USA > Massachusetts > Middlesex County > Reading > Town of Reading Massachusetts annual report 1930 > Part 14
Note: The text from this book was generated using artificial intelligence so there may be some errors. The full pages can be found on Archive.org (link on the Part 1 page).
Part 1 | Part 2 | Part 3 | Part 4 | Part 5 | Part 6 | Part 7 | Part 8 | Part 9 | Part 10 | Part 11 | Part 12 | Part 13 | Part 14 | Part 15 | Part 16 | Part 17 | Part 18 | Part 19 | Part 20 | Part 21 | Part 22
Possible interruptions in such treatment, although of infrequent occurance make it undesirable to take water from a hazardous source if a more satisfactory water can be obtained at a reasonable expense from some other source not subject to similar hazards of pollution.
Present Sources of Water Supply. The supply of water is now obtained from the old filter gallery near the pumping station and from five deep wells drilled in the vicinity. As previously stated, water has been taken also directly from the river.
Dependable Capacity of Present Supply Works. The absence of meters upon the several sources of supply, already referred to, make it impossible to determine the dependable capacity of the filter gallery or of the deep well system. A test was made in February and March, 1924, under Mr. Barbour's direction, to ascertain the capacity of the deep well system. This test was made at a time of year when ground water is normally at its maximum height and for that reason the test may have indicated a greater capacity for the wells than would have been obtained if the test had been made during the dry season in the summer. It was hoped to determine the capacity of the wells by pumping continuously from them for a substantial period during which time no water would be drawn from the filter gallery or river. The results were not alto- gether conclusive, because the water consumption demands were so great that it was necessary during the test to draw some water from the filter gallery, and without being able to determine just how much was so drawn.
191
After having made a study of the amount of water pumped, the depth to which the water in the wells was lowered during the test, the time required for the return of the ground water to its original level, and the allowance to be made for the season of the year during which the test was made, it was concluded by Mr. Barbour that the wells could be depended upon during a dry season for a supply of not more than 150,000 or possible 175,000 gallons per day (g. p. d.), based on continuous pumping. The action of the ground water level during these tests, and other conditions, led Mr. Barbour to believe that it would be imprac- ticable to materially increase the supply of water by drilling additional deep wells in the vicinity of the station.
Mr. Barbour estimated that the filter gallery could be depended upon in a dry season for not more than 200,000 g. p. d. making the estimated total dependable capacity of the present ground water supply about 350,000 g. p. d.
No attempt has been made to check these estimates of depend- able capacity, and it would be difficult to get a better check without in- stalling meters on the several supply mains. The examination by means of test wells, made under our, direction during the past few months, has convinced us that the underground in the vicinity of the pumping station is not favorable to a material increase in water supply, and that the capacity of the works in this area should not be depended upon for a greater amount than that indicated by Mr. Barbour's estimates.
Water Consumption. The estimated population and water con- sumption of Reading, from 1892 to 1929, inclusive, are shown in Table 1. Fig. 1 shows graphically the past and estimated future population of the town and Fig. 2 the average daily consumption of water, and the average daily consumption per capita. In 1929 the average consumption for the year was 39.9 gallons per capita per day (g. c. d.). . This is an unusually low figure, even considering the fact that 97.5% of the services are metered. A survey made by the Pitometer Company in 1928, indicated that there was only a very small amount of leakage from the mains. Although the consumption has been estimated from the displacement of the pumps allowing 10% for slip the figures would be only slightly increased if this allowance were reduced to 3% instead of 10%.
POPULATION
10
2
RSAONYCH HASS
ADDITIONAL WATER SUPPLY
PRESENT AND ESTIMATED FUTURS POPULA
April 1930.
1850
'60
'70
'80
1900 '10
'20
30
'40
'50
'60
'70
YEAR
.
1
17
SONYSHOHE NI) MOLLYIndOG
1h
Population
PORTIATION AND HETER CONSTRUCTION
0
DAILY.
10,000 GALS.
== 30
TOTAL
CONSUMPTION IN GALS. PER CAPITA DAILY
M
-
O
50
194
Table 1. Estimated Population and Annual Average Water Consumption at Reading, Mass. 1892-1929.
Annual average water consumption
Year
Estimated * population
Mil. gals.
per day
Gals. per cap. per day
1892
4,308
.165
38.0
1893
4,466
.222
50.0
1894
4,592
.224
49.0
1895
4,717
.199
42.0
1896
4,843
.199
41.0
1897
4,818
.143
30.0
1898
4,868
.113
23.0
1899
4,919
.131
27.0
1900
4,969
.149
30.0
1901
5,019
.157
31.0
1902
5,070
.146
29.0
1903
5,119
.146
28.0
1904
5,171
.154
30.0
1905
5,682
.158
28.0
1906
1907
5,967
.165
28.0
1908
6,110
.175
29.0
1909
6,252
.186
30.0
1910
5,818
.205
35.2
1911
5,845
.221
37.5
1912
5,872
.234
39.0
1913
5,900
.244
41.0
1914
5,927
.235
38.0
1915
6,805
.22
32.9
1916
6,950
.24
36.2
1917
7,050
.25
36.8
1918
7,397
.279
40.8
1919
7,350
.26
37.8
1920
7,424
.29
38.7
1921
7,424
.27
36.1
1922
7,424
.26
35.6
1923
7,600
.30
40.0
1924
8,500
.33
38.6
1925
8,796
.33
37.4
1926
8,950
.37
41.4
1927
9,200
.33
35.4
1928
9,350
.36
38.5
1929
9,600
.38
39.9
* The five-year figures are from the U. S. and State Census.
195
Intermediate figures estimated by M. & E. from the curve.
The records of water consumption by other towns and cities in the suburban area about Boston, indicate that a figure of 40 g. c. d. is too low a figure to use as a basis for estimates of future needs. In our judgment it would be wise to provide for a future consumption for the Town of Reading of at least 75 g. c. d.
The population curve shown in Fig. 1 indicates the possibility of a population of the town in the year 1960 of 18,000 as against a present population of about 10,000. The curve has been predicated upon the rec- ord of past population in the town and upon the growth of other towns of a more or less comparable nature, since the time that their popula- tions were equal to that of Reading in 1925.
For a major expenditure such as an additional water supply, bonds would be issued for a period of at least 25 years and probably 30 years, · the maximum allowable under the statute; and such a supply should be capable of providing for the needs of the Town for a similar period of time. On the basis of the 1960 estimated population (18,000) and an average consumption of 75 g. c. d. the total average consumption would be 1,350,000 g. p. d. While it is not necessary to provide for a depend- able supply in this amount at the present time, it would be desirable to construct works that would increase the capacity to more than half of this amount. A dependable capacity of at least 500,000 gallons per day should be provided now by additional works, making the total depend- able capacity of the water works about 850,000 g. p. d.
During 1929 the maximum 24-hours, consumption was about 700,000 g. p. d.
Extension of Present Collecting System. As it would be more economical, if possible, to use the present pumping station in connection with an increased water supply, test wells were driven in the Ipswich River Meadows a short distance above the filter gallery, even though wells in this area were attempted in 1915 with unfavorable results.
The new tests were made with the intention of exploring the ma- terial of the valleys to a greater depth than had been reached in the previous tests, in order that the hope of obtaining water from this area might not be abandoned without more positive evidence that this source could not be used. Four wells, Nos. 1 to 4 inclusive, were driven, each of which penetrated fine material and reached rock without passing through water-bearing material. The first well was driven at the edge of hard ground and the other wells were located out into the valley and nearer the river. (See Fig. 3). The materials encountered by these wells are shown in Fig. 4, and a detailed description is given in Appendix A. All of the wells were driven as deep as possible, two of them reach- ing a depth of over 50 ft. It was impossible to obtain any material amount of water by pumping. As these results were unsatisfactory and
196
confirmed the earlier tests it was decided to abandon further attempts to find favorable conditions within reach of the present pumping station.
(Note: Figures 3 and 4 could not be reproduced in this report but are on file at the office of the Board of Public Works.)
Examination of the Bear Meadow Brook Area. The work of driv- ing test wells was then commenced in the Bear Meadow area in which wells Nos. 5 to 13 inclusive were driven. The locations of these wells are shown on Fig. 3 and the material encountered on Fig. 4. The first well in this area, No. 5, struck rock at a depth of 28 ft. Well No. 6 was driven to a depth of nearly 89 ft. without encountering water-bearing material. In the third well, No. 7, which was the deepest well driven, (97 ft.) some coarse sand was found, but it was possible to pump but a very small amount of water. The fourth well, No. 8, encountered rock at a depth of 26 ft., and above the rock a stratum about 18 in. thick of coarse sand and gravel. It was possible to pump water from this well with a hand pump at a rate of 35 gallons per minute (g. p. m.) This was the first well in which any material amount of water was obtained. The other wells in this area, Nos. 9 to 13 inclusive, were all driven as far as possible but failed to show satisfactory conditions. It was not possible to make as complete an investigation of the Bear Meadow area as had been planned because of warm weather occurring in the latter part of February which melted the ice and flooded the surface of meadow. Previous to this time, the ice had provided a hard surface over which the equipment could be transported. Although the results from this area were unfavorable except in the case of well No. 8, it may be desirable in the future to explore this territory more completely when the demand for a still further increase in water supply shall have developed-
Upper Ipswich River Meadows. When the high water condition stopped operations in Bear Meadow, the equipment was moved to the Ipswich River Meadows north of Grove Street and near the Wilming- ton line. Starting with a well on the north side of Grove Street and at the brook just west of the Wilmington line, a series of wells numbered 14 to 29, inclusive, has been driven. The results obtained from wells 16 to 28 inclusive have been very favorable. Well No. 16 was located at the Wilmington line and others were driven in succession at intervals of about 100 ft. in an easterly and northeasterly direction as shown on Fig. 3. The materials encountered are shown on Fig 4. Table 2 gives the depth and the amount of water developed by pumping tests. The average rate of pumping developed was 31.6 g. p. m. per well. This rate is not to be taken as the dependable capacity of the wells when con- nected for permanent pumping, as the yield will be much less during the summer and when the general water level is lowered by pumping on the combined well system. In our judgment, it appears that a supply of about 10 g. p. m. from each well may be expected.
197
Table 2. Summary of Pumping Tests on Wells Upper Ipswich River Meadows, Reading, Mass.
Total
Well
depth
Depth at test
Quantity by power pump g. p. m.
16
61.8 to rock
(no power pump test)
17
35.0
35.0
25
18
43.5
25.0
12
19
37.2
29.9
25
20
30.0
29.5
36
21
37.6
29.2
21
22
31.2
31.2
41
23
37.8
37.5)
30)
24
37.0
36.1
35
25
41.7
41.7
40
26
40.2
40.2
30
27
40.3
40.3
48
28
38.0
(no power pump test) *
29
(Material unsuitable for test)
Average for eleven wells
31.6
* Lower end of casing jammed by boulder. Materials encountered were favorable to a good flow of water.
The elevation of the water in the wells on April 9, 1930, was be- tween 3 and 4 ft. above the river level. The ground water had a slight slope in the direction of the river flow, and there was also a slope tow- ards the river from the edge of the high ground. At the time the levels were taken the water in the filter gallery was about 22 ft. below the water level in the test wells.
The quality of the water drawn during the pumping tests is shown in Table 3 giving the results of analyses made in our laboratory. It will be noted that in but two of the wells was iron found in measurable amounts, although a trace of iron was found in four others. The amount of iron may be expected to increase as the pumping rate is increased and a greater suction lift is exerted. It is advisable, therefore, in de- veloping a well system to provide a sufficient number of wells, so that heavy rates of draft from each may be avoided. Even then it is pos- sible that the iron content of the water may increase with use although this is not necessarily so.
No.
ft.
ft.
23.7)
35)
TABLE 3 .- ANALYSES OF WATER FROM TEST WELLS, UPPER IPSWICH RIVER MEADOWS, READING, MASS.
Test Well No.
17
17a
18
19
20
21
22
23₺
23§
24
25
26
27
Date .
3/13
3/14
3/17
3/20
3/21
3/26
3/29
3/31
4/1
4/3
4/4
4/7
4/8
Physical Examination
Color (platinum standard)
3
3
5
5
2
3
4
3
2
3
0
0
7
Odor --- Cold
0
0
0
0
0
0
0
0
0
0
0
0
0
Hot.
0
0
0
sl.
0
v. sl.
0
0
0
0
0
v. sl.
0
Turbidity (silica standard)
2
2
2
3
2
1
0
0
0
0
0
2
0
(parts) per in illion)
Chemical Examination Alkalinity
Bicarbonate as CaCO3.
10.5
12.0
11.0
13.0
24.5
20.5
16.8
21.5
14.7
25.8
25.2
17.8
21.8
Carbonate as CaCO3
0
0
0
O
0
0
0
0
0
0
0
0
0
Total as CaCO3 ..
10.5
12.0
11.0
13.0
24.5
20.5
16.8
21.5
14.7
25.8
25.2
17.8
21.8
Free Carbon Dioxide as CaCO2
0
5.5*
7.0*
13.01
13.0+
13.0+
32.0+
19.0+
24.01
12.0|
6.5+
13.5}
12.0+
Hardness (soap)
12.7
11.1
6.3
20.8
44.3
71.4
23.3
26.0
30.5
25.3
27.2
19.5
20.8
Iron as Fe ..
0
0
tr.
0)
0
tr.
tr.
tr.
0
0.5
0
0
0.65
Hydrogen-ion concentration (pH index)
6.9
6.9
6.8
6.5
7.0
6.9
6.5
7.0
6.2
0.8
6.9
6.6
6.8
Sample number.
2528
2529
2538
2552
2553
2568
2585
2589
2602
2623
2625
2632
2637
* One day old.
+ Field test.
# At 37.5 feet.
§ At 23.7 feet.
.
199
With respect to the hardness of the water, a considerable varia- tion was found in the analyses. An average sample would apparently be of about the same degree of hardness as the natural water found in the filter gallery, and much softer than the water pumped into the dis- tribution system. The hardness of the present supply is due largely to the iron removal process. Evidence thus far obtained indicates that water obtained from the new area will not contain a sufficient amount of iron to require treatment, and as a result the hardness should be low as compared with that of the present supply.
The analyses show the presence of carbon dioxide in varying amounts. This together with low alkalinity is objectionable in that it makes the water somewhat corrosive and necessitates the introduction of a small amount of soda ash or lime into the water as it is pumped.
A sample of the Wilmington water was obtained at the Wilming- ton pumping station for comparison with that obtained from these wells. The analysis of this water is shown in Table 4 together with those of water from the filter gallery, the deep wells and the Ipswich River.
It will be noticed that the Wilmington water contains some iron and carbon dioxide and has a hardness about the same as the Read- ing waters.
The Ipswich River has a drainage area above the location of the test wells of about 18 square miles. The area actually tributary to the wells by the flow of the underground water is indeterminate. It may be less than the surface area, although it is not impossible that the subsurface formation is such that water may flow in this valley from limits outside of the surface drainage lines. The drainage area is not densely populated, although it contains the village of Wilmington Center. A small part of the area adjacent to the river is swampy, but it is probable that the underground waters would be affected by the organic matter in the swamps to a less extent than water at the present filter gallery or that in Bear Meadow Brook. No indication has been found of coarse grained surface soils which would allow the rapid passage of surface water to the underground strata from which the test wells drew water. For this reason, there appears to be little likelihood of pollution or color from the surface waters in Ipswich River and its tributary brooks reaching the well waters.
Development of a New Supply. The results of the test wells warrant further consideration of the proposition to develop a ground water supply in this area. The distance from the present pumping station is so great that it would be more economical to construct a small station at the well field than to run a pipe line from the wells to the present station. The new pumps may be run by electric power and can be so designed as to run without more attention than can be readily supplied from periodic visits by the force at the present station. A pipe line would be required running from the new station to the
TABLE 4 .- ANALYSES OF WATER FROM IPSWICH RIVER, FILTER GALLERY, AND DEEP WELLS, READING, MASS., AND FROM WILMINGTON, MASS., WELLS
Filter Gallery
Deep Wells Near Pumping Station
Ipswich River
South End
East End
No. 1
No. 2
No. 3
No. 4
No. 5
Wil- mington Wells
. Date.
3/28
4/2
4/2
4/2
4/2
4/2
4/2
4/2
3/25
Physical Examination
Color (platinum standard)
85
85
75
22
3
7
55
40
1
Odor-Cold
sl. musty
0
0
v. sl. earthy
0
0
0
v. sl. earthy
0
Hot.
dist. musty
0
0
v. sl. earthy
0
0
0
v. sl. carthy
0
Turbidity (silica standard)
2
3
2
3
0
0
8
5
0
Chemical Examination
Alkalinity
Bicarbonate as CaCO3
6.5
12.7
10.4
32.3
27.7
43.5
39.7
38.2
23.5
Carbonate as CaCO3
0
0
0
0
0
0
0
0
0
Total as CaCO3.
6.5
12.7
10.4
32.3
27.7
43.5
39.7
38.2
23.5
Carbon Dioxide as CO2
5
29.5
21
9
5
5
14
10
16.75
Hardness (soap)
11.1
25.3
29.3
27.2
50.8
34.6
44.3
55
27.3
Iron as Fe.
0
2.2
2.2
0.9
0
0.5
1.8
3.8
0.2
Hydrogen-ion Concentration (pII index)
6.9
6.5
6.6
7.2
7.3
7.4
7.2
7.3
6.8
Sample number.
2580
2603
2604
2609
2608
2607
2606
2605
2561
201
present pipe line in Franklin Street or Grove Street. It will be wise to construct a station building large enough to provide for additional or larger pumping units as time goes on. At the present time, it would be sufficient to install two pumps, each of a capacity of 250,000 g. p. d. A sufficient number of wells should be driven to provide an immediate supply of 500,000 g. p. d., the collecting main being of such a size that it can be extended at a later date to draw from additional wells. The force main should be 12 in. in diameter from the station to the present pipe system.
The Pitometer Company in its report upon the distribution system recommended that the system be reinforced by the construction of an 8-in. main in Dunbar Road and Bancroft Avenue. It appears wise to plan for a 12-in. main in place of the suggested 8-in. main when the pipe line is needed which will then give a continuous line 12 in. diam- eter from the new station to a point near the present standpipe. A small amount of additional piping would be required to connect this line with the existing 12-in. main in Main Street. It would be feasible to limit the first construction to laying the 12-in. main from the station to Franklin Street. Pumping from the station should be continuous through 24 hours to obviate high rates of pumping which would involve a greater friction loss or require a larger pipe and to prevent excessive draft on the wells.
In addition to the purchase of land for the station and wells and a right of way for the pipe line, some land should be purchased to protect the watershed immediately adjacent to the wells. Although water draining to the wells from the higher land might be purified by its passage through the ground, it is wise to prevent any possibility of pollution by acquiring control of certain tracts of land whenever an advantageous purchase can be made.
Operation of Station. It is proposed to install 35 wells so as to draw but a moderate flow from each, such as 10 g. p. m. and provide for a dependable capacity of 500,000 g. p. d., although much of the time it may be necessary to draw only at a rate of not over 350,000 g. p. d. The delivery of 350,000 gals. from this station would, for a considerable portion of the year, supply all that is needed without the use of the filter gallery water which is now passed through filters for removal of iron. The steam pumps at the station could pump water from the deep wells which do not require treatment and the filter gallery and the plant for removing iron would be available for use when required. Under this method of operation, the water delivered would be much softer than that now used. Although the unit pumping cost by electric motor driven pumps might be somewhat higher than that required to pump the same amount of water by steam pumps, a saving would result through the reduction in the cost of treatment
202
and the decreased cost of pumping due to lower friction losses which would result from the decreased rate of pumping at the old station made possible by continual pumping through the 24 hours from the new station.
During days of maximum consumption, water could be drawn from the new wells, the deep wells at the station and as needed from the filter gallery, with treatment of the water from the latter for the removal of iron. With the added supply, it should not be neccesary to draw on the river except in case of extreme emergency.
Estimates of Cost. The estimate of cost of construction of the new well system and pumping station with necessary pipe lines follows, together with an estimate of the cost of operation and maintenance. (See Table 5.) The estimated cost of the power line, transformers, etc. has been taken arbitrarily and should be corrected by careful estimate prepared by the Town lighting department.
Table 5. Estimated Cost of Well System (35 wells, dependable capacity 500,000 g. p. d.)
New wells, 23 in addition to 12 existing test wells $ 1,960.00
Well connections complete 5,340.00
Collecting Mains 9,060.00
Sand catcher 150.00
Pump House and Equipment :
2-250,000 g. p. d. triplex pumps
2-15 h. p. electric motors
Dry feed chemical machine Venturi meter and recorder 9,210.00
Power line, transformers, etc. (arbitrary estimate) 5,000.00
Force Main, 2,700 ft. 12" c. i. pipe 6,800.00
$ 37,520.00
Contingencias and Engineering 15% 5,630.00
$ 43,150.00
Land, rights of way, and legal expenses
7,500.00
Estimated total cost of well system $ 50,650.00
Pumping Test. Indications thus far point to the probability of obtaining a supply of good water, possibly as great as one million gallons per day in the upper Ipswich River Meadows where the satis- factory test wells were located. The next step in the program would
203
be to make a thorough pumping test drawing water from a number of wells at the same time. There are now available eleven wells from which water has been pumped for a period of eight hours at rates of flow varying from 12 to 48 gals. per minute. Six of these wells could be connected by a suction pipe to a gasoline engine driven centrifugal pump, having a capacity such that water could be drawn from the six wells at a rate of about 60 gallons per minute (10 gallons per minute per well.) Such a pumping test should be operated continu- ously for at least two weeks and preferably longer, depending upon conditions, so as to determine the effect on the ground water table. Measurements would be taken through other available wells of the height of ground water, samples of the water pumped would be taken every two or three days for analysis and measurements of the rate of flow would be made by pumping the water through a suitable weir box.
To carry on such a test would require the purchase of piping, a suitable gasoline engine driven centrifugal pump, and miscellaneous supplies and the erection of a temporary shed to house the equipment and provide shelter for the operators. It would be necessary to have a man in attendance 24 hours per day.
By this means it should be possible to forecast with some degree of accuracy the extent to which wells in this area can be depended upon for a given quantity of water, and the extent to which the quality of the water may change with continued pumping. It is probable that the State Department of Health would require that such a test be made before it would give approval to the installation of a well system in this area. It would be unwise to go forward with an expenditure of the amount required without making such a test. While it cannot be posi- tively asserted that conditions over a period of years will follow the indications of the pumping test, the general experience has been that the results of such a test furnish a safe guide.
The most satisfactory way to handle such a test would be for the Town to purchase the necessary equipment and to operate the test with men working for and under the direction of the Water Department. Measurements of flow, measurements of height of ground water level, and analyses of the water could be made by us periodically throughout the test. If electric current were more readily available, an electric motor driven pump would be more satisfactory because of there being less likelihood of interruption to the test. With a suitable gasoline engine driven centrifugal pump, however, it should be possible to operate during the test without serious interruption.
Need help finding more records? Try our genealogical records directory which has more than 1 million sources to help you more easily locate the available records.