ML20032B714
| ML20032B714 | |
| Person / Time | |
|---|---|
| Site: | 07001100 |
| Issue date: | 09/30/1971 |
| From: | CONNECTICUT, STATE OF |
| To: | |
| Shared Package | |
| ML20032B709 | List: |
| References | |
| 19842, NUDOCS 8111060194 | |
| Download: ML20032B714 (21) | |
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$ y!h,*'[jl.NO.J October 4, 1971 Mr. Albert G. Ilg, Town Manager Town of Windsor Windsor, Connecticut RE:
SOLIO WASTE DISPOSAL STUDY HUCKLEBERRY ROAD SITE TOWN OF WINDSOR
Dear Mr. Ilg:
In accordance with your July 7, 1971 authorization we have completed an investigation and study of the Huckleberry Road site for use as a solid waste disposal area.
We are transmitting herewith thirty copies of a report which
(
summarizes our findings and conclusions.
The study and report is largely a result of the efforts of Mr. Leonard Jahnke and Walter Fuss.
The study and report of geologi-l cal and hydrogeological investigations, which are contained in this report, were performed under the supervision of Mr. George Wilson of Geraghty & Miller, Inc., consulting j
ground water geologists.
Please accept our appreciation for the opportunity of performing this service for the Town of Windsor.
Very truly yours, gy C0l!Ng W S.
N f"kh l
Walter S. Fuss 6
?
NO. 5105 WSF:w
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TABLE OF CONTENTS Lct.ter of Transmittal and Acknowledgments Table of Contents Rrport Summary Page No.
CHAPTER I - INTRODUCTION A.
Authorization 1
B.
Scope of Services 1
CHAPTER II - PROPOSED SITE A.
Site Description 3
B.
Geology 4
C.
Hydrogeology 5
D.
Existing Water Quality 9
E.
Existing Wells 10 F.
Farmington River 12 G.
Climatology 13
-CHAPTER III - POPULATION AND REFUSE PROJECTIONS A.
Population 15 B.
Refuse Projections 16 CHAPTER IV - ALTERNATE DISPOSAL METHODS A.
General Description c' Disposal Methods 17 1.
General 17
=
Page No.
2.
Disposal Methods Considered 18 a.
Sanitary Landfill 18 s
b.
Central Incineration 18 c.
Pulverizing or Shredding 20 B.
State Laws and Regulations 22 1.
General 22 2.
Public Act No. 845 23' 3.
Public Health Code -
Section 19-13-824a - Disposal of Refuse 28 CHAPTER V - GENERAL CONSIDERATIONS
(
A.
Refuse, Character and Recycling 29 B.
Site Development 32 1.
Landfill Volume 32 2.
Initial Expenditures 36 a.
Land 36 b.
Site Access 36 c.
Fencing 37 d.
Water System 38 l
e.
Monitor Wells 39 f.
Initial Site Preparation 39 I'
i g.
Miscellaneous 40 ll(
l 3.
Other Considerations 41 a.
Excess Excavated Material 41 i
b.-
Existing Land Use 42 l
Page No.
1 CHAPTER VI - THE EVALUATION OF DISPOSAL METHOD ALTERNATES A.
General 43 B.
Proposed Methods of Development 43 1.
Sanitary Landfill 43 a.
Transfer Station and Garage 44 b.
Garage, Scale House and Locker Building 45 c.
Equipment 46 2.
Central Incineration 47
- 3., Pulverizing 50 C.
Annual Capital and Operating Cost Comparisons -
53 D.
Site Volume Utilization 55
[-
E.
Environmental Effectc 50 F.
Leachate and Gasses 61 1
1.
Leachate 62 2.
Gasses 67 3.
Alternate Disposal Methods 69 4.
Leachate Barriers and Gas Ventilation 73 G.
Future Land Use 78 CHAPTER VII - RECOMMENDED ALTERNATE AND COST A.
Recommendation 79
- 1. Cap' ital and Cperating Costs 79
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- 2. Site Volume Utilization 80
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Page No.
3.
Environmental Effects 81 4.
Future Land Use 83 B.
Capital and Operating Costs 83 1.
State Grants 83 2.
Capital Costs 84 3.
Operating Costs 86 4.
Total Costs 86 CHAPTER VIII - WINDSOR-BLOCMFIELD JOINT OPERATION A.
Population and Refuse Projections 91 1.
Populaticn Projection 91 2.
Refuse Projection 92 3.
Alternate Disposal Method Reevaluation 92 4.
Site Volume Utilization 96 l
S.
Recommendation 97 l
6.
Capital and Operating Costs 97 l
a.
State Grants 97 b.
Capital Costs 98 l
c.
Operating Cost 99 l
d.
Total Costs 99 i (
l l
I I
TABLES Following Table Page No.
No.
1 Analyses of Water Sampics from Observation Wells 206 and 207 9
2 Analyses of Water Samples - Windsor Sanitary Landfin Test Borings 9
3 Refuse Materials by Kind, Composition and 16 Sources 8
4 Cost Comparison of Alternate Disposal 79 Methods PL.ATES Plate
~
No.
1 Ama Mg 2
Hydrogeologic Map 3
P >pulation Projectior - Town of Windsor Projected Refuse Generation - Town 15 of Windsor 4
Landfin Plan 5
Transfer Area and Weigh Station 44 44 Plan of Transfer Station e-
{
7 Section of Transfer Station 44 8
In Place Volume Reduction vs. Dispos &l Method 56 s
74 l
9 Typical Cross-Section l
10 Population Projection - Town of Bloomfield Projected Refuse Generation -
Town of Bloomfield 92
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Located in pocket on rear cover
APPENDIX Fouowing Page No.
Appendix A-1 A
Sludge Analysis A-2 B
Boring Logs A-8 C
Water Quality Standards - Inland Waters A-13 D
Public Act No. 845 A-22 E
Depreciation and Annual Costs A-23 F
Operating Labor Costs A-24 G
Bibliography (d
l l
't
h.
T"O tJ fo of u i A> o s o &
S AA) tTMtY ! A t\\) O F /tc l
/
CHAPTER 11 PROPOSED SITE The following sections define and describe 611 pertinent aspects of tik proposed site as it now exists.
Information was gathcred from many sources and included on-sito cxamination and exploration of surfc.ce and subsurface conditions of soil and ground water regimcs as wel! ns in-vestigations of river flows and climatological data.
A boring pec, gram was conducted to aid in the subsurface analysis of factors applying ;o tr.e site.
The firm of Ge. aghty and Mi!1er, Inc., consulting grouno-water geologists, was engaged to supervise the boring program and the result ;
of their investigations are found below, primarily in sections ccaling
(
with geology, hydrogeology, existing water quality and existing wells.
A.
SITE DESCRIPTION The proposed site is on the east side of the Farmingten River ;n tre i
northwest portion of tne Town of Windsor (Plate No. ;).
It ;s locatec l
just to the r. orth of Combustion Engineering across tne river fecm tne Birchwood area.
The site is on a flat-toppec hill which decpa shce;.j to tne river on tne west and drains for the most part to the eas; c:
soutn.
Currently, the property is utiliced for tnc commcecial v.
tion of sand, agricultural purposes and the storage of appecxtm..;-.',
60,000 cubic yards of sludge acquired from the Metropc;itan Ci.2te;ct Commission.
An analysis of sampics of this sludge taken at ue MCC treatment plant in November of 1939 appears in Appencix A of ::';s re po rt.
Disposition of tne sludge will be ciscussec :n a '...tcr s cticr.
Also traversing the property is a fifty foot right-of-way for a power line owned by the Farmington River Power Company.
There are a total of 173 acres on the property of which 31 ccres in the nortneast corner will bc set aside for an open space and conservation area (Plate No. 2).
In addition, climination of varicus buffer zones and unsuitable areas will mean a reduction by another 29 acres.
Buffer zones include a minimum 100 foot strip, according to State requirements, around a large part of the property as well as a 300 foot strip alo'ng the Farmington River, which was cnosen for reasons of visibility and topography.
Usable acreage, then, totc.is just short of 11E and with additional deductions for roacways, builcings and other undesirable pieces the practical total will be approximately 107 acres.
i i
i Surrently the residences nearest the proposed site are those across the river wnile a number of residences on Lang Road and Prospect i
l Hill. Road are within 1000 feet of the site.
Outside of the proper:y i
owned by Combustion Engineering the majority of the surrounding land is wooded or used for agricultural purposes while a small portion :o 1
3
)
the northwest is. utilized as a camping area for Boy Scouts.
4 g
8.
GEOLOGY
'(-
The surficial material at the site consists primarily of P.'c;stocene deltaic deposits: yellowish sand, with some silt and sma'.'.
gravel.
In the southeastern corner, ice-contact stratified drift is m r.ppec.
Tnu
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4 t
1 I
is' quitc similar in texture to the delLiic sediments, anJ U1cir hydeculic
)-
behavior would also Oc similar.
Hence they may be considered a:
single unit.
Thc drift may cxtend for some distance bene: th thc deltaic deposits, but this would be of no importancc in the hyJrce,;eo -
logic analysis.
ti These surface materials are underlain by till, an essen:! ally imper-meabic, compact, poorly-sceted mixture of clays silt, sand, gravel i:
Y and cobbles.
This in turn lies directly on the bedrock, a Triassic i
1~
arkoste sancstone.
1 The till surface is irregular, but dips generally to the nceth &nd nor:h-(
west beneath the property.
Borings 4 and 6 indicate a till surface Icwer -
than that of the Farmington River, but it is believed to rise again anc outcrop on the steep slopes above the river.
There must also De a dip to the south, and the configuration of the surface between tne swarip i
j and the southeastern corner of the property is ' indeterminate on :ho basis of existing information.
The till surface has not been contaueca L
on Plate No. 2, since.it 'was considered that data were insdcquate for a meaningful representation.
C.
HYDROGEOLOGY The aquifer underlying the sito consists of the Pleistocenc Jeitaic deposits plus any stratified drift that might be prescnt, wit.i na ti.:
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- acting as an essentially impormeable floce.
For the purposes of :nts t
t investigation the aquifer is bounacd as fol!ows:
1 i
s k-
a)
To the north, the deltaic dcposits dic out into a till contact about one qvarter mile from the property linc.
b)
To the east, the northern portion is bounded by ti'.1, and the avi.u men portion oy a ground-water divide.
c)
To the south, Goodwin Pond and the creek discharging f rom thcre I
into the Farmington River act as a more or less ccmplete hydro-I logic boundary.
This may be complemented by the till.
d)
To the west, the Farmington River is an absolute hydrologic boundary in the southern portion, as is the till centact in the nortnern portion.
This boundary is described pictorially on Plate No.
1.
(
It will be noted that not all of these boundaries are absolute, or com-pletely cefined.
Till contacts and the river are absolute, anc the scutncen boundary should be fairly effective, with the creek acting as a drain for the aquifers to the nortn and to the south.
Also, as will be notcc 'stcc, l
the till apparently rises to s high along the southcen prcperty itnc.
' r. t s l
leaves the southern portion of the bastern boundary as that
)
most.iac.y l
to have offective hydrat 'ic continuity with the aquifer.
Comple te evc....-
[
ation of this would require additional tcst drilling.
t i
The ficld hydrogcologic invcstigations a : the site, carrica ou; dur.ng
[
July and August, 1971, were directec to establishing the pr.; tern of j (
ground-water flow, and to a semi-quantitative estimate of tha celtaic l
l deposits as a pctential cauifer.
l
f f
Gorings No. 1-6 shown on Plate No.
2, were carried dcwn u..til till 9
was cncountered, at which time a split-spoon sampic was tah.cn.
A scrcen or slotted pipe was then set at the bottom of the permeable 1
section, and the boring was air-pumped until a representative wcL r s.
sample was obtained.
Logs for these six borings are given ir. Appen-a dix 8.
An additional three unsupervised borings (Nos. 7-9) were made to establish additional till-surface and water-table elevaticns.
Two more control points were provided by borings W-206 and W-207, installed by the Town of Windsor in Octcber, 1970.
1
<j The results of these investigations are plotted on Plate No. 2 which
- ]
shows the ground-water Ocn: curs over the majority cf the sitc; tne
(
elevation of the top of the till in the borings; and the satura ed thick-ness of the sand.
Control over most of the site is good, and it is I
considered that the contouring is accurate, where shown as solid linus.
The dotted lines are more or less inferred, but follow general hyccc-logic considerations.
For example, the extensions to tne south of th;
'I site are carried around to follow the general tcpography, and mcc ;; t..-
f stream at its intersection with the corresponding topographic ccntour (i.e., the 140-foot ground-water contour'moets the stream at ne s.mc
.I point as does, the 140-foot topographic contour).
The inferred ground-water divide, as shown, is indicatec for :na sou:hern part of the site by the simi'arity of water-table eleva:icnc in Test Sorings 2 and 5; to place them along the same con: cure would involve a ficw pa::cer.
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i of completely unacceptable' compicxity.
In the northern porti 1,
the largc swamp must discharge Ground wascr to the west,- becaut.e of the
_ gencrally-cstablished ground-watcr contours; and also presumnbly to the east, because of the wcil-dc' fined surface drainacc. No gecat-
-- accuracy in the location of the divide is claimcc, however.
e To the east of the divide, no ' contcuring has been attemptcd, sinc'c there is only a single control-point in that area.
The flow will, of course, be generally to the east.
Recharge to ground-water will occur over the entire site, and adjacent thereto.
The effective recharge area fecm which ground water rr.ovcu i
+
under the site itself is approximately 0.2 sq. mi.
Assuming an average
{_
recharge rate of 0.8 mgd per sq. mi. the daily discharge from the site
~
will be about 160,000 gpd.
The recharge is not constant over the year, and fluctuations of about 4 feet in water ' levels may be expectad; perhaps as much as 6 feet along the divide.
The contoura on Plate No. 2, being based upon water level data taken in September, should represent an average low.
(Levels could be still lower in drought years).
l The aquifer beneath the site has no significant potential.
Tha avor.i'ab'c l.
l yield is small; less than the approximately 160,000 gpd that moves
[
through it.-
The volumo of water in storage is also small, and tr.c w-i i
.turated thickness of the sand is inadequate for production wcils ovce c.n I
appreciable portion of the area.
No induced infiltration fecm the
'(
- Farmington River may be expected, since as far as can -e.c dctormince j.
l the River is isolated from the aquifer oy till.
._-_. ~... _ _.... _,._ _.-..__._ -.._ -_._
. - -.-~.--
Another consideration of some importance in landfill studies is the possible effect of 'the capillary fringc.
In the typc of sedimi.nt:a encountered at the present sitc, this fringe will not normally extend more than one foot above the water table.
D.
EXISTING WATER QUALITY The present quality of water in the aquifer beneath the site is of interest for evaluating the potential value of the aquifer for water supply; for providing benchmark data #or the future; cnd for possibic evaluation of the effect of the sludge dump on water quality.
Samples of ground water were collected and analyzed by the Ccnnecti-(
cut, State Department of Health on November 9, 1970, to investigate i
the effect of leachate from the sludge dump.
The analyses are shown I
in Table No.
1.
Noteworthy are gross appearance, color, tu.-bidity, iron, manganese, phenol, zinc, ano nitrogen constituents.
As repor:ad, j
i both samples represent water that would be usable for municipal supply only after extensive treatment, and would not normally be consicerac t
i for such use.
However, in view of the sampling procedure (calling l
1 from within the casing, using a test tube on a string), it wn.: foi; tr.Lt the samples might not be truly representative of thc ground watcr.
~nis 6
view appears to be confirmed by the results obtained on samples taken
(.
from Test Borings 3 and 6 (Table No. 2), both of which wara closer than Well 207 to the sludge dump, and which were sampicd fcilowinc air-lift pumping to a constant -specific conductivity.
Thcie cross app;a. -
. ance and color-were normal, as observed in the field, nr.c ::.;
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a TABL.E NO. 1 ANALYSES OF WATER SAMPLES FROM g
CSSERVATION WELLS 206 & 207 i
o Results given in parts per million, except as indicated.
Wctl 206 Wcl! 2'07 Gross Appearance Cloudy Cicucy Color Lt. Straw Erc,wn Turbidily 71 000 Total Solids 200 360 Volatile 40 EO Fixed 160 300 Suscended Solids 70 200 Hydrogen-ion Concentration pH 7.3 pH 7.4 k
Chlorides, as CI 16 20 Alkalinity, as Caco 40 40 g
Nitrate 6.0 6.0 Nitrite 0.230 0.000 Nitrogen, as N Ammonia O.350 0.70 Organic O.530 O.U Iron, as Fe 18 2 ',
Manganese as Mn 1.3 0.c0 Phosphate as P04 1.4 C. W.
Phenol O.005 0.007 Copper, as Cu O.00 0.C0
(
CMromium, as Cr 0.00 O.J.
Zinc, as Zn 0.30 C.O_
Sampled Novcmi;,cr 0, 1970, Analy: ed by Cone.ccticut State Ov;c.etmer.. c.. :e. '.:n
a O
O v
0 O
O.
T.
O CJ Q
O (O
O O
O O
N Z
N O
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y N
v O
W G.
G.
C.
N O
O N.
N O
Z v
O CD e
U b
D b
N O
.N O
Z 7
E.
CO M
C U
C O
J h
O.
O.
O.
CO.
G.
1
.m, N
O O
O O
N O
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Z V
F (A
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(Z F
O O.
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jI present censisted of sand and silt, cuc to incompleto devolcpment of the test bore.
From these analyses it is apparen't that the high values previously ct,-
tained for color and iron, at least, woro cvidently ascribab;e to the sampling of essentially stagnant water within the stacl casings.
Z ir.e is evidently a normal component of the local ground-watcc.
This leaves phanol and possibly mangancse as the only compo.*.cnts th;.t arc (presuma-bly) significantly affected by the sludge.
Otherwise the composition of the ground water is unremarkablo.
From a chemical standpoint it wcu'.d be suitable, with manganese removal, for municipal supply and for mest industrial uscs.
The persistent presence of =inc is interesting out I
un-(
important, since the conchurations encountered were a tenth or less of the USPHS recommended maximum of 5 ppm.
E.
EXISTING WELLS i
A question has arisen regarding the possible centaminaticn of wells cwned i
and operated by Comt.ustion Engineering, Inc., to tha south of Gcadwin Pond (Plate No. 1).
A test was carried out for 11 days in late Octc.wr and earl; November, 1970, pumping intermittently fecm Ccmousticn It Engineering's " Prototype" well, and taking recorded drawdowns.n oc-I
(
servation walls W-206 (1600 fcct distant from the pumped well) cna 1)
W-207 (27nO feet distant).
The maximum fluctuation cbuceved in W-203 in any day was 0.025 foc'..
Examinatirn of the recorder charts indica:es
-1)
This test was supervised by the U.S. Gaolcgical Survey.
J
1
.f d
that no conclusion can be thus reached regarding any offcct of thu pumpino wcll on the watcr levels in the obscevation wells.
'C v.c r considerations incicata that such an offect wculd bc virtually im-possible.
In the first place, the closest observation wcll is 1300 feet distant, in a watcr table aquifer, and the " Prototype" wcll wa:.,
never pumped for more than 4 hours4.62963e-5 days <br />0.00111 hours <br />6.613757e-6 weeks <br />1.522e-6 months <br /> in any onc day, and t.it.:n in increments of about an hour, with recovery periods betwcan.
That 1
this would cause fluctuations in a well so distant is impecbable in
-}
the extreme.
In the second place, Goodwin Pond lies between the pumped well and the observation well, and unless the bottom is im-J permeable the pond would constitute a recnarge boundary.
Even considering an extreme case, with the pend dry and an unusually j
heavy pumping program, the proposed landfill operation shoulc pcse no threat to Combustien Engineering's wells.
Only a very small por:ica 4
of the total radial flow to the well would come from tha lancfill site, and that would be further diluted by recharge from rainfall caring i:s y
slow progress to the pumping well.
.I Existing walls in the stratified drift arca to the cast arc all can'p!c.s c l
in the Triassic bedrock, although saturated sections of 60 to' 70 fc c:
{s lj are indicatco in the drift.
It is considered, however, that cven i."
this area to the east has potential as a major aquifer, propcr '.ayou:
Of a wollfield would permit near-maximum prod,uction witn no dangcr of contamination from the landfill site, providing that tr.a arca in thc i
i
1 1
southeastern cornce of the property that lics cast of the c.ivide unos.';;
.i j
not be used for landfill pending accumulation of information on the a: A.ct of fill on ground water quality over the rcst of the sita.
F.
FARMINGTON RIVER The Farmington River, which borders the west side of the propcutu sitc is an important considcraticn for many reascns.
Unfor;un :.tcly many of them are undefinable or fall into the realm of paramotccr which are governec by judgment subject to various external,- essurcs.
The primary enforceable standard, which in itself is in the latter
. t.
category above, is the stream classification set forth by the Connscticut
'J Water Resources Commission.
The Farmington River, fr. this resce.,
.(
is classified in " Water Quality Standards" as a Class S Inland Water which, to quote the Standard is:
i-
" Suitable for bathing, other recreational purposes, agricultur t i
uses, certain industrial processes and ccoling; excellent fish
'o and wildlife habitat; good aesthetic value; acceptable for public water supply with appropriate treatment."
Additional definition of this as well as the Standards for c.'.! :nla.'d waters is includcd in thc rear of this recort as Appcndix C.
A second consideration is river staging due to flooding condu.icns :n the Farmington River.
It is desirable to know the ficcc stages..
- n. -
.(
property to detcrmine a flood line and set limits f. cm this '.inc Ocycnd which the land may be utiliced.
Since constr c: ten of :hs Rainccw Can.
12
1 1
in the early 1920's, the flood of record took placc in Augu t of 10:U.
Maximum flow during that period in this portion of the River wc:.
dctormincd to bc 69,000 cubic feet per second.
The next highect c..tc.
.1 of flow occurred in October of the same year and totalled only 04,700 cubic fcet pcr second or approximatcly one-half of the, ugust flow.
No other flood has surpassed 30,000 cubic feet per second in chia 1
reach of the Farmington so it is safe to assume that the conc!ition during August of 1955 was by far the worst.
Based on the.V.etropoli:an District elevation dat;m, that which is used en maps in this ecport, s
the maximum elevation reached by the River adjoining the pecperty w e.s 108. 7.
This occurred at the south end cf the pecper:y and
,k would have decreased in the dcwnstream, or northerly, direction.
Applying this elevation to the full length of the prcperty wnicn bcecers j
the River, it is noted that the maximum horizontal encroachment occurs at the northern property line and is approximately 190 fact.
This c.nd 1'
other factors will determine the distance from the River where refccc disposal may take place.
G.
C LLV.ATC LOGY There arc a number of climatological factors which have a b :. iring a
'i
\\
one degree or another on the use of the proposed sitc as a diapoJ: '
I area.
Wind direction and velocity have an influcnce on blow.ng pc.Ar, odor, cust or smoke, and precipite.;icn eUcc:s drainage, rce.c.acc anc soil conditions.
Cold weathar eNects excavaden ar.d movcment cf covce material.
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1 Informa. ion prosented here was obtained from the Stato climatologn.t and is the e.s.st characteristic of the arca of concern.
Prev.iilin g winJ* dircetion in the arca varics scasonally and is alco uficc;ed by the Fc mington Valley.
In the summer winos are primarily from L:.c
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southwest with an average velocity of about eight milco per hour, while in the winter-they vary from northwest to northeast at an avarage velocity of about 11 miles per hour.
Average annual precipitation, consicered indetermina:c, was estima::.d J
to be 42.9 inches per year at Bradley Field and 44.2 inchen per year at Brainard Field, indicating variations according to local areas.
(
Maximum annual precipitation characteristic of the area occurred in 1955 when the precipitation amounted to 62.94 inches.
Maximum mentn'.y precipitation occurred in August of 1955, 21.87 inches, and t".e maximum for a 24-hour period was 12.12 inches on August 19, 1955.
A final fact on precipitation which may seem to have little oearing now but l
which will be utilized later is the maximum occurring over a fcer month ceriod, 41.36 inches, from August through November cf 1955.
1 i
Due to the nature of the soil on the site, cold weather is no: excoc:ec to be a serious factor in the excavation and movement of mccrial.
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