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GROUNDWATER DEVELOPMENT

D ANNAPOLIS VALLEY REGIONAL INDUSTRIAL PARK

KENT VILLE, NOVA SCOTIA

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FINAL REPORT

•SEPT 1978 D. M. CALlAN, P. Eng. Hydrogeo1ogist.

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GROUNDWATER DEVELOPMENT

ANNAPOLIS VALLEY REGIONAL INDUSTRIAL PARK

KENT VILLE, NOVA SCOTIA

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FINAL REPORT

.. SEPT 1978 D. M. CALLAN, P. Eng.

Hydrogeo1ogis t

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CONTENTS

INTRODUCTION

RESULTS OF TESTING 1211 PRODUCTION WELL, SITE 2

r DISCUSSION OF TEST RESULTS I

I WATER QUALITY

ADDITIONAL WORKS

CONCLUSIONS & RECOMMENDATIONS

FIGURES & TABLESr

Figure 1. Location Map

Figure 2. Well Construction

Figure 3. Time-drawdown Data Obs Well No.2 (r = 700')~

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Figure 4. Distance-drawdown Data (r = 70; r = 700)

APPENDIX

Water Quality Analyses.

Field Drawdown with Time Data.

Mutual Interference Calculations. r

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INTRODUCTION: r-II

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This report summarizes final works undertaken in the development of groundwater supply sources for the Industrial Park.

In general overview, the groundwater potential of bedrock sources in the region of the Park was investigated in Phase 1 and summarized in a report submitted in June 1977. This investigation indicated good quality groundwater was available in a confined aquifer in Tr.i.a3sic Wolfville Fm sandstones at Site 1. A safe, per-well yield of. about 150 igpm was assigned for an open-bore hole, .unscreened well. The friable nature of the aquifer materials indicated that screens and formation­stabilizing gravels would be required to consider higher pumping rates.

The thick, permeable, saturated overburden present at Site 2 was investigated in Phase 2 and summarized in a report submitted in November 1977. In this investigation a test-production well was constructed at Site 2 and assigned a safe pumping rate of 333 igpm based on recommended entrance velocities to the screen as cons tructed •

In the phase 2 report, it was recommended that a higher capacity well be constructed and that the overburden aquifer be monitored on a continuing basis to provide information for possible additional development of the aquifer in the future.

An interim letter-report was submitted April 20, 1978 summarizing the construction of a 12" production well at Site 2 and the results of step-drawdown testing at rates up to 333 igpm. Final testing at higher rates was withheld until the low-recharge summer-months and the installation of a constant-measuring water-level instrument.

The present report summarizes the higher-rate testing carried out in late August 1978 and additional works including abandonment of test holes and instrumentation of an observation well at Site 1. It includes recommendations for future ground­water development in this very promising aquifer.

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RESULTS OF TESTING 12" PRODUCTION WELL, SITE 2

The well is constructed as shown in Figure 1. The twenty feet of 80 slot screen installed has a transmitting capacity of about 1000 usgpm (833 igpm).

The well represents one of the two water supply sources to the Park. The rated capacity of the other well (Test-Productionr Well, Site 2) is 400 usgpm (333 igpm)~I

If full standby capability is considered, the maximum ,.-­ pumping rate of the 12" well will necessarily be restricted toi I the yield of the lower capacity test production well, or 400 usgpm

(333 igpm).

The 12" well was appraised by step-drawdown testing up to rates of 400 usgpm in March 1978 using a test pump which could handle these rates.

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In August, 1978, a larger test pump was installed to permit pumping at rates up to 900 usgpm.

The 900 usgpm rate was continued as a constant rate test for a period of 72 hours.

The results of testing over the total range are summarized below. The duration of each step was 30 minutes.

Q S Q/S (usgpm) (feet) (usgpm/ft)

,.-­i STEP 1 150 3.2 47I

STEP 2 300 4.11 73

STEP 3 400 5.65 71

STEP 4 450 6.63 68

STEP 5 650 10.42 62

STEP 6 900 15.26 59

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LOCATION SKETCH SHOWING TEST, OBSERVATION AND. PRODUCTION WELLS,

{) ANNAPOLIS VALLEY INDUSTRIAL PARK - KENTVILLE,N.S.

\~o,\h \ 0 OBS. WELL (PRIVATE) \/"-- ­

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TEST PRODUCTION WEll- \~ OBS. WELL r=700' I 0° ". I ..

SITE I OBS. WELL (BEDROCK) ICJ~O I PILOT HOLE 2 (r=70') {I2 PROD. WELL) (INSTRUMENTED) I PILOT HOLE I (ell TEST PROD. WELL)

I I PILOT HOLE 3 (ABO) \ " \ SITE 2

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\\::' 1-- .xisting roadway

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HIGHWAY I

~ COLDBROOK

(PIL~T HOLE I){ABD) 0

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SITE 4 (PIL~T HOLE 2)~BO) 0 II II

:2.1-H-.;tA-§I-1'\\ INDUSTRIAL PARK

SITE 3 II OBS. WELL (BEDROCK) (ABO)

Harrington ~Il Road

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Scal•• I II=400'

IFIGURE II

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DISCUSSION OF TEST RESULTS

The performance of the observation wells indicates that this aquifer has excellent water-bearing characteristics. The perfor­mance of the pumped well shows formational losses are more signi­ficant than well losses. It is interpreted from this that the aquifer has relatively higher horizontal permeability than verti­cal permeability.

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The pumped well appears to show the influence of recharge after approximately 3 hours pumping •. This may in part be due to pump discharge re-entering the ground at some distance from the well however natural discharge occurs within approximately 150 feet of the pumped well to the north. Bogs and lakes in this area are accepted as representing free water table.

Both observation wells showed continuing trends of draw­down with time. Late data conforms to Theis non-leaky curves after the influences of gravity drainage are reduced.

Late drawdown and distance drawdown data probably provide the best estimation of hydraulic properties.

The calculation of hydraulic properties is shown on figures 2 and 3.

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The aquifer appears to have a Transmissivity of 500,000 usgpd per foot and a storativity of 0.1.

With abundant recharge apparently available in the high water table alluvium to the north of Site 2, the maximum yield from this aquifer could be very high indeed.

Hydraulic properties calculated from the test provide estimates of interference drawdown as illustrated in the theoretical distance-drawdown curves included in the Appendix.

Anticipated interference drawdowns at 400 and 750 usgpm are shown in the Appendix. These rates represent the normal anti­

r ­ cipated pumping draft and the maximum pumping rate of the 1211 iI

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well respectively.

It is assumed in the calculations that no hydraulic barriers are intersected and that no natural precipitation occurs for a period of two years.

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Discussion of Test Results (Cont1d)

At a pumping rate of 400 usgpm (333 igpm) the interference drawdown at the second well at Site 2 (r= 701) will be approxim­

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ately 1 foot. At a distance of one half mile the water level will be lowered by 0.5 ft. and at one mile by 0.3 feet.

The hydraulic gradient induced by pumping at 400 usgpm is therefore not anticipated to have a serious impact on the exist­ing groundwater regime.

At the higher pumping rate of 900 usgpm (750 igpm) inter­ference drawdowns will be more pronounced reaching 2 feet at a distance of 70 feet and approximately 1 foot at half a mile.

The impact of pumping at this rate may influence natural discharge in the region of Site 2 and could interfere with other uses of water such as migratory wild fowl.

At 900 usgpm a hydraulic gradient will be induced toward the pumping centre with groundwater levels lowered by over half a foot at a distance of a mile. This possibly could, in the long term, tend to reverse gradients as far away as the Scotian Gold Apple Plant where Environment Nova Scotia note deterior­ated groundwater quality.

The most practical means of establishing potential degrad­ation of water quality resulting from groundwater gradient reversals is to monitor water levels on a continuing basis.

It is essential that the measurements be continuous in order to identify small changes due to pumping draft in the normal annual fluctuations.

For this reason a Stevens recorder was installed at Site 1, some 700 feet west of the Site 2 pumping statim to monitor the impact of pumping on water levels. Specific measures for future monitoring are outlined in the recommendations.

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WATER QUALITY

The water is acceptable bacteriologically; two samples collected during the sustained pumping test were rated Grade A by Victoria General Hospital Department of Microbiology. Anal­yses are included in the Appendix.

I The water is chemically acceptable in respect of the para­i I meters measured in general water analyses by Provincial Environ­

mental Chemistry Labs.

Three samples were collected during the sustained pumping test; the analyses are included in the Appendix.

The water is essentially calcium bicarbonate type and similar to the water pumped from the Test-Production well 70 feet away.

As in the earlier Test-Production well, the chloride concentration is higher than normal background and showed a reduction over the pumping. period from 79 to 59 mg/l. Sodium concentration is relatively low at 8 mg/l suggesting that the chloride ions may be present as the calcium salt. Dust inhib­itors were being used on the access road to Site 2 about 800 feet south of the well. This may account for the chloride con­centrations and if so it reflects very high permeability.

The major ions remained reasonably constant in concen­tration throughout the pumping period, however, fluctuations are noted in the concentration of iron and zinc.

The iron concentration apparently increased from 0.02 to 0.17 mg/l over the 72 hours. This is still within acceptable limits but indicates a trend of increasing concentration with time.

Zinc showed an increase in concentration from 0.01 to 2.1 mg/l. This is a somewhat remarkable increase in a relatively uncommon ion. If the reported concentration is not an analytical error, the metal concentration may reflect influences introduced through the adjacent railway line at a distance of about 150 feet from the well. The acceptable concentration of zinc in drinking water is recommended to be 5.0 mg/l.

Additional monitoring of m.etal concentrations should be considered with extended pumping.

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ADDITIONAL WORKS

In completion of the groundwater testing programme the test holes and wells have been left in the following state:

Site 3. The test hole at this location was plugged and abandoned by backfilling the hole from the bottom (265') to the foot of the 611 casing (175') using locally available gravel. A cement plug was then spotted between 160-175 at the foot of the 611 casing.

A cement plug was placed outsid~ the 6 inch casing extending around the well for several feet at present ground level and sealing the annular space between the 611 and 811 casings at ground level. The 611 casing was plugged from 4 to 15 feet.

SITE 1. The test production well (811 diameter) at this site was capped using a sanitary well seal with all vents plugged. This well is capable of flowing at an estimated 25 igpm. It may represent a potential local source of good quality groundwater and for this reason has not been plugged and abandoned.

The observation well at Site 1 has been capped in a similar 211fashion but has a elbow and nipple installed with a hand

valve. This well has represented a source of water to occ­upants of the industrial park and tourists in the nearby trailer parks during the summer of 1978. Local users re­mark on the acceptability of the water. This well is also capable of flowing at about 25 igpm. no significant reduc­tion in flowing head was noted during the summer of 1978.

A wooden cabinet 2~ feet by 2~ feet X 4 feet was erected on a cement slab to cover the overburden observation well at Site 1 and a Stevens type F water level recorder installed in it.

This instrument has an 8 day clock drive (the most useful 411drive for monitoring the recent pumping test) and a float.

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CONCUJSIONS & RFX:OMMENDATIONS

1. The 1211 well at Site 2 is efficiently constructed for pumping rates up to 750 igpm.

2. A well pump designed to produce 400 usgpm (333 igpm) should have a setting of at least 40 feet below present ground level and should preferrably be set at 75 feet. The maximum lift in the well is estimated to be 35 feet at 333 igpm.

3. Water quality is acceptable. Routine analyses of quality should be considered at six moqth intervals to monitor possible changes in quality. Specifically, chlorides an a metal scan to include iron and zinc are recommended.

4. The sensitivity of this aquifer to infiltration contamin­ation must be recognized and all practical measures consi­dered to protect the region of the well field. Protection measures were outlined in a previous report (Phase 2 dated November 1977). To these should be added a cautionary note regarding the railway line immediately north of the Site 2 wells. The rail transport agencies should be ad­vised of the presence of this well field in order that their activities can be controlled as closely as is practical regarding dumping and accidental spillages. Communication avenues should be prepared so that in the event of an emergency the rail agencies can inform those responsible for maintenance of the well field. Immediate response to an emergency spill situation is mandatory in order to protect this highly permeable aquifer.

The instrumented observation well at Site 1 should be main­5· tained conscientiously to assemble a hydrograph of ground­water levels. The agency responsible for maintenance of the AVRIP water supply should arrange to modify the existing instrument to permit it to operate unattended for a period of 30 days for convenient records. The existing instrument requires that it be attended every 8 days. The assembled hydrographs should be submitted to Environment

!r- Nova Scotia for review and if necessary analysis in order to

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Conclusions & Recommendations (cont'd)i i I 6. When a period of history of pumping at 400 usgprn (333 igprn)

is available from the AVRIP, consideration might be given to additional exploitation of the aquifer. Anticipated additional groundwater demand should provide the justification and funding required for a detailed hydro­geological analysis of the aquifer and its relationship to surface water regimes in the region. Factors involved in such a study include detailed topo­graphic data, careful inventory of natural discharges, careful stream guaging in the water courses immediately north of the Site 2 well field-and subsurface information to the north of the Site 2 well field. The 1211 well is capable of pumping efficiently at rates up to 750 igpm even though it will be equipped initially with a 333 igpm pump. In order to use the well to its

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greatest capacity, the agency responsible for operating the well field should make application to Water Planning and Management Branch, Environment Nova Scotia, for an increase in the present allowable license (333 igpm).

7. An arrangement should be made to purchase or control the r- property containing the Site 1 Obs. Well. The bedrocki

test-production well at Site 1 is a potential source of 150 gpm good quality groundwater, it has been capped rather than abandoned; the agency responsible for water maintenance may wish to control this property also.

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j!ATER ASSAY CC-9 Department of Pathology I , ENVIRONMENTAL CHEMISTRY Report To:, - Division of Clinical Chemistry I 5788 University Ave., Hfx., N. S. 83H 1V8 i Phone _428-3466~ ~

AVRIP KENTVI LLEI OW~JER,

I, ' LOC~TION PUMPING TEST 30 MINS !

\4ELL}- SOURCE Bill To: I

GRID DI f1, CALLANI

I TAKEN AUG 23/78 800 HINDMILL RD tl120'- DATE

COLLECTED BY D, rt CALLAN DARTMOUTH I N,S, j S/I.MPLE # 78075 ~I DETERMINATION

RESULT DETERMINATION R ESU LT

, ! mg/litre meq/litre ...;t~l r- Sodium £3,:1{ Total Dissolved Solids :J/~: mg/I i tre ,

Potassium aU Suspended Solids /·10 mg/litre, 1-­I

Calcium ~o: Colour /0) T.C.U.\­

~I !Magnesium 5"'\9 Turbidity /':~ J.T,U. f' !

(as CaC0 3 ) I'}.t{i Conductivity 3-sd umho/cmj IHardness ,­

I ' . (as Cae0 3 ) ~G: IpH 6je UNITSi Alkalinity

I Sulfate ~'~Orl Chloride -;C;: 'It

oil -1 IFluoride , <. . l~l Silica, reactive

-I '}-'

L~OSPhate, ortho 0; I~ I - ­

j 1\1' N" ( N) 0;9 . Total Organic Carbon mg/litre'ill I crate + Itrl te as

Ii 'Ammonia (as N) <::'01/ Humic Acids mg/litreill

rj 'I

j-

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r rAr5snic <OiOO5Iri Metal Scan j i (See attached) , . i ! Iron .c::. 0 ~ 0 ';}­~l ___ -II ~,,1anganese -< 0;0/ Mercury mg/litre11' -

-<. O~ 005I Lead,-­I.-. Copper <-O~O I I IZinc <:. oj 0/ I FIELD DATA Remarks:•- DATE

il ' "

Temp: GENERAL ANALYSIS Rec'd ,~UG 28/78~- -

pH: Comp'd ;]f;.;lO/78.I

;1" Iron: II

~8ttf.'/

1 4..__

r-CHEMISTi

..

I ::>R M .3.

\ liS, ". 2/7'

\/ J

--- ----

---

r'JATER ASSAY CC-9 Department of Pathology

RESULT

mg/l i tre

B~o

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4!7 I /e ;}-!

I ;l b: ~·!S

l /; ';Pi O~ /-<

II! O,!:;I ) ­

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oilt.j Remarks:

~r--"I .DETE:RMINA.TIOf\J

ISodium

Potassium

i Calcium ,

iMaGnesium

Hardness (as CaCO,)

i Alkalinity (as CaCO]) r ­i Sulfate,

-I "h,.'d -i \~ .,ull e

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" Phosphate, ortho

-~N:trJt8 f Nitrite (as N)

I Ammonia (as N)---+-­

I ! I

I ~ .

_ J~rseni~IMetal Scan

(::lee attached)

·__llmn \ iVlanganeS!3

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.. FiELD DATA

t

L

, r

r j r I r

t ,­

\

r OW~~eR

I LOCATION

SOURCE

GRiD ___

DATE TAKEN

COLLECTED BY j

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t

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-• Temp:.

pH:

f Iron:

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ENVIRONMENTAL CHEMISTRY Report To:I Division of Clinical Chemistry : ­I 5788 University Ave., Hfx., N. S. 83H 1V8

Phone _428-3466 -AVRLP KENT'll I IE

PriMP INJLTEST 24 HRS

t'IEI I Bill To: -n r~ ,..,.I + CALLAN, I

POD HINDMILL Rn #120AIIG 2.!lLZ8 n~1 rdl I dN DARTMOUTH, N, S, .

DETERMINATION RESULT meq/litre ...j

Total Dissolved Solids /78! mg/litre

Suspended Solids /'\8 mg/l i tre

Colour

;

'5! T.C.U.

Turbidity 3.i t./- J.T.U.:

Conductivity JhO umho/cm

pH UNITS7·:B :

I ..

:

: Total Organic Carbon

: rr.g/l i tre

Humic Acids mg/litre

Mercury mg/litre

DATE ... ... . ...

AUG 28/78Rec'dGENERAL 'ANALYSIS Comp'd kd;).//?8

j y

,(J~dJ·

CHEMIST

) ________-----.:.__ ...=~~-=-------=------ ____"'.'"'_=__=_.:.::.--"'_-.=-:.:...;--.=---....;c:..._;;;.::--=--=._=--=-.:....--~

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liS, 14, 2/74

r'JATER ASSAY CC-g

j EI\lVIRONIVlEI\lTAL CHEMISTRY Report To: ,. Division of Clinical Chemistry I 5788 University Ave., Hfx., N. S. B3H 1V8 I Phone _428-3466j r OWNEr:1 AV~KENTVILLE I LOCAT I0 ~~ -----'pUMP I NG TEST 72 HRS -~SOURCE._. HELL Bill To:

! GRID_ n. r·'. CALLAN i DATE TAKEN AUG 26/7R roo ~'!I NDr11 LL RD 1,1120 I

D, r~. CALLAN DARTMOUTH, ~I. S,1 COLLECTED BY

!. SAMPLE =#: 78077 r- RESU LT 1 DETERMINATION DETERMINATION RESU LTj

mg/litre meq/litre .Ji~, j

Sodium 6~o Total Dissolved Solids /bbj mg/l i trer­;1 Potassium /~ 6 Suspended Solids O~S mg/litreI

t Calcium 3( Colour 5"~ T.c.u.

1 . Magnesium 0~ Turbidity oi/7 J.T.U.

I Hardness (as CaCO,) q~: Conductivity ~65J umho/cm

f Alkalinity (as CaCO,) 9.4~ pH 6·:8 UNITS I

t Su Ifate /~PJ :\j Chloride SQi I .

<0.: J -i I Fluoride

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: mg/l i tre

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(as N) <ol/' Ammonia Humic Acids mg/litre

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bl iron OU7 r~l\J1anganese O~O~ Mercury mg/litre

I iLead <01·005rt C~pper O~O~ I I Zmc {)~J

t FIELD DATA Remarks: DATE

}~mp: GENERAL ANALYSIS Rec'd ~UG 28/78 I pH: ~ .;- C.Comp'd 01­ ;II 1u''­!l Iron: I

~.; i I­I CHEMIST!

Department of Pathology

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