USA > Massachusetts > Norfolk County > Medfield > Town annual reports of Medfield 1920-1929 > Part 54
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We have good reason to expect a greater number of renewals of services the coming season, which has to be taken care of by our appropriation, even though nearly all that expense comes back into the treasury: in order to meet this and the other items of our Budget, we ask for an appropriation of $3400.00, the same as last year.
76
Pumping Record January 1, 1929 to January 1, 1930
January
Gallons per Week Gallons per Day
1st week
529,956
75,708
2nd week
486,576
69,511
3rd week
550,395
78,628
4th week
566,924
80,989
Total for January
2,382,987
76,870
February
5th week
598,710
85,530
6th week
638,502
91,215
7th week
625,447
89,349
8th week
644,598
92,085
Total for February
2,484,840
88,744
March
9th week
604,782
86,397
10th week
607,378
86,768
11th week
549,157
78,451
12th week
538,346
76,906
Total for March
2,541,721
81,991
April
13th week
571,653
81,665
14th week
570,095
81,442
15th week
555,510
79,358
16th week
532,236
76,034
17th week
543,613
77,659
Total for April
2,455,586
81,853
May
18th week
568,339
81,191
19th week
599,838
85.691
20th week
561,484
80,212
21st week
585,181
83,597
Total for May
2,605,827
84,059
77
June
-
22nd week
631,754
90,251
23rd week
615,060
87,866
24th week
761,429
108,776
25th week
757,720
108,246
Total for June
2,912,533
97,084
July
26th week
620,966
88,709
27th week
670,240
95,747
28th week
751,010
107,287
29th week
716,292
102,327
30th week
752,758
107,537
Total for July
3,245,470
104,692
4
August
31st week
734,490
104,927
32nd week
649,093
92,727
33rd week
608,848
86,978
34th week
598,245
85,463
Total for August
2,777,804
89,606
September
35th week
617,052
88,150
36th week
597,695
85,385
37th week
490,882
70,126
38th week
497,573
71,082
39th week
520,246
74,321
Total for September
2,280,412
76,014
October
40th week
490,113
70,016
41st week
504,203
72,029
42nd week
508,801
72,686
43rd week
485,363
69,337
Total for October
2.193,665
70,763
78
November
44th week
490,317
70,045
45th week
628,451
89,779
46th week
485,990
69,427
47th week
502,469
71,782
Total for November
2,198,472
73,283
December
48th week
516,796
73,828
49th week
591,203
84,458
50th week.
431,314
61,616
51st week
441,772
63,110
52nd week
476,046
59,506
Total for December
2,093,594
67,535
Total gallons for 1929, 30,172,911.
Average gallons per day, 82,666.
Heaviest day in 1929, July 31, 136,781 gallons.
Lightest day in 1929, December 29, 51,671 gallons.
FINANCIAL REPORT OF WATER DEPARTMENT
Receipts
From water bills rendered
June 1, 1928
$ 138.50
From water bills rendered December 1, 1928
1,153.67
Commitment of bills ren- dered June 1, 1929 $2,600.23
Collected
$2,583.40
2,583.40
Uncollected
11.83
Abated
5.00
$2,600.23
Commitment of bills ren-
dered December 1, 1929
Collected
$1,840.49
$3,003.93
1,840.49
79
Uncollected.
$1,155.94
Abatements 7.50
$3,003.93
For new services, renewals and repairs 814.19
Uncollected. 5.15
Total collected
$6,530.25
Expended
Salaries of Commissioners $ 150.00
M. E. Griffin, Water Registrar 33.33
Ira F. Penniman, Water Registrar 30.00
Printing, stationery, postage and tele- phones 25.06
$ 238.39
Paid for Tools
The Bond Co.
S 5.30
Sumner & Dunbar
3.40
W. K. Gilmore & Sons, Inc.
3.25
$ 11.95
Pumping Station and Springs
Fuel, Light and Power
Edison Electric Ill. Co. $ 548.28
W. K. Gilmore & Sons, Inc., coal
39.10
$ 587.38
Engineers
A. H. Wheeler $ 349.00
Ira F. Penniman
18.50
$
367.50
Repairs at Pumping Station and Springs
Paid for Labor
Triplex Pump
A. H. Wheeler $ 44.50
L. F. Fales
15.48
Ira F. Penniman 14.10
J. C. Jones Power & Pump Co 13.35
1
80
Arthur Luther $ 9.00
Church-Tyler Co. ... 7.00
$ 103.43
Warren Pump
J. C. Jones Power & Pump Co $ 14.29
A. H. Wheeler 7.80
Ira F. Penniman
3.60
25.69
Gas Engine
J. C. Jones Power & Pump Co $ 17.40
Ira F. Penniman 5.00
A. H. Wheeler
7.60
James F. Clark
5.00
Church-Tyler Co.
4.30
$ 39.30
Miscellaneous
A. H. Wheeler
8.50
James F. Clark
5.35
Ira F. Penniman
2.50
F. A. Hartshorn
1.50
17.85
Building
William J. Hayward
$ 23.75
Ira F. Penniman
2.10
Arthur Luther
1.80
$ 27.65
Springs
Arthur Luther $ 66.00
Ira F. Penniman
17.30
A. H. Wheeler 15.00
William J. Hayward
11.00
81
Clifton Roberts
$ 3.60
A. A. Kingsbury 3.45
$ 116.35
Total for labor
$ 330.27
Paid for Materials
Triplex Pump
Rumsey Pump Co.
S 10.77
Garlock Packing Co.
9.93
L. F. Fales
9.60
J. C. Jones Power & Pump Co 6.50
Walworth Co.
3.50
$ 40.30
Gas Engine
Church-Tyler Co.
$ ...... 12.50
Springs
A. A. Kingsbury $ 3.31
Waldo A. Fitts
3.02
W. K. Gilmore & Sons
1.95
$ 8.28
Building
William J. Hayward S 7.28
Warren Pump
Walworth Co.
1.54
Miscellaneous
F. A. Hartshorn
3.60
Vye-Niell Co.
1.25
$
4.25
Total materials
S 74.75
Total labor and materials
$ 405.02
82
New Services, Renewals, Repairs
Labor
Ira F. Penniman
$ 332.00
A. H. Wheeler
154.35
Arthur Luther
237.30
Albert Catenacci
57.40
Jesse Hicks.
37.80
George A. Wiggin
24.60
Michael Ryan
7.20
Elwyn Chick.
4.80
William J. Hayward
3.50
Dana Weiker
2.40
Horace Hanson
2.40
$ 863.75
Materials
Cement Lined Pipe Co.
$ 275.06
Walworth Co.
37.31
Thompson-Durkee Co.
40.82
Redhed Mfg. Co.
33.97
Weiker's Express
13.85
Sumner & Dunbar
11.00
Medfield Plumbing & Heating
3.50
W. A. Fitts
3.00
W. A. Gilbert
2.75
$ 421.26
Trucking
Ira F. Penniman
$ 10.25
F. C. Chick
5.25
William D. Gilbert
3.30
$ 18.80
Total labor and materials for new serv- ices, renewals, repairs $1,303.81
83
Total expended
$2,914.05
Unexpended
485.95
Appropriation
$3,400.00
Correct:
W. E. GARDNER, Accountant.
WATER SURVEY
Appropriation $1,600.00
Labor
A. H. Wheeler
22.05
Ira F. Penniman
18.75
M. E. Griffin
5.60
Arthur Luther
4.80
$ 51.20
Metcalf & Eddy, Engineers.
1,149.01
Edward F. Hughes, driving wells
349.77
$1,549.98
Unexpended balance
50.02
$1,600.00
Correct:
W. E. GARDNER,
Accountant.
WATER DEPARTMENT
Report to WATER AND SEWERAGE BOARD MEDFIELD, MASS.
upon
A NEW SYSTEM OF WATER WORKS FOR THE TOWN OF MEDFIELD
METCALF & EDDY Engineers Boston, Massachusetts October 19, 1929
1
87
WATER DEPARTMENT
(The figures referred to in the following report are the plans that were submitted with the report and are now on file in the Selectmen's office.)
October 19, 1929.
Mr. A. H. Wheeler,
Chairman, Water and Sewerage Board,
Medfield, Mass.
Dear Sir :
We submit the following report upon a water works system for the Town of Medfield.
Existing Water Works
The present water works system, consisting mainly of works bought by the town from a private company in 1921, is better than nothing, but very little of it can be considered of permanent value or can be incorporated in an improved water works system.
The water supply is of good quality, and is obtained from 2 shallow open wells in the valley of Vine Brook, about 900 ft. above Brook Street, and is drawn through a 10-in. wooden pipe to the pumps. There is a small pumping station containing two pumps, and the water is lifted to an elevated tank of 30,000 gal. capacity located beside the pumping station. The pressure is small, hardly more than 30 lb. per square inch in any part of the town, and the piping system is of such small dimensions (with the exception of the extensions made by the town since 1921) that the capacity is extremely limited. The fire protection afforded by these works is insignificant.
Figure 1 shows the extent of the present piping system and how small a portion of the town is served even by the existing small pipes. Substantially the same information is given in figures in Table 1.
88
Table 1. Schedule of Existing Main Pipes, Medfield Water Works
Length in feet
Street
6-in. C.I.
5-in. Wood C.I.
3-in W.I.
24-in. 2-in. W.I. W.I.
12-in. W.I.
Total
Main
North
500
3500 750
1000 800
750
3,000
South
500
1,300
Pleasant
1183
275
1,458
Miller
450
500
950
Park
1391
1,391
Spring
1070
50
1,120
Oak
490
490
Brook
1650
1,650
Green
750
403
1,153
Cottage
500
500
Adams
944
944
Janes Ave.
350
600
Frairy
1724
60
1,988
Mitchell
350
350
Vinald Rd.
600
600
Upham Rd.
550
550
Dale
38
38
%
7344 32.2
1250 5.5
7310 32.0
1.5
1800 7.9
4325
18.9
453 2.0
22,832 100.0
22,832 ft. = 4.32 mi.
Consumption of Water. Table 2 shows the average daily consumption of water by months from 1923 to the present time, together with the consumption for the maximum day in each year, and the corresponding yearly averages and daily maxima in gallons per day per inhabitant.
1250
4,750
.
4-in.
350
250 200
Table 2. Consumption of Water, Medfield, Mass.
(Gallons per day)
1923
1924
1925
1926
1927
1928
1929
January
80,270
78,063
79,926
75,557
74,051
73,553
76,870
February
87,536
73,610
69,052
72,561
77,718
77,678
88,744
March
74,184
64,562
66,246
65,301
68,371
74,923
81,991
April
74,921
65,308
66,236
65,824
68,451
76,460
81,853
May
75,176
68,001
67,544
78,812
68,245
75,477
84,059
June
89,994
75,778
87,232
85,274
76,364
75,845
97,084
July
85,022
99,169
77,323
94,236
73,497
82,014
104,692
August
83,003
80,600
80,373
70,134
69,557
82,477
89,865
September
78,533
72,735
74,568
73,241
69,942
77,486
October
70,834
71,059
66,456
65,089
69,139
80,050
November
74,374
75,069
66,527
62,861
67,311
78,662
December
69,846
72,805
71,450
73,753
72,058
72,764
Average for year
78,927
74,926
72,738
73,581
71,296
77,282
Maximum day
145,814
126,745
130,439
117,971
104,625
136,781
Average for year in gallons per inhabitant
43
40
39
39
37
40
Maximum day in gallons per inhabitant
-
79
68
69
1
61
54
69
89
90
Requirements
A suitable water works system should furnish a sufficient quantity of water of good quality under suitable pressure for satisfactory service in all parts of the town reached by the works, and should be adequate to provide reasonable fire pro- tection both from the point of view of pressure available and of quantity of water in storage.
Population. The following table contains statistics of the population of Medfield according to the several Federal and State censuses, and the net figures of the population of the town exclusive of the State Hospital:
Table 3. Population of Medfield, 1890-1925
Year
Population of Medfield by U. S. and State Censuses
Population of Medfield State Hospital
Population of Medfield excl. State Hospital
1890
1,493
0
1,493
1895
1,872
0
1,872
1900
2,926
1905
3,314
1,845
1,469
1910
3,466
2,000
1,466
1915
3,648
2,040
1,608
1920
3,595
1,811
1,784
1925
3,867
2,003
1,864
It appears that the present population of the town exclusive of the hospital is less than 2000 persons. If the rate of growth in the future should remain about the same as in the recent past, the population would reach about 2600 by the year 1950. It seems probable, however, that the greater use of the automobile and the improvement of the highways will result in a somewhat more rapid increase of population in the future than in the past, and it seems reasonable to assume that a population of 3000 may be attained between 1940 and 1950.
91
Quantity of Water. The statistics of consumption from the present works in Table 2 are of significance, but do not provide sufficient information to determine definitely what quantity of water might be required if an adequate supply under reason- able pressure were available to a greater part of the town's population.
The average consumption for the entire period of the record appears to have been about 40 gal. per capita for the entire population of the town. It seems reasonable to assume that an allowance of 50 gal. per capita daily for a population of 2500, or an average total consumption of 125,000 gal. per day throughout the year, would be sufficient to meet the needs of the town for a number of years to come, probably until 1940 or thereabouts, unless the growth in population should be more rapid than is now indicated. It seems probable, too, that the maximum daily consumption during this period would not exceed 200,000 gal.
Pressure. Water should be provided under an adequate pressure for satisfactory domestic service, and also to afford a sufficient quantity of water for fire protection at any point. In some cases the entire available pressure is utilized in forcing the water through the pipes to the point of demand and pump- ing engines are utilized to provide the necessary pressure for fighting fires. In other cases only a portion of the pressure is considered as available for forcing the water through the pipes and a sufficient pressure remains available at the hydrants for fire fighting. In the case of Medfield, it would be desirable to provide for sufficient residual pressure at the hydrants for fighting all ordinary fires without depending upon pumping engines. A pressure of approximately 60 lb. per square inch at times of maximum draft would be sufficient for this purpose.
We recommend that a storage tank with top approximately at el. 380 be provided. If this were done, the static pressure at various points in town would be as follows:
Main and North Streets 85 lb. per square inch
Main and Pound Streets יי " 80 " "
Main Street summit near Cheney Pond Road 63 " "
"
"
92
Main and Causeway Streets
90 "
"
"
Main and Bridge Streets
109 "
יו
"
North and Harding Streets
84 "
"
"
Green and Summer Streets
81 "
"
Spring and Curve Streets
96'"
"
The pressures available at the hydrants when drawing such quantities of water as might be required for fighting fires would be 55 lb. per square inch or more in most parts of town, if pipes of adequate size were provided, even after their capacity had been somewhat reduced by deterioration due to age. At the highest point on Main Street near Cheney Pond Road, however, the pressure might be as low as 25 lb. per square inch and it would be necessary to resort to pumping engines to obtain good fire fighting pressures at points as high as this and as far distant from the tank.
Storage. It is inadvisable to provide pumps of sufficient capacity to draw water from wells as rapidly as it may be needed at times of fire. Indeed, it would be impracticable to provide wells of sufficient capacity to furnish water at so high rates when the ordinary use is very much less. Therefore, it will be neces- sary to provide a tank in which a suitable quantity of water can be maintained in storage at a proper elevation.
It is also necessary to provide storage capacity to tide over possible periods of interruption of pumping due to repairs on the machinery, although such periods will be very rare if duplicate pumping machinery is provided.
A storage capacity of 250,000 gal. equivalent to 2 days average consumption at the rate of 125,000 gal. per day is reasonable. This would take care of about 1} days at the assumed maximum rate of consumption of 200,000 gal. per day, or it would provide for a fire supply of 1000 gal. per minute for a period of 3 hours in addition to ordinary consumption at the rate of 200,000 gal. per day.
Distribution System. A distribution system, consisting of pipes of adequate size, should be provided. Very little of the present distribution pipe system is worth incorporating into a new water works system. The 6-in. pipes which have been
93
laid since the town acquired the works are probably adequate, and it is proposed that they be included in the new system. In a few cases existing 4-in. pipes may be continued in service as supplementary to proposed new pipes, particularly in such localities as Main Street where the difficulty and expense of laying service pipes across the street would be considerable. The new and larger pipe should be on the opposite side from the present pipe and would be the main dependence for furnish- ing water. The old 4-in. pipe would be sufficient to provide domestic service to the houses on the same side of the street and thus avoid the necessity of making cross trenches through an expensive pavement.
In order to avoid as far as possible the loss of carrying capacity of pipes which occurs when their interior surface is roughened and they become partly filled with material resulting from cor- rosion of the iron, we recommend that you use cast iron pipes containing a thin lining of cement mortar, which can now be obtained from nearly all makers of cast iron pipes. The ad- ditional cost of the cement lining is insignificant.
Hydrants. Fire hydrants should be provided at convenient localities, in general not more than 500 ft. apart. These hydrants should be connected to the main pipes by branches not less than 6-in. in diameter, each of them provided with a valve by which the water can be shut off in case the hydrant is broken. Each hydrant should have two hose nozzles and one steamer nozzle.
Proposed Water Works System
Supply. There are three practicable sources of water supply for the Town of Medfield: first, the valley of Vine Brook, from which the present supply is obtained; second, a location ad- joining the wells recently constructed for the State Hospital, not far from Medfield Junction; and third, the valley of Mill Brook where it was proposed by Mr. Erastus Worthington that a supply be developed when he reported to the town in 1902.
Mr. Worthington's test wells indicated an ample supply of good water in the valley of Mill Brook. However, the town is not developing in that direction and it appears as though the
94
cost would be greater and a supply from this location less ad- vantageous than from any of the other sources considered.
The wells constructed for the State Hospital indicate the presence of a sufficient quantity of good water to meet the needs of the town for many years, in addition to those of the hospital. There is every reason to believe, therefore, that a suitable supply could be obtained in this locality, and it seems probable that at some time in the future it will be advantageous for the town to develop a water supply in this vicinity.
Owing to its central location, as well as the fact that the town already owns the necessary land, it is obvious that it would be less expensive to develop water from the valley of Vine Brook than from any other source if a sufficient supply of suitable water can be obtained there.
The present wells, two in number, have been excavated but a few feet into the sand and gravel stratum which underlies the valley of Vine Brook; yet they have been able to take care of the present requirements of the town, although they have not made it possible to draw nearly all the water which is available in the gravel layer. We have had three test wells driven near the present wells by Mr. Edward F. Hughes of Boston, which show that this stratum of sand and gravel has a depth of approximately 17 ft. and extends for a width of at least 300 ft. The accompanying drawing, Fig. 2, is a sketch map of the land held by the town for water works purposes. It shows the location of the present shallow dug wells, the pipe connecting them, and the suction pipe to the pumps. It also shows the locations of the three test wells and of the proposed additional driven wells as well as the suction pipe and pumping station which will be required if a suitable water supply is developed in this locality.
Figure 3 is a sketch map of the entire drainage area of Vine Brook, approximately 0.75 square mile in extent. Most of this area lies within the section known as Rocky Woods. The map shows the wood roads through the area, and gives some indication of the principal swampy areas, ponds, and sites of former ponds. Conditions are generally favorable for causing the water which falls as rain to soak into the earth and thus
95
maintain the supply in the gravel layer underneath, which con- stitutes in effect an underground reservoir for the storage of water. However, it is not a tight reservoir and water gradually percolates through the earth towards Charles River, except as it is intercepted and recovered by wells. The proposed system of driven wells will serve to a certain extent as a barrier at which water can be reclaimed from below the surface of the earth.
Even during the dry weather of the present summer, it was found possible to pump about 25 gal. per minute from each of the 3 test wells, and it is believed that a group of such wells extending across the valley could be safely depended on to furnish an average of 12 gal. per minute per well. If 12 such wells were provided, the available capacity would then be about 150 gal. per minute or 216,000 gal. per day. This should be sufficient to meet the needs of the town, even in days of maxi- mum consumption, for a considerable term of years, and there is every indication that the tributary area could be depended on to furnish at least this quantity of water.
The quality of the water which could be obtained from such wells would probably be similar to that obtained from the present dug wells or springs, which is very good. It would be somewhat safer because the water being drawn from the bottom of the gravel stratum would be effectively filtered. Table 4 shows the result of analyses made by the State Department of Public Health of the water from the three test wells and indicates that it will be entirely satisfactory.
The possible hazards to the quality of the water are very slight as shown by the map, Fig. 3, page 14. The houses upon the drainage area are nearly all at the extreme edge, and those along Green and Main Streets are, or will be, drained into the public sewers. The possibility of pollution from the remaining houses is extremely remote. Nevertheless, careful supervision should be exercised by your Board of all premises within the drainage area, and if necessary the Board of Health should be appealed to in order to insure that they are maintained in a sanitary condition.
It is believed that the supply of water available from wells in the valley of Vine Brook would be sufficient for the needs of
96
the town for at least 10 years, and perhaps for a much longer time. Moreover, it is possible that by the construction of ponds within the drainage area, a larger quantity of water would be caused to percolate into the gravel stratum than is now the case, and the quantity of water available for use by the town might thereby be increased.
Analyses of Water, Medfield, Mass.
Test Well No. 1
Test Well No. 2
Test Well No. 3
Springs
Dates, 1929
Sept. 7-9
Sept. 7-9
Sept. 6-9
June 18
Depth-ft.
17
20.5
18
Turbidity
1
3
3
0
Sediment
1
3
3
0
Odor
none
none
none
none
Solids
3.20
6.00
8.00
4.30
Free Ammonia
.0000
.0000
.0000
.0006
Albuminoid Ammonia
.0008
.0006
.0008
.0018
Chlorine
0.21
0.28
0.26
0.32
Nitrates
.0100
.0100
.0100
.0400
Nitrites
0
0
0
0
Hardness
1.3
1.3
1.6
1.7
Iron
0.015
0.009
0.014
0.005
We recommend that a supply of water be developed by pro- viding a series of driven wells across the valley of Vine Brook approximately in the location indicated on Fig. 2, page 13. We have suggested that at least twelve such wells be provided. The three test wells driven in 1929 can be included so that but nine additional wells would have to be driven.
Pumping Station and Equipment. The pumping station could be conveniently located at the edge of the meadow be- tween Green Street and the wells, approximately as indicated on Fig. 2. It should be provided with pumping equipment in
97
duplicate. We suggest two single acting triplex pumps, each of 150 gal. per minute capacity, driven by electric motors. One of the pumps may well be provided with a gasoline engine as a standby in case of failure of the electric current. Equipment for stopping the pump when the standpipe is filled should be included, but starting by hand is preferable to automatic starting if adequate storage capacity is provided. It will be better from the standpoint of protecting the quality of the water, and also for the most complete utilization of the available supply during dry seasons, to pump nearly continuously at a comparatively slow rate than at a higher rate for a shorter time. Fluctuations in consumption will be equalized by drawing upon or replenishing the water stored in the tank. In case of emerg- ency, as for instance during a bad fire, both pumps could be run simultaneously, unless the water in the ground were too low to supply water as rapidly as would be necessary to feed both pumps.
Storage Tank. The most practicable location for a storage tank appears to be on the summit of the low hill near Rocky Woods Road or Green Street extension, which is approximately at el. 290, about 110 ft. higher than the intersection of Main and North Streets. It is not at sufficient elevation to provide proper pressure without elevating the tank.
We have suggested above that a storage capacity of about 250,000 gal. should be provided and that the top of the tank should be at el. 380. A tank about 30 ft. in height and 40 ft. diameter, with curved bottom and on a tower about 60 ft. high, will be suitable for this service.
Distribution System. Fig. 4, page 20, shows the pipe system recommended as suitable for the town of Medfield when it shall have developed sufficiently to require pipes throughout most of the streets. It is probable that a considerable part of the pro- posed system may not be needed before 1950.
On this drawing the weights of the lines have been made proportionate to the areas of the pipes and, therefore, ap- proximately proportionate to their respective carrying capacities for similar losses of pressure.
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