USA > Massachusetts > Plymouth County > Plymouth > Town annual report of Plymouth, MA 1930-1931 > Part 7
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Meters in stock, 466.85
Meter manholes and covers,
371.87
Hydrants and parts,
372.86
Insurance,
451.82
Collector's ledger,
357.61
Annual reports,
247.22
Meter records,
104.95
Stationery and postage,
244.26
Monroe Calculator for Super- intendent's office, 285.00
Transportation and souvenirs
for N. E. W. W. Outing Guests, 93.97
Miscellaneous, 1,469.83
$19,720.15
Pumping Station :
Salaries, $3,440.00
Fuel and light,
2,074.81
Electrical fittings and labor
at Sta. and Engrs.' dwell., 157.43
Heater for Engrs.' dwelling, 321.55
Heat and light for Engrs.' dwelling, 285.41
Painting and papering En- gineers dwelling, 86.55
Electrical fittings and labor at Billington St. Sta., 163.73
Heat and power at Billington St. Sta., 681.78
Material and supplies,
279.15
$7,490.41
$27,210.56
·
BOND AND INTEREST
Date of Issue
Interest Rate
Paid on Bonds
Paid on Interest
Bonds Unpaid
July 1, 1903
334%
$666.66
$87.50
$2,000.00
July 1, 1907
4%
1,000.00
100.00
2,000.00
Feb. 15, 1908
4%
1,000.00
100.00
2,000.00
Aug. 1, 1926
4%
8,000.00
640.00
8,000.00
$10,666.66
$927.50
$14,000.00
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The most important construction work carried out by the Water Department during 1930 was the erection of the two standpipes recommended in our last report, one at Cherry Street and one near the State Highway south of the Golf ground.
These standpipes are so located that the top of each is approximately at the same elevation as the high service reservoir, Viz: elevation 165.0, and they have served sat- isfactorily to equalize the flow in the distribution system.
Reference may be made to the report of the Superin- tendent for details of addition to the distribution system during the year.
At a Special Town Meeting, held January 5, 1931, an appropriation of $3,193.48 (including an unexpended balance) was made to the Water Department to lay an 8" main on Cherry Street. The object of starting the work at this time being to furnish some eniployment to men not able to get work.
There is a 4" main on Water Street extending from North Street to South Park Avenue, a distance of ap- proximately 1,900 feet, that it would be desirable to re- lay with 8" pipe during the coming year.
We recommend an appropriation of $5,000.00 for Con- struction for 1931 and the usual appropriation of $28,000.00 for Maintenance.
Respectfully submitted,
WILLIAM R. MORTON, Chairman. JOHN H. DAMON, JOHN L. MORTON, FRANK D. BARTLETT,
RICHARD T. ELDRIDGE,
Board of Water Commissioners.
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SUMMARY OF STATISTICS
(Published by request of the New England Water Works Association, Plymouth, Mass., Water Works.)
Population, 13,175.
Date of construction, 1855.
By whom owned, Town.
Source of supply, Great and Little South Ponds.
Mode of supply, Gravity for low service and Pump- ing for high service.
PUMPING
Builders of pumping machinery: Barr, Worthington and Fairbanks, Morse Companies.
Description of fuel used :
(a) Kind, Bituminous.
(b) Brand of coal, New River.
(c) Average price of coal per gross ton delivered, $7.67.
(d) Wood, None.
Coal consumed for year :
Bituminous, 571,250 lbs.
Screenings, None.
Amount of other fuel used, None.
Total equivalent coal for year, 571,250 lbs.
Pumpage for the year :
Barr and Worthington, 291,045,000 gallons, with 3% allowance for slip. Fairbanks, Morse, 17,012,400 gallons.
Average static head, 65 feet.
Average dynamic head, 72 feet.
Number of gallons per lb. of coal :
Worthington, 416.
Barr, 515.
Duty of pumps :
Worthington, 25,000,000 gallons.
Barr, 30,800,000 gallons.
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COST OF PUMPING FIGURED ON PUMPING STATION EXPENSES, VIZ: $7,490.41 Per million gallons against dynamic head into direct pipe, $25.74.
Per million gallons raised one foot high (dynamic), $0.36.
COST OF PUMPING FIGURED ON TOTAL MAINTENANCE, VIZ: $27,210.56
Per million gallons against dynamic head into direct pipe, $93.50.
Per million gallons raised one foot high (dynamic), $1.30.
COST OF PUMPING FIGURED ON ELECTRICAL DRIVEN PUMP EXPENSES, VIZ : $1,161.78. Per million gallons against dynamic head into direct pipe, $68.20. Per million gallons raised one foot high (dynamic), $0.493.
STATISTICS ON CONSUMPTION OF WATER Total population, estimated, 13,175.
Estimated population on pipe line, 12,000. Estimated population supplied, 12,000. Total consumption for the year, 413,120,000 gallons. Passed through meters, 203,600,000 gallons. Percentage of consumption metered, 49%. Average daily consumption, 1,133,000 gallons. Gallons per day to each inhabitant, 86. Gallons per day to each consumer, 94. Gallons per day to each tap, 375.
STATISTICS RELATING TO DISTRIBUTION SYSTEM
Kind of pipe used: Cement lined sheet iron and cement lined cast iron.
Sizes: From 2-inch to 30-inch.
Extended : 6,700 feet.
Discontinued: 1,340 feet.
Total now in use, 62 miles, 1,439 feet.
Cost to repair per mile, $9.00.
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Number of leaks per mile, 0.464.
Small distribution pipes less than 4-inch : 8 miles, 4,395 feet.
Hydrants now in use: 271 public ; 71 private.
Stop gates added, 26; discontinued, 2; number now in use, 778.
Small stop gates less than 4-inch, 114. Number of blow-offs, 44.
SERVICES
Kind of pipe: Lead and cement lined.
Sizes: From one-half to four inches.
Extended : 324 feet. Discontinued, None.
Total now in use, 8 miles, 3,862 feet.
Service taps added, 19. Discontinued, None.
Number now in use, 3,015.
Average length of service, 17 feet.
Average cost of service, $21.61.
Number meters added, 77.
Number now in use, 1,982.
Percentage of services metered, 65.7%.
Number of motors and elevators added: None.
Number now in use, 1 motor and 1 elevator.
FINANCIAL (Published by request of the New England Water Works Association.)
MAINTENANCE
Total Water Receipts, . $38,257.32
Management and repairs
$27,210.56
Interest on Bonds 927.50
Total
$28,138.06
Profit for the year
10,119.26
Total
$38,257.32
Paid on Bonds and Interest $10,666.66
CONSTRUCTION
Extension of mains
$12,938.50
Extension of services
410.58
Meters and setting
1,287.60
Two standpipes
5,300.00
Unexpended balance, maintenance
2.86
Unexpended balance, construction
1,193.48
Total
$21,133.02
Bonded Debt 3%
666.66
Bonded Debt 4%
1,000.00
Bonded Debt 4%
1,000.00
Bonded Debt 4%
8,000.00
Total
$31,799.68
Paid Yearly on Principal
.
$10,666.66
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-- 99-
SUPERINTENDENT'S REPORT To the Board of Water Commissioners:
Gentlemen: In accordance with the custom of this Department, I submit herewith the annual report of the Superintendent of the Plymouth Water Department for the year ending December 31, 1930.
TABLE SHOWING LOCATION, SIZE AND COST OF PIPE LAID
Location
Length
Size
Cost
Warren Avenue,
2,757'
8"
$5,221.45
Doten Road,
1,340'
6"
2,473.48
828'
8"
1,710.06
Hedge Road,
420'
6"
826.31
Summer Street,
745'
1,327.13
Off Cherry Street,
190'
8'
577.76
Savery Avenue,
260'
6"
441.08
Cordage Terrace Ext.
160'
6"
361.23
(connecting with Cherry)
6,700'
$12,938.50
IMPROVEMENTS IN DISTRIBUTION SYSTEM
In the report of 1929 attention was called to the desira- bility of erecting two standpipes on the old high service system, one at Cherry Street near the north end of the distribution system, and one in the vicinity of the Golf Course at the south end of the system.
An appropriation of $15,000.00 was made at the March Town Meeting for erecting these standpipes and making some extensions to the system.
Bids were asked from the Pittsburgh-Des Moines Steel Company, Chicago Bridge & Iron Works and The Youngstown Boiler & Tank Company for furnishing and erecting two 100,000 gallon standpipes in the locations above referred to.
The following bids were received :
The Youngstown Boiler & Tank Company, $6,100.00
Pittsburgh-Des Moines Steel Company, 5,350.00
Chicago Bridge & Iron Works, 5,300.00
The bid of the Chicago Bridge & Iron Works for $5,300.00, being the lowest, was accepted and the contract awarded them.
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A plot of land 60' square at the top of the hill on Cherry Street was purchased of Louis Pirani for erection of one standpipe, and another plot 60' square on the west side of the State Highway on the Pine Hills was donated by the Estate of Charles Rutan for the standpipe in that local- ity. The Pine Hills standpipe was put in operation in July, and the Cherry Street one in August.
The addition of these two standpipes to the distribu- tion system, very greatly increases its flexibility, and permits of large drafts of water at the north and south ends of the Town without materially affecting the pres- sure on the system.
A line of 8" pipe, 2,757', was laid from the junction of Warren Avenue and State Highway at C. A. Stone's, southerly to the Pine Hills standpipe.
Two dead ends on South Cherry Street were eliminated by a connecting line of 6" pipe, and one dead end on Savery Avenue Extension was eliminated by connecting this pipe to a 6" pipe on Cordage Terrace. The circu- lation at these places was improved by this work.
A 2" line on Doten Road was replaced with 1,340' of 6" pipe.
An extension of 828' of 8" pipe was made on Hedge Road and a 2" connection put in to supply the Purice Co. Later, a further extension of 420' of 6" pipe was made to supply the premises of Mr. Shipley, the proprietor.
RAINFALL
The average annual rainfall for the last forty-four years, as recorded by the rainfall gauge at the pumping station, has been 45.68",while the rainfall for 1930 was 35.84" or 9.84" below the forty-four year average.
There has been only one year since we have been keep- ing rainfall records that there has been a lower annual rainfall and that was in 1918 with a record of 34.92".
There were three other years of comparatively low rainfall as follows: 37.20" in 1924, 37.32" in 1897 and 37.90" in 1892.
Pond Elevations Above M.L. W. - Storage In Million Gallons
Annuel
Monthly
Ram Fall
102.0
103.0
104.0
105.0
106.0
400
500
600
200
POO
200
210
Jon
J 47
3.77
Ape
5.96
A S. &J
9. 2 41
July
2
৳ £ 55
Aug.
Sep+
1 50
Oct
9.10
Her.
Dec
Jon
2.78
4.45
C. JO
2.36
3.88
V
4 17
July
V
1.20
South
1923
June
1.84
July
2.07
Ausi
2.45
sept.
1.62
Nor
r.ar
DEC.
3.67
Jan.
F&b.
2.58
Mar
3.94
Apri
6.05
2.94
N
2.75
July
2
7.12
2.76
0.16
Non
2.08
1.84
4.10
Fab.
1.48
Nor
8.55
D&c.
3.83
Jan
3.22
Fot
8.76
9.47
2.87
8.11
JUNE
3.22
July
40.75
Aug
Sept
1.01
7.20
Nere
9.67
Jen.
3.39
RA
4.59
0.20
Apr
1.09
1927
Seat
Oct.
3.48
Doo.
4.19
1928
Aug
2.12
5.66
188
MEK
DOG.
9.75
1929
July
Q 2.89
4 261
Sept
811
2ZA
NON
Dec.
5.61
Jan.
3.75
Feb
433
Mor.
247
Apr
130
May
4 292
June
9 283
July
Co 286
Avg
2.65
Sopl.
029
Oct.
4.18
NOK
444
DOG
3.79
Annual
Monthly
Rainfall
102.0
108.0
1000
1000
400
500
600'
200
.000
.000
Combined Storage of Great and Little South Ponds - Grade 98.0 -106.0 = 855,000,000 Gallons
Great South Rona
Storage Depletion curve
pond
Non
1.15
DEc.
4.15
7. 1/
Jen.
2.82
6.JO
6.75
may
0.34
Little
1922
1.60
2.70
pond
106.0 060
1924
July
4.21
2.24
Sept
406
4.36
V 2.92
€ 11:35
2.31
517
Judy
2019 a
3.95
Apre
8.89
317
1930
PLATE I
Das
A 0.96
478
1926
19
1.73
1921
1 09
DAILY CONSUMPTION IN GALLONS
200,000
300.000
400,000
500,000
600.000
700.000
800.000
900,000
1,000,000
1,100.000
1,200.000
1,300.000
1,400.000
1,500,000
1,600,000
1,700.000
20,000
40000
60,000
Jan.
5
12
19
26
Feb. 2
o
16
23
Mor. 2
₹
16
S
April 6
13
Y
20
27
May
4
11
18
25
June
8
15
22
29
Jule
6
13
20
27
Aug. 3
10
17
24
3
Sept. A
14
21
N
28
Oct. 5
12
19
26
NOV
2
16
23
30
Dec
1
14
21
N
28
200.000
300.000
400.000
500,000
600,000
700,000
800,000
900,000
1.000.000
1.100,000
1200,000
1,300.000
1,400,000
1,500.000
1600,000
1,700.000
20,000
40.000
60.000
PLATE II
Deux
NEW HIGH SERVICE
23
30
SERVICE
SERVICE-
Average Daily Total consumption
TOTAL
Average Dany Low Service
LOW
Average Daily High Service
HIGH
C
Average
ON
287,000 Gallons
799000 Gallons
1133000 Gallons
47000 Gallons
1930 DATA SHOWN WEEKLY
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The natural result of this small amount of rain during 1930 was a low water level in Great and Little South Ponds.
POND HEIGHTS AND STORAGE
Plate I shows the fluctuations in the height of Great and Little South Ponds during the year 1930.
The total rainfall for the year was 35.84", the lowest recorded rainfall but one (and that one was 34.92" in 1918) for any year during the forty-four year period that rainfall records have been kept at the Plymouth pumping station.
Great South Pond fell to elevation 102.3 in November, which is the lowest point it has reached since continuous records of pond heights have been kept, beginning June, 1905. The total available storage on this date was about 425,000,000 gallons.
Plymouth is very fortunate in having a large storage volume in the water supply ponds, that enables us to withstand a protracted drought without danger of a wa- ter shortage.
CONSUMPTION
Plate II shows graphically the average daily consump- tion for each week of 1930.
The new high service system takes water from the 14" low service main; and from the total quanity registered by the low service Venturi meter, is deducted the total amount used on the new high service system.
The average daily low service consumption was 287,000 gallons compared to 387,000 gallons in 1929, a decrease of 100,000 gallons.
The average daily high service was 799,000 gallons compared to 818,000 in 1929, a decrease of 19,000 gallons.
The average daily on the new high service was 47,000 gallons.
The average daily total consumption, including the water used in all three systems, was 1,133,000 gallons compared to 1,235,000 gallons in 1929, a decrease of 102,000 gallons daily.
PUMPING RECORD
Month
Hours Run
Total Pounds Fuel
Gravity
Pumping Barr & Worthington
Pumping Fairbanks- Morse
Rain in Inches
Av. Max. Temp.
Av. Min. Temp.
.January
24034
43,580
9,467,000
20,631,000
969,000
3.75
37
25
February
227 3/4
40,330
8,479,000
19,730,000
1,246,000
4.33
36
22
March
241
42,520
8,556,000
20,944,000
1,299,000
2.47
44
28
April
23414
43,280
9,239,000
20,478,000
1,641,000
1.30
53
32
May
2931/4
50,310
9,712,000
26,020,000
1,806,000
2.92
67
49
June
327
56,180
9,801,000
29,172,000
1,557,000
2.83
80
63
July
368 1/4
59.050
10,105,000
33,592,000
1,877,000
2.86
80
65
August
361 1/4
56,870
8,991,000
32,271,000
1,570,000
2.65
79
61
· September
324
54,790
7,240,000
29,050,000
1,447,000
0.32
73
59
October
255 34
45,130
6,770,000
22,174,000
1,384,000
4.18
57
46
November
2143/4
39,210
7,908,000
18,391,000
1,091,000
4.44
47
36
December
2151/2
40,000
8,874,000
18,592,000
1,119,000
3.79
36
24
3.30312
571,250
105.142.000
291.045.000
1 17.006.000
35 84
Hours Run
Total lbs. Fuel
No. Gals. Pumped
Av. No. Gals. to lbs. Coal
Av. Duty for Year
Barr, Worthington, Fairbanks-Morse,
3,094 3/4 20834
533,870 37,380
274,816,000 16,229,000 17,012,400
515
416
30,800,000 25,000,000
ʻ
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.
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HYDRANTS
There have been fourteen new hydrants added during 1930, making the total number now in use 271.
They have been carefully inspected and are in good working order.
GATES
The regular semi-annual inspection of the gate valves has been carried out, as in previous years, and all are in satisfactory condition.
METERS
There were 77 new meters set in 1930, making the total now in use 1,982, or 65.7%, of all services are now metered.
ANALYSES OF WATER
The State Department of Health has made the usual analyses of samples of water from our source of supply during 1930 and copies of these are on file in the office of the Superintendent. These analyses show that the excellent quality of our water supply remains unim- paired and that it still continues to be one of the purest, softest and most colorless supplies to be found in the State.
Respectfully submitted,
ARTHUR E. BLACKMER,
Superintendent.
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SUMMARY OF METCALF & EDDY REPORT OF SEWAGE DISPOSAL FOR PLYMOUTH, MASS.
At the annual Town Meeting held March 22, 1930, the following vote was passed :
"That the Town appropriate the sum of $6,000 for an engineering survey and report on intercepting sewer and sewage disposal."
The services of Metcalf and Eddy, consulting engineers of Boston, were engaged to make this survey and report and the following is a summary of their study.
One copy of the original report is on file in the Select- men's office and one in the office of the Town Engineer.
The projects worthy of serious consideration have fin- ally been narrowed to three. Each of them includes an intercepting sewer along the shore, to collect the sewag? now discharged at several points and convey it to a pump- ing station. Then the disposal of the sewage may be accomplished by -
1. Pumping inland to a treatment plant which will be suitably isolated and where the sewage will be treated so as to produce an effluent which may be discharged into the nearest water course and eventually to the harbor.
2. Pumping to a treatment plant at the shore, housed so as to guard against the possibility of its being offen- sive, the effluent being discharged into the harbor.
3. Pumping through a long force main along the shore to Rocky Point and thence through a submerged outfall sewer to an outlet in deep water, where the sewage may be discharged without treatment.
Present Sewer System. The closely built-up portion of Plymouth is fairly well sewered. The sewers range from 6 to 30 in. in size, and in general, are supposed to receive
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only household and manufacturing wastes, except that roof drains are permitted to discharge into them. Street catch basins are not supposed to be connected with the sewers, but there are a number which are connected. The amount of rain water discharged from roofs and catch basins is sufficient to increase the sewage flow very de- cidedly during storms.
Surface drainage generally is supposed to be dis- charged through catch basins into storm water drains and thence to the harbor or the nearest brook, or in street gutters to the water courses.
Present Method of Disposal of Sewage. Sewage is dis- charged into the harbor at eight points. Some of these outlets extend out from shore for considerable distance and discharge into the channels, while some discharge near the low water line.
NEED FOR IMPROVEMENT IN METHOD OF SEWAGE DISPOSAL
The natural result of the long continued discharge of sewage into a body of water so nearly enclosed by land as is Plymouth Harbor, has been the serious pollution of its waters. The shores and the flats which are exposed at low tide are dirty. Most of the sewage solids are washed upon the shores or are deposited upon the bottom, where they putrefy and cause offensive conditions.
The present condition should not be tolerated. Either the point of discharge of sewage should be changed to a location where the dilution with clean water will be so great that the sewage matter will be not only dispersed,. but oxidized and rendered innocuous; or the sewage should be treated in such a manner as to produce an ef- fluent which can be discharged into the harbor without causing offensive or insanitary conditions.
Project 1 - TREATMENT AT INLAND PLANT
The most feasible inland location for a sewage treat- ment plant in Plymouth appears to be on land off Cherry Street, at present used in part as a cranberry bog. This
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area is about 11% miles from the harbor and adjacent to the right-of-way of the Plymouth & Middleboro Division of the New Haven Railroad. With a treatment plant lo- cated at this site, an interceptor would be required along the shore from Holmes Point northerly and from the Plymouth Cordage Company southerly to a pumping station near Lumber Lane, from which the sewage would be pumped through a force main about 8,000 ft. long. The effluent would be discharged through a conduit about 1/2 mile long to a small brook flowing to the sea.
Project 2 - TREATMENT AT SHORE
The most feasible location of a treatment plant along the Plymouth shore appears to be at Holmes Point. Be- cause this site is not remote from dwellings and from main roads, a sewage treatment plant would have to be so designed and constructed that all of the processes would be carried on under cover and that no objection- able odors would escape. Moreover, because of the dis- charge of the effluent within the inner harbor, a high degree of treatment would be required. To meet these conditions, the treatment plant should consist of fine screens, activated sludge tanks, rapid sand filters and chlorinators. Provision would be made for the digestion of the excess activated sludge in separate tanks, after- wards drying it on glass housed sand beds and for the incineration of the screenings.
An interceptor would be required along the shore from the Plymouth Cordage Company southerly to Holmes Point. The sewage would be pumped up to the treatment plant, and the final effluent would be discharged through an outfall to a point below mean low tide. It is possible that the outfall could be omitted, the effluent flowing in an open channel from the plant to the harbor.
Project 3 - DISPOSAL AT SEA
Float Experiments. A number of experiments have been made with floats started at different points in Plym- outh Bay to determine the location where satisfactory
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dilution and dispersion of sewage could be obtained. Surface and submerged floats were used at different stages of tide and during days when the wind was from different points of the compass. A point was found in 30 ft. of water at low tide about 21/4 miles northeast of the bathing beach and this location was selected as the best point in Plymouth Bay for an outlet. As a result of the float experiments, it was concluded that after passing the sewage through fine screens to remove the coarser solids such as fruit rinds and rags, no material of sewage origin would ever be found upon the shores of Plymouth, Kings- ton or Duxbury harbor or bays if the sewage were dis- charged into 30 ft. of water at low tide at a point about 21/4 miles northeast of the bathing beach at Beach Park.
Location of Outlet. Subsequent to the float experi- ments, cost estimates indicated that a submerged ocean outfall leading to an outlet in 30 ft. of water at low tide at a point about 21/4 miles northeast of the bathing beach at Beach Park would be much more expensive than an outfall sewer along the shore to Rocky Point and a sub- merged outfall thence to an outlet located 4,000 ft. north- east from the shore off Rocky Point in 45 ft. of water. Further, there can be no doubt that an outlet in 45 ft. of water off Rocky Point would result in greater dilution and dispersion of sewage and, in general, would be a better location for the outlet than any in Plymouth Bay. It was, therefore, concluded that the most practical, eco- nomical and satisfactory location of the outlet is off Rocky Point.
Interceptor. From the Plymouth Cordage Company, an 18-in. sewer would be required near or along the shore line southerly to a point about 600 ft. below Lumber Lane. At this point, the invert elevation of the interceptor would be about 1 ft. below mean low tide, and a pumping station would be required to lift the sewage to an eleva- tion of about 6.5. From this point, a 24-in. sewer would be required southerly along the shore to State Wharf and a 30-in. sewer from State Wharf to Town Brook. An in-
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verted siphon consisting of one 16-in. and one 20-in. pipe about 900 ft. long would be required beneath the indenta- tion of the harbor near Town Brook.
From Town Brook to Holmes Point, the interceptor would be 30-in. in diameter. The invert elevation of the interceptor at Holmes Point would be 4 ft. below mean low tide.
It should be noted that the sizes and slopes proposed are for a sewer adequate to carry the sewage, but not the storm water from roofs and street surfaces. The grades proposed are such as are necessary to maintain a sufficient velocity to avoid the settlement of sewage solids in the sewer, and are steeper than it would be practicable to adopt without the provision of a pumping station at Lumber Lane.
Pumping Stations. A pumping station required near Lumber Lane would provide ultimately for pumping a maximum flow of 2.2 m.g.d. For the immediate future, it would be equipped for pumping at a maximum rate of 1.2 m.g.d. Two 500 gal. per. min. pumps would be re- quired. The average pumping head would be about 15 ft.
A pumping station would be required at Holmes Point to lift the sewage from a sump below the invert eleva- tion of the interceptor and discharge it through the pro- posed outfall to the outlet in the ocean off Rocky Point. This station would provide for an ultimate flow of 7.5 m.g.d. For the immediate future, it would be equipped for pumping at an average rate of 1.5 m.g.d. and a maxi- mum rate of 3.6 m.g.d. It is estimated that two 1500 gal. per min. and one 3000 gal. per. min. pumps would be required. The average pumping head with one 1500 gal. per. min. pump operating would be about 16 ft.
The pumps in each station would be protected by a bar rack with 1 in. clear opening between bars. The pumps would be driven by direct-connected electric motors and automatically controlled by float-operated switches. The station would require only a nominal amount of attend- ance for cleaning the racks and attention to the mechan- ical equipment.
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Outfall. From the pumping station, a 24-in. outfall pipe would be constructed along the shore southerly from Holmes Point for a distance of about 20,000 ft. to Rocky Point; thence a 24-in. submerged pipe would be pro- vided in a northeasterly direction for a distance of about 4,000 ft. to a point where the depth at low tide is about 45 ft. The pipe along the shore would be of precast rein- forced concrete, with special joints to withstand the pres- sure resulting from pumping. The ocean section of the outfall would be of cast iron pipe. A special structure would be provided at the outlets, so designed as to effec- tively disperse the sewage discharged.
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