USA > Massachusetts > Middlesex County > Reading > Town of Reading Massachusetts annual report 1930 > Part 15
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The estimated cost of the necessary equipment and shelter is given in Table 6.
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Table 6. Estimated Cost of Equipment for Pumping Test of Wells in Upper Ipswich River Meadows.
Well connections to suction main, including lead goose necks, fittings and valves.
$140.00
Suction main - 300 ft. - 3" black steel pipe.
550 ft. - 4" black steel pipe. 580.00
Pump-105 g. p. m. capacity centrifugal pump with gaso- line engine on skids
450.00
Weir box and baffles
50.00
Piping and valves at pump
50.00
Wood and tar paper shelter.
75.00
Miscellaneous tools, etc.
25.00
$1,370.00
Contingencies, engineering, etc.
280.00
Estimated total cost. $1,650.00
The test should be made after the river level has lowered and when the season is drier so that ground water conditions in general will be less favorable than at present.
Respectfully submitted,
METCALF & EDDY,
By Frank A. Marston.
APPENDIX A
Record of Test Wells, December, 1929-April, 1930 Area West of Filter Gallery
Attention was first given to this area because if an available supply was found here the water drawn from the new wells would be delivered to the present pumping station. Although test wells have been driven in this area in the past, it was thought wise to make a new test, driving the wells to a greater depth than that reached previously in order to penetrate possible water-bearing material not discovered before. Four wells were driven in this area between December 13, 1929, and January 10, 1930. All the wells were located within land belonging to the Town and about opposite the Perry Farm.
Well No. 1 was driven on the edge of the hard ground through a fine sand reaching rock at a depth of about 20 ft.
Well No. 2 was located about 75 ft. northerly from the first well and was driven through fine sand to a depth of about 25 ft. before reaching rock.
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Well No. 3 was located at a distance of about 90 ft. from the previous well and within the meadow area. This was carried to a depth of nearly 51 ft. Very difficult driving was experienced but the work was continued as long as there was any possibility of going deeper. For the first 20 ft. fine sand was encountered. Below this depth clay and then clay mixed with sand and gravel was encountered. The well did not reach rock, as it was impossible to drive the well below the depth stated.
Well No. 4 was located 115 feet from the previous well in the direc- tion of the river. It was driven to a total depth of a little over 52 ft., where rock was encountered. Clay was found in this well mixed with other materials.
In none of these four wells was there found any material favorable to a water supply. It was thought that it was unwise to go to further expense in exploring this area and the well equipment was therefore moved to the valley of Bear Meadow Brook.
Bear Meadow District
Bear Meadow Brook has a drainage area of about 4.6 sq. mi. nearly all of which is practically free from population. This area is too far from the present pumping station to permit connecting wells driven within it to the present pumps. If, however, favorable conditions were found with- in or near the center of the meadows, a local station might be built from which water would be pumped to the system through a main much shorter than that now used in pumping from the existing station. Work in this area was commenced on January 11 and continued with some interruptions to February 21, during which period nine wells were driven.
Well No. 5 was located about 400 ft. east of Main Street in the Ipswich River Meadows near the mouth of Bear Brook. Rock, or a large boulder, was encountered in this well at a depth of about 23 ft.
Well No. 6 was located at about one-quarter of a mile south of Ipswich River and about 700 ft. east of Main Street. This test was carried to a depth of about 89 ft. where rock was encountered. The material penetrated was principally fine sand. A pumping test with a hand pump failed to show the presence of available water.
Well No. 7 was located at a distance of about one-quarter of a mile south of the river and the same distance from Main Street. After passing through fine sand with which clay was sometimes mixed, a stra- tum of coarser sand was found at a depth of nearly 94 ft. The material below the coarser sand seemed to be coarse gravel and stones. It was possible to pump a small quantity of water, about 7 or 8 gals. per minute, for a short time, but the entrance of fine sand to the well sealed it so that continuous pumping was not possible. After additional driving through the coarse material at the bottom of this well it was possible to reach a final depth of 95 ft. When this depth was reached the water rose
206
to within about 212 ft. of the ground surface. Another pumping test, however, failed to show as good results as the previous one.
Well No. S was located about 400 ft. east of Haverhill Street and 300 ft. south of the town line. Rock was encountered in this well at a depth of nearly 26 ft. and water rose to within 18 in. of the ground sur- face. A test with a hand pump was successful in pumping about 35 gals. per minute. This was the first well in which any material amount of water was found. Before a power pump test could be made the meadow was flooded and work was abandoned.
Well No. 9 located 425 ft. east of Haverhill Street was 240 ft. south of the town line, was driven to a depth of nearly 26 ft. at which rock was reached. No water was obtained on a pumping test, although some coarse sand was found in driving.
Well No. 10 was located 300 ft. east of Haverhill Street and 350 ft. south of the town line. It was about 25 ft. from Bear Meadow Brook. This well was driven to a depth of over 37 ft. and some coarse sand in the lower part of the driving was found. The water rose to within about 1 ft. of the ground surface, but a hand pump failed to obtain more than 10 gals. per minute.
Well No. 11 was located just west of Haverhill Street and 200 ft. south of the town line. This well was driven to about 40 ft. at which depth rock was encountered. In the last 2 ft. coarse sand and gravel was found. The attempt to pump water from this well was unsuccessful.
The most of the work carried on in these wells had been done dur- ing cold weather. Ice had formed, which had made it possible to move the equipment out upon the meadow to a considerable distance from the hard ground. When the last work upon well No. 11 was under way the ยท temperature rose and the support of the ice over the meadow was lost. It was necessary, therefore, to keep near the hard ground at points acces- sible to the well driving rig.
Wells No. 12 and 13, both unsuccessful, were then driven, one being carried to a depth of about 16 ft. and the other to nearly 20 ft. As the rock appeared to be rather near the surface at all accessible points, it was decided to suspend operations in Bear Meadow.
The tests made in the Bear Meadow area have been rather dis- couraging, but the results obtained are not conclusive. In order to obtain satisfactory information concerning this area it will be necessary to make more tests at points which were not accessible when this work was carried out.
Ipswich River Meadows
The area in which wells were driven lies on the south side of the Ipswich River and east of the Wilmington line. A series of 16 wells including two driven west of the Wilmington line was driven between
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February 24 and April 12. Ipswich River at the Wilmington line has a drainage area of about 18 square miles. This drainage area includes the main portion of the town of Wilmington, but the population within it is not large.
Well No. 14 was located on the north side of Grove Street and at the brook passing this street west of the Wilmington line and flowing northerly to the Ipswich River. The well was driven for a distance of 45 ft. passing successively through fine sand, coarse sand and a sand approaching the size of fine gravel before reaching rock. When this well reached a depth of about 28 ft. a brief pumping test was made, at which about 18 gals. per minute of water was pumped. When the well was finished the water rose to an elevation about 2 in. above the water level on the outside of the pipe.
Well No. 15 was located about 600 ft. north of the previous one. It was driven to a depth of 75 ft. at which point the well casing reached rock. The material encountered in this well was finer than in well No. 14. It was possible, however, to pump water from this, although a great deal of sand was pumped with the water. The pumping test on the whole was not satisfactory.
Well No. 16 was located on the Wilmington town line about 800 ft. north of Grove Street and at the edge of the Ipswich River Meadows. This well passed through a stratum of coarse sand and gravel at a depth of about 26 ft. It was then driven until it reached rock ar a depth of 62 ft. Varying grades of sand were passed through, ranging from a fine sand to fine gravel. Water rose in the well to within 18 inches of the ground surface. The most favorable material was sand at the depth be- tween 26 and 28 ft. and between 40 and 48 ft. Information gained on two subsequent wells indicates that substantial flows may be obtained from the coarser material at these depths. A pumping test was made at a depth of 26 ft., which indicated a flow of about 25 gals per minute. At the bottom of the well the presence of fine sand, clay and hardpan prevented the entrance of any material quantity of water.
Well No. 17 was located about 200 ft. east of well No. 16 and at the southerly edge of the Ipswich River Meadows. It was driven to a total depth of 35 ft. Coarse sand and gravel was found between depths of 12 and 21 ft. and also between depths of 31 and 35 ft. A very satis- factory pumping test was made on this well on March 13 using a hand pump. In a definite test with a power pump, pumping for nearly eight hours, a rate of about 25 gals. was maintained with a vacuum of only 71/2 inches.
Well No. 18 was located about 100 ft. east of well No. 17. It was driven to a depth of 43.5 ft. where it encountered fine sand. As this material hindered the inflow of water, the well casing was raised to allow pumping at the most favorable point. Preliminary pumping tests
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were inade successively at the depths of 43, 39.5, 32.5, 31.5 and 25.0 ft. On a continuous test with a power pump the well delivered 12 gals. per minute without affecting the water level in the neighboring well. The water cleared of sand promptly when the power pump was started.
Well No. 19 was driven to a depth of 37 ft. encountering various grades of sand and small gravel. This well delivered 25 gals. per min. on the power pump test without affecting the elevation of the water in the adjacent well.
Well No. 20 was driven to a depth of 30 ft. passing through sand and gravel apparently favorable for a water supply. 45 gals. per minute were drawn from this well on the power pump test.
Well No. 21 was also driven through favorable material, the ma- terial being explored to a depth of 37.6 ft. 21 gals. per min. were developed from this well on the power test.
Well No. 22 was driven to a depth of 31 ft. This well yielded 40 gals. per min. on the test.
Well No. 23 was driven to a depth of 371/2 ft. and when tested at this depth delivered 30 gals. per min. The casing was then withdrawn in order to determine the rate of flow available at a stratum of coarse sand and gravel which had been penetrated at a depth of about 23 ft. When pumping at this depth the well delivered water at a rate of 50 gals per min.
Well No. 24 was driven to a depth of 36 ft. at which a flow of 35 gals. per min. was pumped.
Well No. 25 was driven to a depth of 42 ft. and delivered water at a rate of 40 gals. per min.
Well No. 26 was driven to a depth of 40 ft. A substantial layer of course sand and gravel was found near the bottom which yielded 30 gals. per min. on the power pump test.
Well No. 27 was driven to a depth of 40 ft. and yielded 48 gals. per min.
Well No. 28 was driven to a depth of 38 ft. It encountered a stra- tum of coarse sand and fine gravel between the depths of 33 ft. and 37.5 ft. from which a good supply of water is to be expected. The bottom of the well became jammed during the driving so that the bottom part of the casing was sufficiently closed to prevent a satisfactory pumping test. This well was located at the west shore of Great Island at a point 400 ft. further from the river than the two more easterly wells driven.
Well No. 29 was located at the side of the roadway crossing the section of the meadows south of Great Island. The material encountered in this well was different from that found in the previous wells in this area. No water-bearing material was found. For the first 20 ft. the well penetrated peat and sand. Below the depth of 20 ft. a hard material containing gravel and clay was found. It is possible that a stratum be-
209
tween the depths of 14.5 and 18 ft. of coarse sand might deliver a material amount of water. No test was made at this stratum, however. The water pumped from all the other wells was obtained from a much greater depth and it is believed wise to draw water only from those depthis which are sufficient to prevent easy passage of air and surface water to the well.
The locations of all the wells driven are shown on Fig. 3. Details of the material penetrated in each of the wells are shown on Fig. 4. Analyses of the water obtained are given elsewhere in the report.
October 9, 1930
Mr. William J. Lumbert, Superintendent,
Board of Public Works,
Reading, Massachusetts. -
Dear Mr. Lumbert :
In our report of April 21, 1930, we gave the results obtained in driving test well's and indicated that the area along the Ipswich River Meadows near the Wilmington line appeared to be well suited for the development of a ground water supply. It was thought, however, that before this area should be developed more definite information should be obtained by means of continuous pumping on a gang of several of the wells connected together, the test to be continued for a period of two weeks or more. Such a test was started on June 10 and continued until August 1, during which time a record was kept of the rate of pumping, the level of the water in the wells and other pertinent data.
Five analyses of the water pumped were made at intervals of from four to six days. As these analyses with the exception of the first one, indicated a progressive increase in the alkalinity and hardness and as iron was found in the last sample taken, it was urged on August 2 that the pumping test be continued to determine whether or not the results of the last tests accurately represented the quality of the water available. After the test had been resumed and pumping had continued for about a week another sample was taken for analysis. No iron was found in this sample and the alkalinity and hardness were slightly less than that found in the last sample taken during the previous pumping test. The following tabulation shows the principal results obtained in the chemical tests :
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Date
Total alkalinity as CaCO3
Hardness (soap)
Iron
sample
as Fe
collected
p.p.m.
p.p.m.
p.p.m.
July 12, 1930
16.4
32.5
none
July 16, 1930
13.5
22.1
none
July 22, 1930
13.8
24.1
none
July 28, 1930
14.0
26.0
none
Aug. 1, 1930
16.2
28.6
0.1
Aug. 16, 1930
14.0
28.3
none
Well Capacity. The wells connected for the pumping test were six in number and were those numbered 18, 19, 20, 22, 23 and 24 in our 'previous report. Observations were taken upon well No. 21, located md- way in the line of the wells tested, and upon wells 16 and 17 at one end and wells 25, 26 and 27 at the other end of the wells pumped. It was the original intention in the pumping test to limit the rate of pumping to 10 g.p.m. (gallons per minute) per well, as this is the rate at which the supply should be developed for actual use. Tests upon the individual wells at the time they were driven indicated capacities much in excess of this rate. Experience has shown, however, that high rates of pumping may result in the development of objectionable quantities of iron. It was not found practicable to reduce the pumping rate as low as 10 g.p.m. per well. During the early part of the first test (July 13-16, inclusive) 'the rate pumped was 180 g.p.m., or 30 g.p.m. per well, with a vacuum of 15 or 16 in. Later the rate of pumping was cut to 85 g.p.m., or 14 g.p.m. per well, with a vacuum of but 6 in. This rate was continued from July 17 to 30, inclusive. During the second test the wells were pumped at a rate of 150 g.p.m., or 25 g.p.m. per well, with a vacuum of 10 in.
While the pumping was in progress a record was kept of the elevation of the water in the adjacent wells with the results shown in the following tabulation :
Effect of Pumping on Ground Water Level (Elevations of Water Surface in Feet)
Well No.
No. 16
No. 17
No. 21
No. 25
No. 26
No. 27
Apr. 8, 1930
178.76
178.13
177.85
177.60
177.75
177.24
July 12, 1930
177.68
177.04
176.70
176.05
176.15
175.54
July 31, 1930
178.03
177.04
176.9
176.0
176.1
175.44
Aug. 13, 1930
178.08
176.89
176.60
176.15
176.1
175.44
Aug. 19, 1930
177.93
176.94
176.55
176.0
176.05
175.39
Aug. 20, 1930
177.93
177.11
176.72
176.12
176.13
175.46
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The elevations between July 12 and August 19 were made while pumping was in progress. It will be noticed that there was a drop of about one foot in the water in wells 16 and 17 between April 8 and July 12, and a drop of about 11/2 ft. in wells 25, 26 and 27 between the same dates. This change was undoubtedly due principally to the normal lowering of the ground water from the spring level to the summer level. The record shows but a slight rise in the water level in the 25-hour period succeeding the second test. This is a favorable indication, for had the supply of ground water been small, there would have been a marked drop in the level as pumping was continued and a rise after the pumping stopped.
The records of rainfall at the pumping station for the periods within which the pumping tests were made indicate that ground water conditions were not far from normal. In the latter half of May the total rainfall was 1.64 in. as compared with an average rainfall for this period, years 1901 to 1928, of 1.5 in. The rainfall for the month of June was 2.19 in., which is 60% of the average for the 29-year period, which was 3.67 in. The rainfall during July was 4.07 in., which is 15% above the average for this month of 3.51 in. The rainfall for the first fifteen days in August was 2.09 in., which is 20% above the average for this period.
The pumping tests indicate that the area investigated by test wells is capable of producing a sufficient quantity of water, at least one million gallons per day, to justify the development of the supply by the Town. The analyses indicate a water much superior to that obtained from the present filter gallery. It is possible that as time goes on, larger quantities of iron may be found in the water but this is not indicated by the tests. Pumping wells at too high a rate will be likely to cause a deterioration in quality of the water. We are of the opinion that the Town may wisely proceed upon the development of this well area by the driving of additional permanent wells and the construction of a small pumping station from which the water can be delivered to the distribution system in Franklin or Grove Streets. This station may be designed to run in conjunction with the present station, attendance being provided as required by the present force. The presence of an excess quantity of carbonic acid in the water will necessitate the intro- duction of soda ash or lime to the water as pumped. Equipment for this purpose will not require great expense and the water may be treated with little difficulty.
In view of all the data obtained in the well driving and in the subsequent tests we recommend that the Town proceed as soon as practicable with the development of the new supply, which may be used
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to some extent to replace the present supply, thereby reducing the annual expense for the removal of iron at the old plant.
Respectfully submitted,
METCALF & EDDY,
By Frank A. Marston.
December 30th, 1930.
Board of Public Works,
Reading, Mass.
Gentlemen :
In accordance with your request of November 1, we have made a careful study for providing an additional water supply for the Town of Reading from driven wells located near the Wilmington town line on the south side of the Ipswich River in the so-called "Hundred Acre Meadow." The character of the underlying soil in the area was in- vestigated during the past summer by driving twelve 21/2" test wells near the edge of the meadow covering a distance of one-third mile easterly from the town line. The wells encountered layers of sand with a good water-bearing strata, except for the two westerly wells, at depths vary- ing from 30 to 42 feet. Nine of these wells were connected with a temporary electric motor driven triplex pump and a pumping test was run for several weeks to determine the character of the water drawn from the ground, and to estimate the probable yield of the water-bearing area. The quality of the water was found to be excellent although rather high in carbon dioxide and consequently quite corrosive. The yield cannot be definitely predicted, but is undoubtedly sufficient to warrant the development of this additional ground water supply.
Subsequent to the pumping test and the approval of the source by the department of public health, a temporary force main was laid to connect with the 8" water pipe on Franklin Street, and about 4.5 million gallons of water was delivered directly into the distribution sys- tem at a rate of 125 gals. per min. or 180,000 gals per day.
We have been materially aided in our studies by the above tests and by a property plan of the meadow recently drawn by Davis & Abbott. This plan has been supplemented by our own surveys for the purpose of this report. We have also been furnished with essential information by your Board and by Mr. Lumbert.
In General
It can be definitely stated that the area considered will yield a considerable quantity of ground water. There is no certainty that the entire supply for the town, now and in the future, can be drawn from this source. The quality of the water, as evidenced by the pumping test, was satisfactory. However, there is no surety that iron will not increase
213
to the point of requiring its removal after continuous exhaustive pump- ing for several years as the result of the lowering of the ground water level and an increasing draft from the direction of the river.
One of the controlling factors in the problem is the comparatively small size of the water pipe on Franklin Street into which the ground water supply would be delivered. The practical limit to the rate of pumping, because of excessive f-'ction at higher flows, is 525 gals. per min. or 756,000 gals. in 24 hours. For a reasonable pumping period of 16 hours per day 504,000 gals. of water would be supplied. On several days during the year 1930, the consumption exceeded 600,000 gals., and the maxmum daily pumpage was 846,774 gals. during a forest fire in May.
To provide a suitable outlet for the entire consumption will soon require a new 12" main to connect the end of the proposed 12" force main at Franklin Street with the center of the town-a distance of about 10,000 ft .- and at a cost of $30,000.
For the above reasons and because it does not seem best to incur an expense of $30,000 until the proposed supply has been found adequate, it is assumed that the driven wells will be developed for a capacity of 525 gals. per min. with the pumping station building, suction mains and force main of ample size for an ultimate capacity of 1,000,000 gals. in a 16 hour day, or 1,050 gals. per min. The mumping equipment, while deliv- ering at a present rate of 525 gals. per min. can be increased to 1,050 gals. per min. by substituting new impellers in the pumps at a slight cost.
It is not proposed to reduce the carbon dioxide content of the ground water for the present. If its corrosive effect on the distribution system is serious there are several methods of treatment that could be installed without undue expense.
Population and Water Consumption
The following table gives the population, total yearly, average daily, and daily per capita consumption every five years for the period 1895 to 1930, inclusive. The future population and consumption are esti- mated to the year 1960. It is assumed that the population will increase in a slightly greater ratio during the next ten-year period, than in the past, as we believe that the Town of Reading is well within the area near Boston that will be developed for residences. If it is found that there is an abundance of ground water in the vicinity, additional driven wells can be provided from time to time as necessary to meet the in- creased consumption. Even if the quantity of water available is limited, the proposed ground water supply will provide a valuable and sufficient addition to the present source for many years.
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