USA > Massachusetts > Worcester County > Fitchburg > Address of the mayor, together with the annual reports for the city of Fitchburg, Massachusetts for the year .. > Part 32
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SECTION 4. INTERCEPTING SEWER. - This section will be from Putnam street westerly. Some studies have been made
606
REPORT OF SEWAGE DISPOSAL COMMISSION
relative to the Broad street location for this section but as it was felt that it was useless to spend a great amount of time on this until the Broad street matter was definitely settled nothing final has been done.
LATERAL CONNECTIONS. - The probable awarding of the contract for Section 1 before next May will assure the comple- tion of the main sewer from Putnam street to the disposal area in 1912. The completion of this length of the sewer will make possible the connection of the existing sewer outlets with the main sewer for this distance and the removal from the river of about 50% of the sewage.
At this writing it is uncertain as to the time when con- struction at the disposal works will be ready for treatment of sewage, and if it shall be found impossible to be ready to care for sewage at the end of the season of 1912, it may be decided to delay making any lateral connections until early in 1913.
WEIR TO ASCERTAIN LEAKAGE. - During the construc- tion of Section 3 large quantities of ground water were encoun- tered and owing to the location of the sewer being below water level in the river bed and near the river for nearly the whole length of this section it would be natural to expect considerable leakage. In our computations to determine the total sewage flow to be cared for an allowance was made of about 74,000 gal- lons per day per mile of sewers assuming the territory to be well sewered. As this section covered a distance of over one- half mile of sewer and as nothing but leakage would probably run in this sewer for a year it was thought best to install a weir and obtain a continuous record for a number of months of this leakage. Accordingly a triangular weir as shown in one of the cuts was installed at Station 93+00. Observations of the flow over this weir thus far taken indicate that the leakage is less than the allowance made.
433.89'
736.46'
802021
-
394 5'
Magnetic
4
851.74'
16.97.
ST.
850.74'
FALULAH
804.12
0
58
684 94'7
430.72-1
50-
722.79'
1- 307.85'
--
1058 64*
50
P/38
"FITCHBURG
LUNENBURG
O
\882 06'
TAL-RAMS
6
5
WATER
N.Y.NH CHAR
.
1904.57
ROAD
ST.
188.0
14.0
636 89'
buuuuu11/556.38"
OakTree
LEOMINSTER
TABLE
Parcel
Acres
Former Owner
19.9
Fitchburg R.R.Co.
2
27.1
Fitchburg R.R.Co.
3
6.5
Arthur H. Lowe
4
9.9
Rowano N.J. Goodridge
5
20.2
Orin M. Lowe
6
8.9
Porter I. Lowve
7
.11
Consolidated Rendering Co.
23.3
Ellen D. Benson Estate
9
.76
Unknown Owner
Total
116.67
CITY OF FITCHBURG SEWAGE DISPOSAL COMMISSION
PLAN OF LAND IN FITCHBURG AND LUNENBURG TAKEN FOR FILTER BED LOCATION
SCALE-300 FEET TO THE INCH JANUARY 1, 1912.
14.0
403.52*
464 25'
-
762.0
195.
16.5'
.006€
2
BENSON
‘s.B.
SAGO'
7/0 02*
721/332.29/452
3
B&MRR.
197826*
607
REPORT OF SEWAGE DISPOSAL COMMISSION
DISPOSAL AREA.
The accompanying plan shows the land taken for sewage disposal purposes and the location relative to the city line. This taking was filed in the registry of deeds June 26, 1911. The total area taken, not including highways, is 116.67 acres. Levels have been taken for this whole area and these levels have been plotted and the contour lines indicated for one foot eleva- tions on the more level portions and five foot elevations on the steeper portions. On the land taken from the Fitchburg Rail- road Company covering the easterly portion of the disposal area the trees and brush have been cut and burned preparatory to excavation and grading for construction of the disposal works. The wood cut on this work was sold for $285.75. On the high portion of the easterly part of the disposal area a number of test pits were dug and samples of the material taken to a depth of more than twenty feet. Mechanical analyses of these samples have been made to determine their efficiency as a filtering mat- erial. No samples of the material on the Benson land at the westerly end of the area have been taken as it is planned to use the easterly end for the first construction.
This area seems to be suitable for the purpose for which it was taken having a large amount of available filtering material at each end and the central portion of about 50 acres being fair- ly level and adapted for the easy construction of sand filters. There are no residences near the area and the prevailing winds are away from any residences or manufactories. The area taken is all that will ever be available in Fitchburg or Lunenburg for this purpose but if any addition should be needed there is a large area in Leominster adjoining that already taken which is just as suitable for the purpose and is as free from nearby resi- dences.
RAIN GAGE.
In designing storm water sewers one of the matters to which great weight is attached is the intensity of the rainfall in the city for which the sewers are to be built. Fitchburg is very fortunate in having two rainfall records for many years as kept by Dr. Jabez Fisher, beginning in 1865, and by Dr. A. P. Mason. beginning in 1883, both of which are continuous to the present
39
608
REPORT OF SEWAGE DISPOSAL, COMMISSION
time. While these records give totals of different storms and monthly and yearly totals yet they do not give those intensities for short periods which are of so great aid in computations for sizes of storm sewers. In order to obtain information relative to the intensity of precipitation of local storms for a reasonable length of time a rain gage manufactured by Julian P. Friez of Baltimore, was installed in July. Thus far the maximum in- tensity recorded was a rate of 4.2 inches per hour for a period of five minutes and 2.5 inches per hour for a period of ten min- utes. As the construction of storm water sewers and the sep- aration of sewage and storm water will not probably be begun for two or three years it is hoped by that time to obtain some valuable data relative to rainfall intensities which will be of great assistance in that work. "
DEPARTMENT YARD AND BUILDING.
In order to properly care for the existing sewer system and build such additions thereto as might be ordered by the Board of Aldermen, as well as to facilitate the larger work of the im- proved sewer system, it was essential that as early as possible provision should be made at some central location for a yard with suitable buildings. Such a location was needed for care of and storage of tools and supplies and general headquarters for all outside work. If possible a location with a railroad con- nection was most to be desired. The Walker lot on Water street seemed to be very desirable as being quite central so far as location is concerned and having a frontage on the railroad
of nearly 600 feet.
The lot also has a frontage on Water street
of nearly 600 feet. This lot is triangular in shape and while a rectangular lot would in many ways be preferable, yet its other advantages more than offset the possible objection to the shape. The area of this lot, 48,981 square feet, is ample not only for all needed buildings but also for the out door storage of lumber, pipe and other supplies.
Upon the purchase of this lot studies were begun by the office force on plans for a department building and a number of possibilities were sketched. As soon as a decision was made detailed plans and specifications were drafted and proposals re- ceived. The contract was awarded to John R. Hosmer, the
DAVID A. HARTWELL ... Chief Engineer HARRISON P. EDDY
Consulting Engineer
Jan. 12, 1912.
TABLE 13 POPULATION AND RATE OF INCREASE OF ALL CITIES AND TOWNS IN MASSACHUSETTS HAVING A POPULATION OF 10 000 OR OVER IN 1910 .
BASED ON STATE AND U.S. CENSUS .
GAIN
1875
GAIN %
1880
1885
GAIN %
1890
GAIN %
1895
GAIN %
1900
GAIN %
1905
GAIN %
1910
BOSTON
341 919
6.1
362 839
7.6
390 393
14.9
448 477
10.8 496 920
12.9
560 892
6.1 595 380
12.6 670 585
WORCESTER
49 317 18.2
58 291
17.3
68 389
23.8
84 655
16.6
98 767 19.9 118 421
8.2 128 135
0.9 105 762
12.8 1 19 295
LOWELL.
49 688 19.7
59 475
7.8
64 107
21.2
77 696
8.5
84 367 12.6
94 969
-0.1
94 889
12.0 106 294
CAMBRIDGE-
47 838
10.0
52 669
13.3
59 658
17.4
70 028
16.6
81 643
12.5
91 886
6.0
97 434
7.7
104 938
NEW BEDFORD-
25 895
3 7
26 845
24.4
33 393
22.0
40 733 35.7
55 251
13.0
62 442
19.1
74 362
30.0
96 652
LYNN-
32 600 17.4
38 274
19.8
45 867
21.5
55 727 11.9
62 354
9.9 68 513
12.4
77 042
15.9
89 336
SPRINGFIELD
31 053
7.4
33 340
12.7
37 575
17.6
44 179 16.6
51 522 20.4
62 059
18.5
73 540
20.9
88 926
LAWRENCE
34 916 12.1
39 151 -0.7
38 862
14.9
44 654 16.8
52 164
19.9 62 559
12.0
70 050
22.6
85 892
SOMERVILLE
21 868
14.0
24 933 20.2
29 971
34.0
40 152 30.0
52 200
18.1
61 643
12.4
69 272
115
77 236
HOLYOKE
16 260 34.8
21 915
27.2
27 895
27 7
35 637 13.1
40 322 13.4
45 712
9.2
49 934
15.6
57 730
BROCKTON
10 578 28.6
13 608
52.7
20 783
31.3
27 294 21.5
33 165
20.8
40 063
19.3
47 794 19.0
56 878
MALDEN·
10 843 10.8
12 017
36.6
16 407
40.4
23 031
29.0
29 708 13.3
33 664
13.0
38 037
16.7
44 404
HAVERHILL
-14 628 26.3
18 472
18.0
21 795
25.8
27 412
10.2
30 209 23.0
37 175
1.8
37 830
16.6 44 115
SALEM
.25 958
6.2
27 563
1.9
28 090
9.7
30 801
11.9
34 473
4.3
35 956
4.7
37 627
16.1
43 697
NEWTON ..
. 16 105
5.5
16 995
16.3
19 759
23.4
24 379 13.2
27 590 21.7
33 587
9.7
36 827
8.1
39 806
FITCHBURG
12 289
1.1
12 429
23.7
15 375
43.3
22 037
19.9
26 409
19.4
31 531
4.7
33 021
14.5
37 826
TAUNTON
-20 445
3.8
21 213
11.6
23 674
7 5
25 448
6.6
27 115
14.5 31 036
-0.2
30 967
10.6
34 259
EVERETT-
. 3 651
13.5
4 159
40.0 5 825
90.0
11 068
67.8
18 573 31.0
24 336
19.6
29 111
15.0
33 484
QUINCY-
9 155
15 4
10 570
14.9
12 145
37.7
16 723
23.9
20 712
15.4
23 899
17 5
28 076
16.3
32 642
CHELSEA-
20 737
5.0
21 782
18.0
25 709
8.6
27 909 12.0
31 264
9.0
34 072
9.4
37 289 -13.0
32 452
PITTSFIELD
12 267
8.9
1 3 364
8.3
14 466
19.4
17 281
18.4
20 461
6.4
21 766
14.9
25 001
28.5
32 121
WALTHAM-
9 967 17 5
11 712 24 7
1 4 609
28.0
18 707 11.6
20 876 12.5
23 481
11.9
26 282
5.9
27 834
BROOKLINE.
6 675 20 7
8 057
14.1
9 196
31.6
12 103 33.5
16 164 23.3
19 935
17.6
23 436
18.6
27 792
CHICOPEE-
10 335
9.2
11 286
2.0
11 516
22.0
14 050
16.9
16 420 16.7
19 167
5.3
20 191
25.8
25 401
GLOUCESTER
-- 16 754 15 4
19 329
12.3
21 703
13.6
24 651
14.4
28 211 -7.4
26 121
-0.4
26 011 -6 2
24 398
MEDFORD
- 6 627 14 2
7 573
19.0
9 042
22.5
1| 079 30.6
14 474 26.0
18 244
7 9
19 686
17 5
23 150
NORTH ADAMS
10 191
23.0
2 540
28.2
16 074 19.0
19 135 26.5
24 200 -8 5
22 150 -06
22 019
NORTHAMPTON-
.. 11 108
9.5
12 172
5.9
12 896
16.2
14 990 11.7
16 746
11.3
18 643
7.1
19 957 -2.6
19 431
BEVERLY.
·· 7 271 16.3
8 456
8.6
9 186
17.8
10 821
9.1
11 806 17 6
13 884
9.7
15 223 22.6
18 650
8.0
48 96 1
16.1
56 870
30.8
74 398
19.9
89 203 17.5
104 863
13.9 145 986
FALL RIVER
45 340
APPENDIX A
:
1
:
DAVID A. HARTWELL HARRISON P. EDDY
... Chief Engineer .. . Consulting Engineer
Jan. 12, 1912. TABLE 13 POPULATION AND RATE OF INCREASE OF ALL CITIES AND TOWNS IN MASSACHUSETTS HAVING A POPULATION OF 10 000 OR OVER IN 1910 ,
BASED ON STATE
AND U.S. CENSUS
1875
GAIN %
1880
GAIN %
1885
GAIN %
1890
GAIN %
1895
GAIN %
1900
GAIN %
1905
GAIN %
1910
REVERE
1 603
41.1
2 263
60.7
3 637
56.0
5 668
30.9
7 423
40.0
10 395
21.8
12 659
13.9
18 219
LEOMINSTER -
5 201
11.0
5 772
-8.2
5 297
37.3
7 269
26.7
9 211
34.5
12 392
15.4
14 297
23.0
17 580
ATTLEBOROUGH-
9 224 .20.4
18.6
13 175 -42.5
7 577
9.4
8 288
36.7
11 335
12.0
12 702
27.6
16 215
WESTFIELD
8 431 -10.1
7 587
18.1
8 961
9.4
9 805
8.7
10 663
15.5
12 310
10.6
13 6!1
17.9
16 044
PEABODY -
8 066
11.9
9 028
5.6
9 530
6.6
10 158
3.4
10 507
9.7
11 523
13.7
13 098
20.0
15 721
MELROSE -
3 990
14.3
4 560
33.8
6 101
39.6
8 519
40.5
11 965
8.3 12 962
10.3
14 295
9.9
15 715
HYDE PARK
6 316
12.2
7 088
18.2
8 376
21.7
10 193
16.0
11 826
12.0
13 244
9.6
14 510
6.9
15 507
WOBURN
9 568
14.2
10 931
7.5
11 750
14.9
13 499
5.0
14 178
0.5
14 254
1.0
14 402
6.3
15 308
NEWBURYPORT
13 323
1.6
13 538
1 .3
13 716
1.7
13 947
4.3
14 552 - 0.5
14 478
1.4
14 675
1.9 14 949
GARDNER
3 730
33.8
4 988
46.0
7 283
15.7
8 424
9.0
9 182
17.8
10 813
11.1
12 012
22.0
14 659
MARLBOROUGH -
8 424
20.2
10 127
8.0
10 941
26.2
13 805
8.5
14 977
- 9.1
13 609
3.4 14 073
5.9
14 909
CLINTON-
6 781
18.4
8 029
11.4
8 945
16.5
10 424
10.3
|| 497
18.9
13 667
-4.1
13 105
12 105
7.4
13 055
ADAMS
15 760 -64.6
5 591
48.1
8 283
11.2
9 213
-14.9
7 837
42.0
1/ 134
12.1
12 486
4.3 13 026
FRAMINGHAM
5 167 20.7
6 235
32.7
8 275
11.6
9 239
2.9
9 512
18.8
11 302
2.2
11 548
12.1
12 948
WEYMOUTH
9 819
7.7
10 570
1.6
10 740
1.2
10 866
3.9
11 291
0.3
11 324
2.3 11 585
11.3 12 895
WATERTOWN --
5 099
6.4
5 426
14.9
6 238
13.4
7 073
10.1
7 788
24.6
9 706
16.0
11.258
14.3
12 875
SOUTH BRIDGE
5 740
12.6
6 464
0.6
6 500
17.8
7 655
7.8
8 250
21.5
10 025
9.7
11 000
14.5
12 592
PLYMOUTH
6 370
11.3
7 093
2.1
7 239
1.0
7 314
8.8
7 957
20.5
9 592
15.9
11 119
9.2 12 141
WEBSTER -
5 064
12.5
5 696
9.2
6 220
13.0
7 03
10.9
7 799
12.9
8 804
13.8
10 018
14.9
11 509
METHUEN
4 205
4.4
4 392
2.6
4 507
6.8
4 814
18.2
5 690
32.0
7 512
15.5
8 676
32.0 || 448
WAKEFIELD
5 349
3.7
5 547
9.2
6 060
15.2
6 982
18.9
8 304
11.9
9 290
10.5
10 268
11.1
11 404
ARLINGTON ·
3 906
5.0
4 100
14.0
4 673
20.4
5 629
15.7
6 515
32.0
8 603
12.4
9 668
15.7
11 187
GREENFIELD
3 540
10.2
3 903
24.8
4 869
7.9
5 252
18.6
6 229
27.2
7 927
15.5
9 156
13.9
10 427
WINTHROP
627
66.4
1 043
31.3
1 370
9.9
2 726
53.8
4 192
44.5
6 058
16.1
7 034
44.0
10 132
-0.2
13 075
MILFORD
9 818 -5.2
9 310
0.4
9 343
-6.0
8 780
2.0
8 959
27.0
11 376
6.4
( W.A.
APPENDIX A CONTINUED
609
REPORT OF SEWAGE DISPOSAL COMMISSION
lowest of four bidders. Work was begun in October and carried forward rapidly so that on December 31 the building was nearly ready for the roof. It is expected that the building will be ready for use early in the spring. This building consists of a main structure 38 feet by 82 feet, two stories high and a one story ell, 27 feet by 41 feet, 6 inches. The building is located at the north end of the lot on the Water street frontage. The building is built of red brick with Rollstone granite underpinning and trimmings on a cement concrete foundation. There is a cellar for the heater and coal storage under the south end of the main building. The first floor contains a tool room, a store-keeper's room, men's room and lavatory. In the lavatory will be a shower bath which will be a great convenience at times for the men who are at work on certain phases of sewer maintenance. A number of lockers will be placed in the men's room. The second floor will contain a work shop, a laboratory and two small rooms for offices or other uses and a toilet. The ell will contain a blacksmith shop and a room for automobiles, auto trucks or other vehicles. The floors in the ell, the tool room and the cellar will be granolithic, in the work shop the floor will be matched spruce, two inches thick and in all the other rooms the finished floor will be of maple. The building will be heated by steam and lighted by electricity. Provision will also be made for both hot and cold water.
A side track for a portion of the length of the lot was in- stalled at a cost of $554.04 and it is planned to have this track extended about 200 feet the coming season. After the occupa- tion of the new building and the removal of the old soap shop and shed, as well as the cottage house, which is now rented, some grading of the lot ought to be done and a small one story wooden building erected adjoining the car track for the storage of cement and other supplies needing protection.
SEWAGE DISPOSAL.
Much time and study have been devoted to the matter of sewage disposal with reference to Fitchburg to ascertain if some more economical method of disposal both as to construction and maintenance than intermittent sand filtration could be adopted. So far as the quality of the sewage effluent is considered there is probably no method that can excel sand filtration, but owing
610
REPORT OF SEWAGE DISPOSAL COMMISSION
to the large and continually increasing acreage required by in- creasing population it is possible that a satisfactory effluent can be obtained at a less cost and with much less area. During the past ten years rapid advance has been made in sewage disposal matters and considerable study should be devoted to the possi- bility of applying some of these inethods to the Fitchburg dis- posal problem, if for nothing more than a first treatment so as to increase the rate of sand filtration. Such studies are now in progress but are not sufficiently complete to make a satisfactory report thereon at present.
MANUFACTURING WASTES.
In any manufacturing community there are large quantities. of industrial wastes of varying composition, some of which are very difficult to care for in a disposal plant. The principal wastes in Fitchburg are from paper mills, wool scouring and dyeing of yarn and cloth. Whether such wastes should be admitted to the sewers or treated at each mill sufficiently to allow the effluent to flow into the river, is a matter requiring much consideration. Samples of these wastes have been taken and analyzed to aid in a just solution of this matter. Wool scouring wastes contain such large quantities of grease that something must be done to prevent this grease from. stopping the working of the disposal plant as it surely will if taken into the sewers without any preliminary treatment. This statement is based on experiences at Clinton and Hudson. Paper mill wastes are necessarily so large and the location of the industry being at the upper portion of the river, the admission of such wastes to the sewer would in the summer months be a practical diversion of the river from its channel to the sewer.
Any definite recommendation relative to this matter must be delayed until some later report so that it can have the full and complete consideration that its importance merits.
Respectfully submitted, DAVID A. HARTWELL, Chief Engineer.
HARRISON P. EDDY, Consulting Engineer.
N
0
RESERVOIR
27
3Nicht
VIRLOOK
13
FALULAH
ROAD
LIMIT OF SEWERED AREAS
1940
REDAARE
0
28
13
4
11
LIMIT
avca
Sơi THỊHà
ASHBURN.
ROAD
G
HIG
ER.
12
MT
HIGHLAND
LINCOLN
LUNENBURG
10
AULA
ROAD
FITCHBU
57
ROLL
HILL
24
HIL
LSTONE
21
3
22
18
ST BERNARD
CEMETERY
9
FRANKLIN
ROAD
2
ROAD
23
ROAD
FOREST HILL CEMETERY
ROAD
CEMETERY
ST
FRANKLIN
-
ROAD
ELAM
·EA
[O_OSHALL PAPA
UBURG
DAK
PRINCETON
1
26
MAP OF FITCHBURG, MASSACHUSETTS SHOWING SEWERED AREA IN 1911 AND
ASSUMED SEWERED AREA IN 1940
I City Hall 2 Post Office 3 Court House
ASSUMED LIMIT OF
SEWERED
AREAS
.940
Scale of Feet November 1911.
WESTMINSTER
ST
5
RIVER
8
O AREA
TMINSTER
SEWERES A
LOSSON
14
FAIRMOUNT
17
19
BEECH
SOUTELLE
PRATT
16
LUNENBURG
BUSTIN & WANIE RR
HILL
ROAD
25
LIMIT OF SEWERED AREA
POLL- TUNE
BEDS
CITY OF FITCHBURG
FILTER
SEWAGE DISPOSAL COMMISSION
BOSTON
7
WAITES CORNER
FALULAH ROAD
SOUTH
MARSHALL ROAD
TOWNSEND
PEARL
20
CALDIVELL
MECHANIC
BROOK
D
ROA
ASSUMED
LIMIT OF SEWERED
NORTH
BROOK
WALLAD
ASSUMED LIMIT
OF SEWERED AREA 1940
APPENDIX B.
REPORT OF CHIEF ENGINEER AND CONSULT- ING ENGINEER RELATIVE TO DIVERSION OF WATERS OF PUNCH BROOK
NOVEMBER 24, 1911.
To the Sewage Disposal Commissioners,
GENTLEMEN : - Upon the matter of the diversion of Punch Brook as petitioned for by the abutters below Academy street this report is respectfully presented for your consideration.
The need of some provisions for the flood waters of Punch Brook has been an active question for many years in this city and increasingly so as that part of the city has become more closely built up. Suggested methods of relief have been offered from time to time during the past 20 years but no attempt has been made at construction. The present channel at different locations on private land is altogether inadequate to carry the flow at times of heavy rain or rapid melting of large quantities of snow. The building of an adequate and improved channel along the present location of the brook has been considered as well as a diversion of a portion of the water through Academy and Rollstone streets to the river. This diversion has also been considered in the different studies for our improved sewer sys- tem and specifically recommended by both Mr. Coffin and Mr. Barnes.
From all available maps the drainage area of Punch Brook is about 450 acres. The drainage area of the brook at Academy street is about 370 acres. In making computations to ascertain the amount of water to be provided for in the design of storm water sewers certain conditions are considered in addition to the area, viz, the intensity of the rainfall, the character of the soil, the amount of pavements and roofs and the slope of the land. A number of formulas have been developed which are known
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REPORT OF SEWAGE DISPOSAL COMMISSION
by the names of the men constructing them. The McMath formula is considered as one of the best and is Q = ARc V
S A In this formula
Q = the cubic feet per second of run-off for which provi- sion should be made at any point selected.
R = the rain-fall in inches per hour, which is nearly equal to cubic feet per second per acre.
C = constant dependent upon imperviousness of drainage area taking into consideration nature of soil, street surface and amount of area covered by roofs of build- ings.
S = slope of drainage area in feet per thousand feet.
A = drainage area in acres.
In applying this formula to the Punch Brook drainage area of 450 acres with a constant of .5, a slope of 50 feet in one thousand feet and a rainfall of 2.75 inches per hour it would give a total flow to be provided for of about 400 cubic feet per second. For the area above Academy street of 370 acres the flow would be about 325 cubic feet per second. Possibly the constant of .5 may be too high for present conditions in this area as there is so much undeveloped land, and therefore the estimated quantity to be provided for may be too high, but as the unoccupied portion of this area is being rapidly covered with buildings, and as the future growth will result in a greater proportion of impervious roof and street surface, it seems wise in this construction to provide for the probable changed condi- tions of the future.
Above Academy street the flow of the brook is cared for in a granite culvert constructed partly in Elm street and partly in the Lowe playground and private land. The culvert in Elm street was built in 1902 when Elm street was constructed. This culvert is four feet by five feet in section on the flatter grades, averaging about two feet in 100 feet, and four feet square on the steeper grades, averaging about five feet in 100 feet. This culvert has been amply able to care for the flow of the brook for the past nine years, and there is no expectation that any other provision will need to be made for the waters of the brook north
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REPORT OF SEWAGE DISPOSAL COMMISSION
of Academy street. This culvert extends from Academy street northerly about 1500 feet.
In studying this problem all possible methods of relief have been considered and the various projects are briefly outlined below :
1st. The improvement of the channel of Punch Brook in its present location. The length of the present brook channel between Academy street and where it crosses Elm street at the Police Station is 450 feet longer than the traveled way of Elm street between these same two points, and not only would the improvement of the present channel be more expensive than building a new channel between the same termini in the location of Elm street, but the improvement of the present channel would in no way relieve the owners of land of the detriment to prop- erty values by having the brook in its present location. There are some owners of land through which the brook flows, who have made ample provision for the brook so far as allowing sufficient cross-section of culvert, but the method of construc- tion is so poor and so liable to call for repairs that it would not be of much value in a permanent treatment of this matter. On other private land the channel is large enough to take only a small portion of the maximum flow. Another objection to im- proving the present channel is that such a construction would be so near the surface that it would not allow for proper drain- age of cellars in the whole area in proximity to the brook. From any point of view it does not seem advisable to improve the present channel of the brook.
2nd. The construction of a storm water drain in Elm street from Academy street to where it crosses Elm street near the Police Station. This drain would be of sufficient size to safely carry any probable flow from so much of the whole area as would drain into it. This construction would so care for the waters of the brook that the owners of land between Academy street and the Police Station would probably feel safe in filling the channel on their land, but it would still be necessary to maintain the present channel between Elm street and the river, and this channel is too small to provide for the run-off of the whole drainage area when more fully developed. In this pro- ject the drain would be 60 inches in diameter from Academy street to Grove street with the capacity of 320 cubic feet per
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