6
50.3
72.4
19.6
86.9
32.8
106.8
102.5
42.1
56.3
54.3
46.3
UNIT
12 .
15.0
27.1
73.2
70.2
45.7
73.8
73.2
95.9
96.0
91.4
88.7
96.7
58.6
37.4
324.5
181.2
273.1
489.2
294.1
344.7
219.6
284.2
TOTAL
UNITS
333.7
332.3
187.0
198.8
182.5
589.2
490.7
554.4
610.9
330.8
605.4
359.5
479.2
268.1
in
o
MONTHLY HOURLY PEAK HATER FLOW
MONTH
1
2
3
4
5
6
7
8
9
10
11
12
13
14
MEEK
NO.
1
2
3
4
5
6
UNIT
1
112.1
12C.2
108.1
105.7
102.7
76.8
77.3
56.2
131. B
110.7
'68.9
105.7
121.6
34.7
UNIT
1
2445.6
3123.8
5149.1
5861.6
6917.5
7097.?
UNIT
2
137.1
7C.2
69.0
104.9
98.5
95.5
92.0
135.8
12C.4
99.2
14i.5
141.1
93.4
46.6
UNIT
2
15C9.9
2285.4
2256.8
1671.2
2206. 8
2014.6
UNIT
. 3
103.6
110.5
118.9
107.2
92.1
105.9
108.5
123.0
119.5
117.1
133.4
112.9
109.8
U.O
UNIT
3
2157.4
2235.3
1875.6
2148.2
2338.5
2258.3
UNIT
4
62.2
53.4
54.3
104.8
168.0
94.9
67.5
72.0
80.5
65.6
106.8
103.3
87.3
i.6.2
TOTAL
UNIT
4
1135.4
1286.2
949.6
1137.*
1087.4
1089.8
UNIT
5
105.6
105.6
66.4
105.5
77.2
100.0
82.1
52.4
85.5
106.2
81.1
5S.9
86.4
60.2
WATER FLCtM
UNIT
5
1394. b
1648.2
1927.2
2054.1
1556.5
1392.8
UNIT
6
0.0
4.8
97.5
67.5
92.8
107.6
77.0
64.8
40.9
30.1
11.8
C.O
17.6
0.0
UNIT
7
85.4
109.9
67.2
102.6
74.1
70.4
90.2
51.8
72.8
61.7
84.0
105.5
73.2
38.6
UNIT
8
75.9
56.0
70.7
84.2
1C0.1
119.5
80.1
99.3
84.1
90.5
78.8
106.7
77.5
52.8
UNIT
9
85.6
191.7
93.2
124.5
123.2
104.1
105.9
103.9
187.9
131.2
102.7
93.8
81.1
74.2
UNIT
10
98.8
113.1
71.8
99.6
119.1
104.0
58.3
54.2
113.5
67.2
73.1
68.0
194.6
36.4
UNIT
11
73.1
54.4
54.5
84.1
107.1
74.6
48.1
89.1
111.5
73.0
82.8
82.1
' 76.2
25.3
UNIT TOTAL
12 UNITS
15.2 387.4
27.1 375.5
82.5 292.2
78.9 292.7
75.7 278.4
73.8 589.2
84.1 530.0
95.9 592.8
117.5 650.5
108.2 330.8
175.2 653.0
106.8 408.0
58.6 489.2
46.3 268.1
PbR WEEK
UNIT
6
0.0
0.0
0.0
0.0
0.0
0.0
UNIT
7
1650.9
1637.3
1407.1
1051.1
1400.6
1568.5
UNIT
8
1746.2
2291.6
21B7.8
305.0
1585.8
1696.6
UNIT
9
2132.1
1951.4
2251.8
2565.1
2109.7
2144.4
UNIT
10
1254.2
1161.0
1020.1
1138.6
1221.9
914.2
UNIT
11
745.5
843.5
748.4
688.8
764.7
774.9
UNIT TOTAL
12 UNITS
25.1 16246.8
9.9 IB'474.5
* 8.6 19982.0
0.0 18647.0
29,7 21221.1
4.3 20955.3
-------
7
A
*j
lo
11
12
13
14
!>
Ifr
IV
Iti
1
196.9
1290.3
1737.9
1778.0
1937.2
1753.6
1689.0
1*12.4
1394.3
1759.4
1530.7
20J-5.0
2365, a
2232.7
1768.0
2302.1
1054.4
1815.1
1475. U
1017.9
691.1
1025.6
1B37.3
143?. 4
1521.7
1156.?
1242.5
1659.2
1245.4
12P0.5
951.1
1365.5
105B.7
1155.5
1471.4. 990.6
1759.7
1931.4
2175.0
1109.3
454.7
0.0
443.7
76.8
0."
0.0
8.2
55.4
0.0
10.2
54.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
23.9
0.0
0.0
0.0
0.0
49.0
0.0
0.0
o.n
0.0
WATER FLOW PER
UNIT
5
7359.3
7589.0
7504.7
' 7589.6
5842.6
5776.7
UNIT
6
0.0
4.R
7243.4
6794.3
8177.8
8248.9
10H2.1
1314.0
1540.8
1152.0
516.8
0.0
134.7
554.1
1388.3
713.1
378.4
1461.2
1772.8
1693.9
1197.8
1382.2
1770.0
1915.8
1774.9
1344.3
1425.3
1466.5
1596.6
2671.4
999.7
429.2
1534.8
2389.6
2588.1
2205.0
909.8
1705.6
MONTH
UNIT
7
6109.8
6688.8
5275.5
64C6.4
4722.8
4770.0
1575.6
2056.6
1716.0
1679.3
1415.1
158?.. 4
167?. 9
192H.5
1728.4
1480.5
1488.5
1664.2
1433.7
1052.6
1647.7
1494.3
1473.6
1692.8
1236.9
1162.7
1525.4
1253.4
1644.5
643.1
C.C
229.7
922. C
1682.0
497.7
694.2
1513.3
1537.0
1733.8
1772.3
1965.4
2605.8
2101.1
596.4
2122.0
1807.7
1576.5
2075.5
2264.8
1151.8
538.5
1366.0
1550.6
1711.6
1126.0
480.3
1880.6
UNIT
8
6858.5
7644.9
7192.1
7286.7
6498.9
6114.2
1760.9
2217.1
2459.7
1901.5
1799.6
2032.2
2220.2
2495.5
1855.4
2096.4
2179.1
1802.5
2D16.7
2200.3
2015.4
1650.7
1654.1
1632.8
1263.4
1819.8
1719.5
1955.1
2096. B
989.7
0.0
198.2
1784.1
2712.8
907.4
951.1
3232.3
1884.2
3096.7
2109.6
2518.2
2445.3
2141.1
1788.2
2214.9
1878.0
1930.4
2604.6
2701.0
1549.0
841.8
2063.9
2064.8
2396.8
1563.3
B41.3
1704.0
UNIT
9
9642.4
9492.4
8835.5
9362.2
8055.4
6838.9
1095.5
1232.8
1215.9
1019.8
1024.3
1115.5
1318.6
958.8
975.8
1096.1
1755.6
1877.6
2247.9
1661.7
1640.6
1218.8
1397.7
1196.5
776.4
1082.8
1064.4
952.6
1058.1
401.5
0.0
81.1
687.0
1150.1
429.9
350.8
1289.2
1591.9
1306.4
1492.0
1016.7
1096.2
1040'.!
1023.6
1336.7
1594.5
937.3
1456^2
1481.5
817.3
170.5
964.9
1356.1
1364.1
865.5
558.0
1525.8
UNIT
10
5208.5
4860.1
4943.8
5553.0
7297.2
4756.1
772.8
757.9
1013.7
643.9
741.6
799.5
701.2
1034.8
1193.2
1151.3
684.6
839.8
870.3
698.7
754.8
698.1
994.9
797.7
551.5
789.3
737.5
1031.6
646.1
425.5
0.0
110.7
657.2
1136.9
366.7
378.3
705.9
1038.1
796.8
952.0
789.5
1291.1
831.5
752.6
799.1
855.0
745.2
943.7
919.5
605.0
183.1
634.4
924.8
940.7
860.7
259.1
816.3
UNIT
11
3302.8
3580.0
3424.7
4284.9
3069.3
3393.7
27.2 15370.0
25.8 14675.1
69.8 167S9.B
1661.8 16919.9
2318.9 17867.0
1992.0 19422.5
2578.4 21129.3
1925.2 20566.5
1908.1 19353.5
2148.5 18871.9
1986.9 19003.3
2131.9 19923.2
2185.2 19869.3
1938.4 20003.1
1964.7 19392.0
2230.1 19360.4
2485.1 19173.6
1997.0 19583.1
1570.6 14597.2
1618.1 16196.1
1888.3 18947.8
2189.1 20435.5
2351.2 19090.7
1026.0 8212.6
0.0 0.0
347.6 2718.5
1659.4 11095.7
2257.6 20126.9
1050.3 8424.5
1291.5 8803.2
2736.2 21774.8
2742.6 21734.1
3096.8 21748.2
3235.9 18035.6
2972.5 18918.4
2496.9 20181.7
2416.3 20200.9
2215.1 16542.7
2287.3 22097.0
2317.0 19968.5
3338.0 18909.6
2632.9 20348.1
2993.2 20917.8
1477.3 13404.6
481.9 5043. B
1580.7 16059.1
1872.4 19965.9
1865.5 20797.8
1561.5 17017.1
884.8 7935.9
1868.7 15967.8
UNIT TOTAL
12 UNITS
43.6 81250.8
125.0 77163.4
8813.7 82676.4
9051.3 86730.4
8086.5 79214.4
8721.2 76527.2
-------
to
I'
o
7
8
9
10
11
12
13
14
5278.4
5028.1
948C.9
8614.3
10993.7
5546.1
9210.1
567.8
6507.7
6477.2
7371.5
8976.9
8084.8
6163.2
7055.4
661.6
8548.4
5094.0
8582.2
9718.8
11010.6
7516.5
7919.7
0.0
5062.9
2980.3
4275.1
4471.9
8199.8
4864.2
6276.8
311.9
5395.7
606.1
6018.6
5214.6
5875.3
3048.1
4948.4
761.4
TOTAL WEEKLY FLOW
MEEK
NO.
1
2
3
4
5
6
7
8
9
in
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
4i
43
44
45
4t>
47
4 1)
4-<
UNIT
1
407.6
520.6
858.2
98P.3
1152.9
1132.9
423.5
203.6
179.5
210.3
197.6
218.1
268.9
226.2
230.1
222.5
237.2
226.0
208.1
279.6
215.5
177.7
208. 8
329.4
152.3
156.9
204.9
243.1
292.3
139.3
C.O
46.3
171.7
429.1
190.9
215.3
457.4
4db.8
418.6
243.2
312.7
334.2
399.2
360.4
492. 3
533.6
436.6
286.5
?36.6
UNIT
2
215.7
326.5
322.4
239.5
315.5
287.8
224.7
163.4
295.7
179.2
243.9
291.3
335.3
35C.2
229.2
320.7
263.6
300.6
275.3
301.0
309.7
260.2
266.2
275.3
217.0
216.1
289.0
286.0
273.4
81.3
o.O
35.5
2t9. 3
466.1
17] .9
lk'..0
315.3
322.9
29C.fi
283.7
29C.O
277.3
317.9
289.2
35:. 1
21,.. 3
239.5
18<«.5
20^.3
UNIT
3
239.7
248.4
2C8.4
238.7
259.8
250.9
202.9
205.8
237.1
256.8
269.9
285.2
253.8
247.9
253.1
256.8
254.7
247.3
308.0
213.9
250.4
266.6
271.0
286.5
185.6
245.3
268.6
279.0
290.3
105.8
0.0
43.1
127.7
278.0
117.2
117.9
264.2
307.1
264.4
246.?
242.5
229.9
266.7
241.3
256. f-
319.4
240.3
285.5
254.3
UNIT
4
148.2
160.8
118.7
142.2
135.9
136.2
154.0
119.1
155.4
137.2
128.2
131.2
142.9
153.5
129.8
136.8
139.4
159.4
100.0
128. 6
131.1
204.9
157.7
146.0
137.4
140.5
177.0
219.6
171.1
65.3
0.0
17.9
88.6
154.0
111.7
78.5
195.4
193.6
66.9
2.0
151.1
1H7.«
161.9
126.8
255.*
210.2
254.7
245. B
219.6
UNIT
5
278.9
-329.6
385.4
410.8
311.3
278.6
381.2
280.0
417.8
356.1
317.6
426.6
295.1
354.1
436.1
268.9
319.4
245.6
318.2
313.6
253.7
308.6
290.6
231.8
306.0
216.8
336.3
321.9
265.9
155.1
0.0
23.1
23.1
42.8
32.2
1H0.3
377.7
332.2
313.5
308.9
195.2
191.7
284.5
203.7
424.1
156.7
193.0
286.0
7.11 .ft
5670.4
520.5
73.8
54.2
23.9
0.0
49.0
0.0
4523.6
2790.2
5306.3
7?.0o.9
6483.4
6082.7
9036.7
496.9
PER CAPITA PER
UNIT
6
0.0
0.0
0.0
o.c
0.0
0.0
l.C
0.0
39.4
258.1
. 347.6
355.6
387.4
350.7
337.8
282.5
278.9
351.9
306.1
413. U
477.2
446.5
353.6
460.4
294.3
351.9
386.3
435.0
221.9
90.9
0.0
88.7
15.4
0.0
0.0
1.6
11.1
0.0
2.0
10.8
0.0
o.n
0.0
0.0
C.O
0.0
0.0
4.8
fl-O
UNIT
7
275.1
272.9
234.5
175.2
233.4
261.4
175.7
302.5
245.8
169.6
148.5
170.9
306.2
238.7
253.6
192.7
207.1
?76.5
207.6
213.4
158.5
227.6
176.4
192.6
165.1
180.3
P19.0
256.8
192.0
86.1
0.0
22.4
92.3
231.4
118.8
63.1
243.5
295.5
282.3
199.6
230.4
295.0
319.3
295.6
224.0
237.5
244.4
2 o6.1
««S.7
5066.4
3331.4
5478.3
8563.4
7760.9
5767.8
6097.5
503.3
UNIT
UNIT
8
291.0
381.9
364.6
50.8
264.3
282.8
262.6
342.8
286.0
279.9
235.8
263.7
278.8
321.4
?88.1
246.7
248.1
277.4
238.9
308.8
274.6
249.0
245.6
282.1
206.1
193.8
254.2
208.9
274.1
107.2
0.0
38.3
153.7
280. 3
82.9
115.7
252.2
256.2
289.0
295.4
327.6
434.3
350.2
99.4
353.7
301.3
262.7
345.9
377. >
6761.1
5602.5
9164.3
10008.7
9164.8
7964.9
7599.5
618.3
UNIT
9
266.5
243.9
281.5
320.6
263.7
268.0
220.1
277.1
307.5
237.7
224.9
254.0
277.5
311.9
231.9
262.0
272.3
225.3
252.1
275.0
251.9
206.3
206.8
204.1
157.9
227.5
214.9
244.4
262.1
123.7
0.0
24.8
223.0
339.1
113.4
118.9
404.0
235.5
387.1
263.7
314.8
305.7
267.6
223.5
276.9
234.7
241.3
325.6
^17. A
3476.6
2348.1
4538.3
5174.0
5473.8
3899.0
5173.7
376.5
UNIT
10
418.1
387.0
340.0
379.5
407.3
304.7
365.2
410.9
405.3
339.9
341.4
371.8
439.5
319.6
325.3
365.4
585.2
625.9
749.3
553.9
546.9
406.3
465.9
398.8
258.8
360.9
354.8
317.5
352.7
133.8
0.0
27.0
229.0
383.4
143.3
116.9
429.7
530.6
435.5
497.3
338.9
365.4
346.7
341.2
445.6
531.5
312.4
485.4
4Q3.R
2040.7
2271.5
2919.1
4214.4
3547.5
2621.9
3507.3
212.2
UNIT
11
248.5
281.2
249.5
229.6
254. 9
258.3
257.6
252.6
337.9
214.6
247.2
266.5
233.7
344.9
397.7
383.8
228.2
279.9
290.1
232.9
251.6
232.7
331.6
265.9
183.8
263.1
245.3
343.9
215.4
141.8
0.0
36.9
219.1
379.0
122.2
126.1
235.3
346.0
265.6
317.3
263.2
430.4
277.2
250.9
266.4
285.0
248.4
314.6
int,. i
7454.6 66686.5
5314.9 42365.6
9867.1 74060.2
12084.1 84302.8
11268.9 87986.6
7535.0 61009.0
6888.7 73762.1
721.2 5251.1
UNIT TOTAL
12 UNITS
2.8 216.6
1.1 246.3
1.0 266.4
0.0 248.6
3.3 282.9
0.5 279.4
3.0 204.9
2.9 195.7
7.8 223.5
184.6 225.6
257.7 238.2
221.3 259.0
286.5 281.7
213.9 274.2
212.0 258.0
238.7 251.6
220.8 253.4
236.9 265.6
242.8 264.9
215.4 266.7
218.3 258.6
247.8 258.1
276.1 255.6
221.9 261.1
174.5 194.6
179.8 215.9
209.8 252.6
243.2 272.5
261.2 254.5
114.0 109.5
0.0 0.0
38.6 36.2
184.4 147.9
250.8 268.4
116.7 112.3
143.5 117.4
304.0 290.3
304.7 289.8
344.1 290.0
359.5 240«5
330.3 252.2
277.4 269.1
268.5 269.3
246.1 220.6
254.1 294.6
257.4 266.2
370.9 252.1
292.5 271.3
nv.f, ?7n.9
-------
50
51
52
53
54
55
5o
57
182.3
81.4
322.3
384.3
411.2
359.5
222.1
.323.2
375.5
57.6
206.7
284.5
24^.8
257.2
73.7
263.3
180.5 95.3
77.1 65.1
250.7 193.5
319.0 187.4
275.6 229.4
241.2 169.6
«6.2 80.3
0.0 169.8
139.1
58.6
145.9
218.2
280.0
269.9
147.1
265.2
TOTAL MONTHLY FLOW
MONTH
UNIT
UNIT
UNIT UNIT
UNIT
0.0
0.0
0.0
9.8
0.0
0.0
0.0
0.0
166.6
71.5
255.8
398.3
431.3
367.5
151.6
284.3
PER CAPITA PER
UNIT
UNIT
192.0
89.7
227.7
258.4
285.3
187.7
80.0
313.4
UNIT
UNIT
193.6
105.2
258.0
258.1
299.6
195.4
105.2
213.0
UNIT
272.4
56.8
321.6
452.0
454.7
288.5
186.0
508.6
UNIT
201.7
61.0
211.5
308.3
313.6
286.9
86.4
272.1
UNIT
164.1
53.5
175.6
208.0
207.3
173.5
98.3
207.6
UNIT
178.7
67.3
214.1
266.2
277.3
226.9
105.8
212.9
TOTAL
10
11
12
UNITS
1
2
3
4
5
6
7
8
9
10
11
12
13
14
3241.6
2615.7
980.9
1006.8
902.5
928.7
879.7
838.0
1580.1
1435.7
1832.3
924.3
1535. C
94.6
1253.8
1077.0
1180.5
127C.5
117'/.8
1065.1
929.7
925.3
1053.1
1282.4
1155.0
88C.5
1007.9
97.4
1032.2
997.0
1157.7
1147.5
1017.4
1092.5
949.8
566.0
953.6
1079.9
1223.4
835.2
880.0
0.0
626.0
596.5
609.1
642.6
579.3
622.0
632.9
372.5
534.4
559.0
1025.0
608.0
784.6
39.0
1471.9
1517.8
1500.9
1517.9
1168.5
1155.3
1079.1
121.2
1203.7
1042.9
1175.1
609.6
989.7
152.3
0.0
1.0
1448.7
1358.9
1635.6
1649.8
1134.1
104.1
14.8
10.8
4.8
0.0
9.8
3.0
1018.3
1114.8
879.2
1067.7
787.1
795.0
753.9
465.0
884.4
1201.1
1080.6
1C13.U
1506.1
82.8
1143.1
1307.5
1198.7
1214.4
1083.1
1019.0
844.4
555.2
913.0
1427.2
1293.5
961.3
1016.2
83.9
1205.3
1186.5
1104.4
1170.3
1006.9
854.9
845.1
700.3
1145.5
1251.1
1145.6
995.6
949.9
77.3
1736.2
1620.0
1647.9
1851.0
2432.4
1585.4
1158.9
782.7
1512.8
1724.7
1824.6
1299.7
1724.6
125.5
1100.9
1193.3
1141.6
1428.3
1023.1
1131.2
946.9
757.2
973.0
1404.8
1182.5
874.0
1169.1
70.7
4.8
13.9
979.3
1005.7
898.5
969.0
828.3
590.5
1096.3
1342.7
1252.1
837.2
765.4
80.1
1083.3
1028.8
1102.4
1156.4
1056.2
1020.4
889.2
564.9
987.5
1124.0
1173.2
813.5
983.5
70.0
-------
APPENDIX F
PRESSURE SEWER SYSTEM DEMONSTRATION PROJECT
CHEMICAL ANALYSIS DATA
COMPOSITE SAMPLES ARE INDICATED BY A 2 IN THE SMTY COLUMN
GRAB SAMPLES ARE INDICATED BY A 1 IN THE SMTY COLUMN
ZERO VALUES SHOWN THROUGHOUT THE FOLLOWING COLUMNS OF DATA AND RESULTS INDICATE THAT NO DATA OR RESULTS ARE
AVAILABLE FOR THOSE POINTS
A 'LESS THAN1 SIGN SHOULD BE PLACED IN FRONT OF ALL VALUES APPEARING IN THE 'N03' AND 'SULF' COLUMNS
SAM DATE WASTE SM PH 8005 TCOD
WATER TY
MJI» GPO MG/L MG/L
SCOD TP04 PP04 SP04 ORTO NH3 ORGN N03 N02 STOC CL SULF TURB ALK HARD GREASE MBAS HG
MG/L AS AS LAS
MG/L MG/L MG/L MR/L MG/L MG/L MG/L MG/L MG/L MG/L MG/L MG/L JTU CAC03 MG/L MG/L UG/L
w
1 12/ 2
2 12/ 3
3 12/ 4
4 12/ 9
5 12/10
6 12/11
.7 12/16
8 12/23
9 12/24
10 12/30
11 12/31
12 I/ 6
13 I/ 7
14 I/ 8
15 1/13
16 1/14
17 1/15
18 1/2C
19 1/21
20 1/22
21 1/27
22 1/28
23 1/29
24 2/ 3
25 2/ 4
26 2/ 5
27 2/10
28 2/11
29 2/16
30 2/17
31 2/18
32 2/19
33 2/20
34 2/21
35 2/22
36 2/23
37 2/24
38 2/25
39 2/26
40 2/27
41 2/28
1566.
1567.
1628.
2230.
1957.
2164.
1795.
2427..
2806.
2456.
2651.
1996.
1998.
2294.
2061.
2264.
2024.
1869.
2046.
1883.
1856.
2337.
2494.
2201.
2089.
1880.
1884.
1981.
2004.
2143.
1869.
2044.
2526.
3311.
2039.
1950.
2110.-
2304.
2099.
2386.
2994.
1 8.2 222.
1- 0.0 0.
1 8.9 414.
1 8.3 276.
1 0.0 0.
1 8.0 528.
1 8.7 324.
1 8.1 246.
1 0.0 0.
1 8.4 340.
1 8.8 432.
1 7.7 438.
1 7.9 276.
1 8.1 330.
1 7.7 156.
1 8.1 330.
1 8.3 372.
1 8.6 264.
1 0.0 240.
1 8.5 222.
1 8.4 228.
1 8.5 234.
1 8.2 324.
1 8.1 402.
1 7.7 318.
1 0.0 552.
1 8.1 306.
1 8.4 318.
2 7.9 366.
2 7.6 336.
2 0.0 318.
2 8.1 330.
2 8.2 306.
2 7.6 258.
2 8.0 216.
2 7.6 432.
2 7.6 432.
2 0.0 366.
2 8.0 330.
2 8.1 348.
2 7.6 270.
1C40.
0.
795.
725.
C.
900.
760.
540.
0.
810.
1500.
990.
545.
900.
390.
800.
770.
475.
475.
545.
420.
. 730.
790.
730.
685.
1225.
680.
665.
1140.
725.
865.
94C.
900.
735.
725.
905.
9CC.
820.
800.
77C.
67C.
0.
0.
C.
0.
0.
0'.
C..
C.
0.
0.
0.
0.
0.
0.
0.
C.
C.
C-.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
C.
0.
0.
0.
C.
0.
C.
0.
0.
0.
38.0
0.0
73.0
39.0
0.0
60.0
31.0
30.0
0.0
45.0
43.0
64.0
5.2.0
30.0
85.0
55.0
38.0
32.0
34.0
50.0
40.0
32.0
42.0
43.0
68.0
39.0
43.0
31.0
37.0
43.0
24.0
57.0
58.0
80.0
43.0
37.0
51.0
46.0
0.0
0.0
68.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
o.d
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31.0
4.0
0.0
0.0
0.0
0.0
38.0
20.
0.
150.
35.
0.
45.
160.
41.
0.
80.
100.
60.
90.
60.
15.
46.
55.
72.
50.
64.
70.
80.
40.
50.
70.
66.
55.
45.
68.
60.
58.
68.
64.
56.
56.
40.
50.
60.
56.
58.
42.
35.8
0.0
53.0
35.3
0.0
71.0
62.5
47.3
0.0
69.0
56.0
22.9
43.4
33.0
12.6
50.5
63.0
69.0
63.0
66.0
52.0
81.0
67.0
59.7
93.5
39.5
68.0
52.0
11.0
38.0
19.0
0.0
66.0
7.0
33.0
34.0
32.0
32.0
12.0
17.0
27.0
0.0 0.0
0.0 0.0
0.1 0.0
0.1 0.0
0.0 0.0
0.1 0.0
0.0 0.0
0.1 0.0
0.0 0.0
0.0 O.G
0.1 0.0
0.1 0.0
0.0 0.0
0.2 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 C.O
0.0 0.0
0.0 C.O
0.0 0.0
0.0 0.0
0.1 0.0
0.1 0.0
0.1 0.0
0.1 0.0
0.0 0.0
0.1 0.0
0.0 0.0
0.1 0.0
0.1 0.0
0.1 0.0
0.1 0.0
0.1 0.0
0.0 0.0
0.0 0.0
0.1 0.0
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
62.
0.
68.
45.
0.
76.
74.
49.
0.
105.
58.
79.
65.
48.
17.
46.
57.
55.
83.
61.
66.
64.
43.
56.
' 67.
0.
60.
50.
56.
51.
0.
0.
0.
49.
54.
58.
49.
56.
0.
0.
47.
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
197.
200.
0.
62.
0.
66.
56.
0.
50.
74.
64.
0.
64.
78.
62.
66.
70.
48.
66.
68.
60.
60.
62.
64.
96.
62.
68.
66.
68.
66.
64.
66.
66.
68.
90.
66.
0.
64.
80.
70.
68.
68.
66.
70.
0.0
34.0
0.0
0.0
1Z9. 5
0.0
0.0
0.0
54.0
0.0
0.0
0.0
29.0
0.0
0.0
91.0
0.0
0.0
40.0
0.0
0.0
0.0
71.0
0.0
33.4
0.0
0.0
50.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
140.0
0.32 0.0
0.0 0.0
1.40 0.0
2.20 0.0
0.0 0.0
1.10 0.0
0.80 0.0
0.70 0.0
0.0 0.0
2.40 0.0
32.00 0.0
2.60 0.0
3.90 0.0
32.00 0.0
8.80 0.0
6.00 0.0
7.00 0.0
1.40 0.0
2.70 0.0
3.50 0.0
4.30 0.0
41.00 0.0
3.80 0.0
5.40 0.0
4.20 0.0
14.20 0.0
10.60 0.0
5.50 0.0
12.60 0.0
7.00 0.0
16.00 0.0
0.0 0.0
0.0 0.0
13.20 0.0
9.20 0.0
0.0 0.0
13.40 0.0
11.00 0.0
0.0 0.0
0.0 0.0
24.00 0.0
-------
10
!-
w
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76 .
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
3/ 1
3/ 2
3/ 3
3/ 4
3/ 5
3/ 6
3/ 7
3/ 8
3/ 9
3/10
3/11
3/12
3/13
3/14
3/15
3/16
3/17,
3/18
3/19
3/19
3/20
3/21
3/22
3/22
3/23
3/24
3/25
3/25
3/26
3/26
3/27
3/27
3/2B
3/28
3/29
3/29
3/30
3/30
3/31
3/31
4/ 1
4/ 1
4/ 2
4/ 2
4/ 3
4/ 3
4/ 4
4/ 5
4/ 5
4/ 6
4/ 6
4/ 7
4/ 7
4/ 8
4/ 8
4/ 9
4/ 9
4/10
4/10
4/11
4/11
4/12
4/12
4/13
4/13
4/14
1956.
1983.
2083.
2568.
2370.
3152.
1979.
1783.
2486.
1937.
1997.
2202.
2738.
2957.
2336.
2211.
1963.
2438.
2497.
2497.
2622.
3207.
2390.
2390.
2103.
2129.
1972.
1972.
2011.
2011.
2810.
2810.
2882.
2882.
2002.
2002.
2039.
2039.
2293.
2293.
2352.
2352.'
2279.
2279.
3018.
3018.
2878.
2166.
2166.
2690.
?690.
2413.
2413.
2347.
2347.
3081. ,
3081.
2455.
2455.
2698.
2698.
2159.
2159.
2549.
254").
30JO.
2 8.1 348.
2 7.7 348.
2 7.7 324.
2 7.1 336.
2 8.0 366.
2 8.5 345.
2 7.8 348.
2 8.0 342.
2 7.5 351.
2 7.4 36C.
2 7.6 348.
2 7.8 348.
2 0.0 336.
2 8.1 264.
2 7.5 294.
2 7.7 288.
2 7.8 438.
2 7.8 306.
1 0.0 0.
2 7.9 504.
2 7.8 348.
2 7.7 336.
2 7.8 354.
1 0.0 0.
2 7.8 30'e.
2 7.8 264.
1 0.0 0.
2 8.0 246.
1 0.0 0.
2 8.0 384.
1 0.0 ' 0.
2 7.7 384.
1 0.0 0.
2 8.2 30C.
1 0.0 0.
2 7.7 276.
1 0.0 0.
2 7.8 318.
1 0.0 0.
2 7.7 378.
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1 12/ ?
212/3
312/4
4 12/ 9
b 12/10
6 12/11
7 12/16
8 12/23
9 12/24
1C 12/30
11 12/31
12 I/ 6
13 I/ 7
14 I/ H
15 1/13
16 1/14
17 1/15
18 1/20
19 1/21
20 1/22
21 1/27
22 1/28
23 1/29
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25 21 4
26 2/ 5
27 2/10
28 2/11
29 2/16
30 2/17
31 2/18
32 2/19
33 2/20
34 2/21
35 2/22
36 2/23
37 2/24
38 2/25
39 2/26
40 2/27
41 2/26
42 3/ 1
43 3/ 2
44 3/ 3
45 3/ 4
46 3/ 5
47 3/ 6
48 3/ 7
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51 3/10
52 3/11
53 3/12
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SETTLEABLC MATTER
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7.0
13.5
58.0
4.0
1.5
17.0
8.5
10.0
19.0
12.5
5.0
18.0
18.0
18.0
23.0
14.0
14.0
8.0
23.0
25.0
23.0
16.0
14.5
15.0
0.9
0.0
0.0
0.0
0.0
O.C
O.C
0.0
0.0
0.0
TS
MG/L
526.
0.
818.
574.
0.
1049.
718.
600.
0.
d!6.
1199.
877.
558.
702.
627.
731.
719.
715.
658.
657.
583.
766.
664.
798.
754.
881.
581.
612.
727.
630.
630.
656.
0.
554.
671.
749.
737.
924.
668.
605.
641.
7C7.
718.
837.
696.
917.
683.
783.
656.
735.
802.
664.
612.
667.
590.
526.
627.
VS
MG/L
339.
0.
586.
393.
0.
865.
490.
310.
0.
468.
892.
553.
326.
493.
322.
593.
544.
444.
328.
358.
301.
446.
435.
559.
491.
679.
345.
356.
44b.
402.
394.
438.
0.
364.
504.
565.
501.
679.
480.
391.
390.
570.
499.
636.
484.
562.
508.
612.
452.
495.
516.
448.
493.
490.
411.
420.
443.
FS
MG/L
187.
0.
232.
181.
0.
184.
228.
290.
0.
348.
307.
324.
232.
209.
305.
138.
175.
271.
330.
299.
282.
320.
229.
239.
263.
202.
236.
256.
281.
228.
236.
218.
0.
190.
167.
184.
236.
245.
188.
214.
251.
137.
219.
201.
212.
355.
175.
171.
204.
240.
286.
216.
119.
177.
179.
106.
184.
TSS
MG/L
200.
0.
340.
270.
0.
221.
315.
246.
0.
200.
812.
205.
159.
268.
169.
322.
250.
232.
162.
232.
120.
254.
248.
299.
278.
536.
166.
180.
155.
279.
232.
304.
346.
174.
214.
356.
338.
456.
294.
248.
216.
346.
456.
334.
296.
280.
280.
244.
298.
332.
386.
342.
376.
350.
248.
246.
288.
VSS
W/L
195.
0.
336.
228.
0.
221.
315.
217.
0.
172.
746.
186.
146.
247.
136.
320.
250.
213.
126.
184.
112.
212.
244.
268.
245.
488.
151.
154.
139.
244.
202.
256.
78.
158.
214.
328.
330.
412;
276.
236.
202.
338.
420.
326.
292.
278.
274.
240.
298.
308.
354.
282.
332.
294.
210.
242.
276.
FSS
MG/L
5.
0.
4.
42.
0.
.0.
0.
29.
0.
28.
66.
19.
13.
21.
33.
2.
-0.
19.
36.
48.
8.
42.
4.
31.
33.
48.
15.
26.
16.
35.
30.
48.
268.
16.
0.
28.
8.
44.
18.
12.
14.
8.
36. ,
8.
4.
2.
6.
4.
0.
24.
32.
60.
44.
56.
38.
4.
12.
TDS
MC/L
326.
0.
478.
304.
0.
828.
403.
354.
0.
616.
387.
672.
396.
434.
458.
409.
469.
483.
496.
425.
463.
512.
416.
499.
476.
345.
415.
432.
572.
351.
398.
352.
0.
380.
457.
393.
399.
468.
374.
357.
425.
361.
262.
503.
400.
637.
403.
539.
358.
403.
416.
322.
236.
317.
342.
280.
339.
VDS
MG/L
144.
0.
25C.
165.
0.
644.
175.
93.
0.
296.
146.
367.
180.
246.
186.
273.
294.
231.
202.
174.
189.
234.
191.
291.
426.
191.
194.
202.
307.
158.
192.
182.
0.
206.
290.
237.
171.
267.
204.
155.
188.
232.
79.
310.
192.
284.
234.
372.
154.
187.
162.
166.
161.
196.
201.
178.
167.
FDS
MG/L
182.
0.
228.
139.
0.
184.
228.
261.
0.
320.
241.
305.
219.
188.
272.
136.
175.
252.
294.
251.
274.
278.
225.
208.
230.
154.
221.
230.
265.
193.
2C6.
170.
0.
174.
167.
156.
228.
201.
170.
202.
237.
129.
183.
193.
208.
353.
169.
167.
204.
216.
254.
156.
75.
121.
141.
102.
172.
-------
IO
58
59
60
61
62
63
64
65
66
67
68
69
70
71
72
73
74
75
76
77
78
79
80
81
82
83
84
85
86
87
88
89
90
91
92
93
94
95
96
97
98
99
100
101
102
103
104
105
106
107
108
109
110
111
112
113
114
115
116
117
118
119
120
3/17 1963.
3/18 2438.
3/19 2497.
3/19 2497.
3/20 2622.
3/21 3207.
3/22 2390.
3/22 2390.
3/23 2103.
3/24 2129.
3/25 1972.
3/25 1972.
3/26 2011.
3/26 2011.
3/27 2810.
3/27 2810.
3/28 2882.
3/28 2882.
3/29 2002.
3/29 2002.
3/30 2039.
3/30 2039.
3/31 2293.
3/31 2293.
4/ 1 2352.
4/ 1 2352.
4/ 2 2279.
4/ 2 2279.
4/ 3 3018.
4/ 3 3018.
4/ 4 2878.
4/ 5 2166.
4/ 5 2166.
4/ 6 '2690.
4/ 6 2690.
4/ 7 2413.
4/ 7 2413.
4/ 8 2347.
4/ 8 2347.
4/ 9 3081.
4/ 9 3081.
4/10 2455.
4/10 2455.
4/11 2698.
4/U 2698.
4/12 2159.
4/12 2159.
4/13 2549.
4/13 2549.
4/14 3000.
4/14 3000.
4/15 3140.
4/16 2626.
4/17 2590.
4/18 2534.
4/19 2353.
4/20 2301.
4/21 2251.
4/22 2078.
4/23 2594.
4/24 2771.
4/25 2535.
4/26 2430.
2
2
1
2
2
2
2
1
2
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
1
2
2
2
2
2
2
2
2
2
2
2
2
2
12.5
30.0 '
0.0
37.0
20.0
18.0
6.5
0.0
15.0
8.0
0.0
15.0
0.0
17.0
0.0
11.0
0.0
11.0
0.0
10.5
0.0
9.0
0.0
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0.0
14.0
0.0
8.0
0.0
10 -.0
13.0
0.0
15.0
0.0
17.0
O.C
13.0
0.0
12.0
0.0
8.0
0.0
11.0
0.0
9.0
0.0
15.0
0.0
8.5
0.0
0.0
0.0
0.0
O.C
0.0
0.0
O.C
0.0
O.C
0.0
a.o
O.C
0.0
13.0
30.0
0.0
38.0
20.0
18.0
7.0
O.C
15. C
9.0
0.0
15.0
O.C
17. C
0.0
11.0
o.o
11.0
0.0
0.0
0.0
9.0
0.0
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C.O
15.0
0.0
9.C
0.0
10.0
13. C
0.0
15.0
0.0
17.0
0.0
13.0
C.O
12.0
0.0
8.5
0.0
11.5
O.C
9.0
0.0
15.0
0.0
8.5
0.0
0.0
0.0
O.C
0.0
O.C
0.0
0.0
0.0
O.'O
O.C
0.0
C.O
0.0
O.u
0.0
0.0
38.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
12.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
c:o
0.0
0.0
0.0
0.0
10.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
O.C
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Ibl.
621.
0.
928.
732.
586.
672.
0.
611.
605.
0.
777.
0.
687.
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0.
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0.
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680.
0.
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0.
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0.
0.
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0.
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706.
536.
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583.
0.
557.
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0.
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528.
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440.
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382.
0.
404.
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340.
0.
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0.
0.
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0.
0.
0.
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150.
130.
0.
222.
196.
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114.
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0.
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0.
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0.
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0.
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0.
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0.
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0.
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0.
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0.
0.
0.
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0.
0.
0.
0.
-------
PRESSURE SEWER SYSTEM DEMONSTRATION PROJECT
SAM
NUM
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
61
62
63
64
66
67
69
71
73
75
77
79
81
83
85
87
88
90
92
94
96
98
100
102
104
DATE
w. WATER
GAL/C/0
2/16
2/17
2/18
2/19
2/20
2/21
2/22
2/23
2/24
2/25
2/26
2/27
2/28
3/ 1
3/ 2
3/ 3
3/ 4
3/ 5
3/ 6
3/ 7
3/ 8
3/ 9
3/10
3/11
3/12
3/13
3/14
3/15
3/16
3/17
3/18
3/19
3/20
3/21
3/22
3/23
3/24
3/25
3/26
3/27
3/28
3/29
3/30
3/31
4/ 1
4/ 2
4/ 3
4/ 4
4/ 5
4/ 6
4/ 7
4/ 8
4/ 9
4/10
4/11
4/1?
27.
29.
25.
27.
34.
44.
27.
26.
28.
31.
28.
32.
40.
26.
26.
28.
34.
32.
42.
26.
24.
33.
26.
27.
29.
37.
39.
31.
29.
26.
33. '
33.
35.
43.
32.
28.
28.
26.
27.
37.
38.
27.
27.
31.
31.
30.
40.
38.
29.
36.
32.
31.
41.
33.
36.
BODS
GM/C/D
37.
36.
30.
34.
39.
43.
22.
43.
46.
43.
35.
42.
41.
34.
35.
34'.
44.
44.
55.
35.
31.
44.
35.
35.
39.
46.
39.
35.
32.
43.
38.
. 64.
46.
54.
43.
32.
28.
24.
39.
54.
44.
28.
33.
44.
39.
34.
50.
51.
47.
43.
32.
33.
52.
36.
38.
?8.
TCOD
GM/C/D
115.
78.
82.
97.
115.
123.
75.
89.
96.
95.
85.
93.
101.
91.
92.
152.
95.
102.
174.
8C.
66.
109.
104.
96.
95.
141.
lie.
125.
64.
85.
117.
134.
116.
136.
99.
80.
78.
79.
108.
160.
115.
81.
91.
112.
89.
0.
107.
92.
73.
109.
91.
84.
121.
136.
81.
96.
TP04 NH3
GM/C/D GM/C/D
4,
5.
2.
6,
7.
13,
4.
4,
5,
5,
0.
0,
10.
4.
3,
5,
4.
3.
0.
2.
4,
8.
2.
15.
3.
5.
7.
5,
0.
4.
5,
0.
0.
6.
6.
3.
4.
4.
7.
8,
6.
5.
3.
4.
5.
9.
1.7
1-t
s'l
7.1,
/3-V
*t-'f
3.6
i-3
__
/0.3
s.y
5.0
4.3
Z.9
-
Z.^
1.5
7.8
2.2
is.e.
3.i
£.3
7. a
S.4
_
t-s
s.*
(,/\
6.1
tn
3,7
4.0
7./
7.g
*.0
S.I
3.4
3.8
5,5~
t-'t
9 j 1.0
3 J3r"/
4JV- /
bl&.l
4.'M*
13.
6.
9.
6.
>£(>
S.I
8-(*
t.,0
7.
6.
5.
7.
8.
9.
6.
4.
5.
7.
6.
7.
6.
6.
6.
6.
6.
7.
9.
6.
4.
6.
5.
6.
5.
0.
5.
7.
5.
7.
7.
0.
6.
7.
6.
4.
5.
4.
6.
7.
6.
6.
5.
5.
7.
6.
9.
7.
6.
b.
5.
5.
6.
b.
5.
4.
(1RGN
GM/C/0
1.1
4.1
1.8
0.0
8.4
1.2
3.4
3.3
3.4
3.T
1.3
2.0
4.1
2.6
2.5
3.5
4.1
2.0
2.1
2.6
2.4
2.9
2.8
2.5
2.8
0.0
4.2
3.7
2.8
3.1
3.0
0.0
2.6
12.3
3.4
2.9
3.1
3.5
1.7
2.4
4.5
2.9
2.6
3.0
2.7
7.0
8.2
4.6
2.9
4.1
3.4
3.5
0.0
3.1
3.8
3.6
TOT.N
CL
GM/C/D GM/C/0
8.0
10.6
7.3
7.0
16.6
10.5
9.2
7.3
8.7
10.7
7.2
9.0
10.4
8.9
8.5
9.8
10.4
8. -7
11.0
8.6
6.5
8.9
7.9
8.6
7-7
0.0
9.3
10.7
7.5
9.8
10.3
0.0
8.5
19.4
8.9
7.1
8.0
7.5
7.6
9.5 .,
10.3
9.0
7.9
7.6
9.4
13.5
16.8
11.9
8.9
.9.5
8.3
8.2
6.2
7.8
8.4
.7.9
6.
6.
0.
0.
0.
8.
6.
6.
5.
7.
0.
0.
7.
5.
5.
6.
7.
0.
0.
6.
5.
6.
5.
5.
0.
0.
8.
6.
6.
6.
5.
0.
0.
0.
7.
0.
6.
5.
,0.
0.
7.
5.
6.
6.
7.
0.
0.
7.
6.
7.
6.
6.
0.
JO.
7.
6.
GREASE
GM/C/D
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
21.2
0.0
0.0
0.0
0.0
0.0
0.0
10.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
c.o
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
O.G
0.0
0.0
0.0
0.0
0.0
0.0
TS
GM/C/0
74.
68.
59.
68.
0.
93.
69.
74.
78.
107.
71.
73.
97.
70.
72.
88.
90.
110.
109.
78.
59.
92.
78.
67.
68.
92.
88.
62.
70.
75.
76.
117.
97.
95.
81.
65.
65.
77.
70.
89.
86.
67.
72.
'63.
81.
73.
117.
92.
67.
105.
82.
82.
99.
84.
85.
69.
VS
GM/C/D
45.
43.
37.
45.
0.
61.
52.
56.
53,
79.
51.
47.
59.
56.
50.
67.
63.
67.
81.
61.
41.
62.
50.
45.
55.
68..
61.
50.
49.
61.
60.
89.
71.
78.
55.
53.
51.
58.
57.
71.
69.
47.
54.
^ **'
46.
40.
67.
51.
61.
70.
58.
52.
55.
42.
52.
44.
TSS
GM/C/0
16.
30.
22.
31.
44.
29.
22.
35.
36.
53.
31.
30.
33.
. 34.
46.
35.
38.'
33.
. 45.
24.
27.
42.
38.
34.
42.
48.
37.
29.
32.
41.
52.
59.
46.
57.
56.
29.
25.
36.
38.
50.
47.
27.
34.
40.
36.
37.
58.
46.
40.
38.
37.
31.
42.
0.
25.
15.
TDS
GH/C/D
58.
38.
38.
36.
0.'
63.
47.
39.
42.
54.
' '40.
43.
. 64.,
36.
"26.
53,
52.
76.
64.
54.
32.
51.
41. .
32.
26.
44.
51.
33.
38.
35.
25.
58.
51.
38.
25.
36.
40.
41.
32.
40.
39.
40.
37.
23.
44.
36.
59.
46.
27.
67.
45.
51.
57.
0.
60.
54.
SlMAT
ML/C/D
1719.3
919.3
990.4
1959.9
1593.5
751.9
1852.2
1771.4
1650.5
2732.5
1483.0
1565.4
1133.2
2418.5
2501.9
2312.7
2073.6
1734.3
2386.1
1398.2
1349.7-
2132.8
1857.3
1914.9
889.0
1658.1
1790.8
1768.4
3235.9
1287.9
3691.1
4788.6
2646.5
2913.2
844.3
1592.0
967.0
1492.8
1725.3
1559.9
1599.9
0.0
926.1
925.8
1780.5
1035.1
1523.1
1888.2
1639.7
2307.8
1583.1
1421.3
1321.6
1424.8
1225.4
1634.4
-------
106
108
109
110 .
Ill
112
113
114
115
116
117
118
119
120
4/13
4/14
4/15
4/16
4/17
4/18
4/19
4/20
4/21
4/22
4/23
4/24
4/25
4/26
\ 34.
40.
42.
35.
35.
34.
31.
31.
30.
28.
35.
37.
34.
32.
35.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
94.
0.
C.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
0.
7.
5.
11.
7.
7,
7.
6.
6.
4.
5.
5.
a.
9,
7.
t«b
-------
SELECTED WATER i. Report NO. 2.
RESO URGES A BSTRA CTS Final
INPUT TRANSACTION FORM
4.
7.
9.
12.
e A PRESSURE SEWER SYSTEM DEMONSTRATION
Author(s) Italo G. Carcich
Leo J. Hetling R. Paul Farrell
Organization Nfiw York state Department of Environmental
Conservation
Environmental Quality Research Unit
Albany^ New York 12201
Sponsoring Organization U.S. Environmental Protection Agency
3. Accession .Vo. |
w 1
1
1
* """"" \
8. Perforrr.:r; Or^.z^- : !
X-;;0rI/iC" \
10. Project .Vo. '<
1 i p~.'~. r-~"r !
11. Contract / Grant .'t'o. j
j
i
i
r P"'°*Cu.e,*c |
15. Supplementary Notes
Environmental Protection Agency report
number EPA-R2-72-091, November 19T2.
erations'
16. Abstract ,' . _
A field demonstration of 12 Grinder Pump (GP) Units was performed for a 13 mo:
period in Albany, New York.
Continuous operational records were kept by means of an automatic-monitoring
Pressures, water usage, operating time, overflow occurrences, total number of
simultaneous operations were recorded for the duration of the project.
The prototype GP Units registered an undesirably high number of malfunctions:
prime by pump, and grease clogging of pressure sensing tube. The new mcdifie
performed exceedingly well for the last 7 months of the demonstration and wer
af-FHr.tprf by the aforementioned incidents. There was no visible wear and tea
the mechanical components of the units.
The effectiveness of small, non-metallic pipes transporting the macerated was
under pressure was successfully demonstrated. Grease accumulation did occur
of the results are pointing to a need for a careful hydraulic design.
Extensive chemical sampling proved that the pressure sewer waste was 10CK str
but contained 50% less contaminants on a gm/capita/day basis. Settleability
on the pressure sewer waste showed no significant.differences over convention
wastewater.
loss of ;
d G? "."nits '.
= nc~. i
£ OI I
2nd =11
El
Ha.Descriptors Pressure Sewer System; Wastewater Collection System
Grinder Pump Units
Pressure Sewer System Hydraulics
Chemical Sampling
Operational Cost
lib. Identifiers
Pressure Conduits; Plastic Pipes; Grinder Pump Unit's Performance;
Pumping Hydraulics; Economics^ Domestic Wastes; Chemical Analysis.
He. COWRR Field & Group
18. Availability
Abstractor
19. Security C/ass.
(Report)
20. Security Class.
(Page)
21. No.'of
Pages
22. Price
Send To: ;
WATER RESOURCES SCIENTIFIC iMFORM ATiO't CENTER
U.S. DEPARTMENT OF THE INTERIOR i
WASHINGTON. D. C. 202JO 1
1 Institution
------- |