Hydrogeological Study, Lafreniere Subdivision, L`Orignal, Ontario

TESTING 6 INSPECTION
CONCRETE
ASPHALT
GEOTECHNICAL SPECIALISTS
STEEL
SOILS
PILING
ROOFING
HYDROGEOLOGICAL STUDY
LAFRENIERE SUBDIVISION
L'ORIGNAL, ONTARIO
PREPARED FOR:
Neil Levac Engineering Ltd.
BY
FONDEX LTD
TABLE OF CONTENTS
PAGE
SUMMARY
1.
INTRODUCTION
2.
TOPOGRAPHY AND REGIONAL GEOLOGY
2.1 Bedrock
2.2 Surficial Deposits
3.
REGIONAL HYDROGEOLOGY
4.
FIELD WORK
5.
GROUNDWATER YIELD OF TEST WELLS
6.
GROUNDWATER QUALITY OF TEST WELLS
7.
RECOMMENDATIONS
7.1 Well Construction
7.2 Water Quality - Treatment
8.
CONCLUSIONS
List of Drawinas
Drawing 0-A505-1: Test Well Location
Appendix
Appendix 'A'
Appendix 'B'
Appendix 'C'
- Water Well Records
- Chemical and Bacteriological Test Results
Appendix 'D'
Appendix 'E'
-
-
-
Recommended Procedure for the Cementing In-Place
Production Line of Casing on Water Wells
Treatment Devices for Some Common Water Quality Problems
Fondex Report - 1981
SUMMARY
Fondex Limited was retained by Neil Levac Engineering Ltd. to undertake a
hydrogeological study for a proposed subdivision in the Village of L'Orignal, Ontario.
The field work, conducted in December 1989 and January 1990, consisted of
three (3) six hour pump tests with water quality sampling.
The pump tests revealed adequate groundwater yield in two of the wells (No.
1 and 3) while the third (well No. 2),located in the central and elevated portion of the study
site, produced marginal but still acceptable yields as evidenced in a repeat, 18 hour pump
test.
Water quality is good in general, with some indicators slightly exceeding the
MOE guidelines. These values can be reduced by proper well development, filtration, or
equivalent systems. Recommendations for such treatments are made in the report.
1. INTRODUCTION
Fondex Limited was contracted by Neil Levac Engineering Ltd. to conduct a
hydrogeological study for a proposed subdivision in the Village of L'Orignal, Ontario. The
work was performed in view of the participation of the Ontario Ministry of the Environment,
as part of the Subdivision Review Plan, in the review of all subdivision proposals involving
private servicing.
The scope of this study was limited to the hydrogeological characterization of
the site by conducting:
- pump tests to evaluate aquifer yields, and
- chemical tests on the groundwater to establish its quality.
No terrain analysis was performed in this study. A soil investigation was
conducted by Fondex Limited in 1981 to identify the stratigraphy at the site.
The site under consideration is located in the Village of L'Orignal, north of
Highway 17, East of Ottawa, as shown on Figure 0-A505-1. It is understood that the
proposed subdivision will be on part of Lot 4, South of Front St. and will consist of 56 lots.
2. TOPOGRAPHY AND REGIONAL GEOLOGY
The North and South extremities of the site (towards Front street and towards
the creek, respectively) dip downward, leaving the central portion of the site slightty elevated.
The regional topography is flat, with the terrain generally gently sloping northerly in the
direction of &heOttawa River.
Page 2
2.1 Bedrock
Bedrock in the area of L'Orignal appears to be limestone beds of the St.
Martin formation, with shales of the Rockliffe formation existng at the eastern border of the
village. Depth to bedrock in the region ranges from a few metres below ground surface up
to 40 metres. Rock outcrops exist south of the village.
2.2 Surficial De~osits
Based on a previous soil investigation (Fondex Limited report 0-5617-S,1981),
Appendix 'El the subsoil at the site was found to be predominantly topsoil overlying silt till.
Sand or clay may be encountered in some areas above the till; similarly, shallow bedrock
exists in some parts of the site.
3. REGIONAL HYDROGEOLOGY
Regional groundwater flow occurs generally towards the Ottawa River. Locally,
groundwater tends to flow from the higher elevations (such as the rock outcrops south of
L'Orignal) towards the river.
Based on a study by Environment Canada, the following geochemistry of the
groundwater for the area of L'Orignal was found:
Page 3
PARAMETER
UNITS
Total dissolved solids
PPm
metres
metres
metres
Piezometric surface elevation
Range of depth of wells
Depth to piezometric surface
Groundwater yield
Turbidity *
IPm
JTU
Percent sodium
%
pH
Colour
Nitrate
Hazen U.
RANGE
PPm
Iron
PPm
PPm
Fluoride
Chloride
Potassium
PPm
PPm
PPm
Sulphate
Hardness
Magnesium
Calcium
Sodium
* JTU
= Jackson Turbidity Units
Reference: Hydrochemical Study of the lnterstream Area Between
Ottawa and St. Lawrence Rivers, Environment Canada,
Scientific Series No. 76, 1978
4. FIELD WORK
The field work conducted for this project consisted of three (3) 6 hour pump
tests to evaluate the groundwater quality and yield.
Page 4
The pumping tests were conducted in the wells located as shown in drawing
0-A505-1. The wells were drilled by Maurice Cayer Limited of Casselman, Ontario. The three
wells were 158 mm (6.25 in.) in diameter and were steel cased and grouted from ground
surface to approximately 7 metres depth. The water well records are given in Appendix 'A'.
A standard constant discharge pump test was conducted in each of the three
wells, using the procedures recommended by the Ontario Ministry of the Environment. Each
test consisted of a 6 hour pumping period during which the drawdown of the well was
closely monitored. Once the pumping action stopped, a recovery period was allowed, during
which the rise of the water level in the well was recorded. Water samples for chemical and
bacteriological analyses were collected near the beginning and end of the pumping test. The
test specifications and test data are summarized in the following table. Note that two pump
tests were conducted in Well No. 2. The results will be discussed later.
Well Number
Descriptor
1
Date of test
8-1-90
Depth of well (m)
32
Pumping rate (Igpm)
2-A
2-B
3
5
Pump Setting (m)
Hydrostatic W.L. (m)
29,3
1,05
Total Drawdown (m)
1,22
* the initial pumping rate was set at 5 Igpm. However, a rapid drawdown occured
during the initial 45 min. of the test such that the rate was reduced to 3 lgpm for the
remaining 5 hour and 15 min pumping period
** after 45 min. at 5 Igpm. Drawdown at end of test was 12.90m
@
#
A
based on drawdown at end of test reduced to 3 lgpm after 10.5 hours
after 6 hours
reduced to 3 lgpm after 10,5 hours
Page 5
Because well No. 2 could not sustain a pumping rate of 5 lgpm or 22.7
litreslmin (test A) and therefore problems arose with the interpretation of the data, it was
decided to repeat the test in that well (test 0) at a reduced rate of 3.5 lgpm (15.9 litres/min)
for 18 hours. The chosen rate was sustained for 10.5 hours; at that time, the drawdown
became excessive (well water level too close to pump setting) and the rate was reduced to
3 lgpm (13.6 litreslmin) for the remainder 7.5 hours. Four water samples were taken during
this repeat test at 4, 8, 12, and 18 hours from the start of the test, corresponding to samples
2-3, 2-4, 2-5, and 2-6 respectively. Also during this test, measurements of water levels in
wells No. 1 and No. 3 were taken; no influence was observed in these wells from the
pumping action in well No. 2.
5. GROUNDWATER YIELD OF PUMP TESTS
The data from the pump tests were interpreted to obtain parameters such as
specific capacity, percent recovery, and transmissivity. The following table presents these
results:
Descriptor
Specific Capacity (Ipm/m)
Percent Recover after
60 min. ( O h )
Well Number
1
2-A
2-8
18,6
N\ A
o18
18,O
3
Transmissivity (m2/day)
drawdown
16,42
N/A
0,5
27,65
recovery
16,42
ole
N/A
19,35
@ based on drawdown at end of test
Page 6
Wells No. 1 and 3 had no problems providing the 22.3 litres/min (5 Igpm)
demanded during the pump tests. For well No. 2, the rate had to be lowered to 13.6
litres/min (3 Igpm) after 45 minutes of pumping because of rapid and excessive drawdown
of the water level in the well. The second pump test conducted in well No. 2 (test 2-B) was
performed at a rate of 15.9 litres/min (3.5 lgpm) for 10.5 hours before the pumping rate had
to be reduced.
6. GROUNDWATER QUALITY OF TEST WELLS
Water samples were collected from each well near the beginning and near
the end of each pump test (more often during repeat test 2-B as mentioned previously). The
samples were sent for chemical and bacteriologicalanalyses. The results, summarized in the
table next page, are given in Appendix 'B'.
The bacteriological counts in all wells was nil. Among the indicator
parameters exceeding MOE guidelines were:
i) Health related parameters
Sodium
Turbidity
Note that the measurement of the turbidity was conducted on un-filtered
samples and therefore yields apparent values (see Appendix 'B' for details). True turbidity
values are given later.
ii) Aesthetic parameters
Hardness
Iron
Manganese
Colour
0-A505
Page 7
Note that the measurement of colour was conducted using the spectrophotometric
method (Standard Methods for the Examination of Water and Waste Water, 1985, 16th
Edition, Method 2048, pgae 69). This method usually yields higher colour values.
Samples were collected from well No. 2 during the 18 hour pump test 2-8 and in
wells 1 and 3 for repeat analysis. The results are as follows:
Sample
Iron
PPm
0,3
MOE
Manganese
PPm
0,05
Turbidity
NTU
1
Colour
TCU
5
The above results show acceptable turbidities for wells 2 and 3, somewhat
above the MOE objectives for well No. 1. Recommendations to reduce turbidity will be
discussed later.
o n ~ ,No. 1 and 3 produced
With respect to manganese ~ ~ n ~ e n t r a t i wells
values slighlty in excess of the MOE objectives; recommendations follow.
Page 8
7. RECOMMENDATIONS
7.1 Well Construction
Proper well construction is required to maintain, on a long term basis, the
quality of the water.
Each well should be cased into the bedrock a minimum of 1.5 metres and
pressure grouted. Acceptable grouting procedures are described in Appendix 'C'. Grout
mixing and setting time should follow the manufacturer's instructions.
Each new well should be properly developed until acceptable water quality
is achieved. To ensure the water quality of each well, tests for indicators such as iron, colour,
turbidity and bacteria should be conducted. Extended pumping periods (10 to 20 hrs) may
be required in some wells to achieve the desired water quality as evidenced in well No. 2.
Wells for which the bacteriological counts are above the MOE objectives should be shock
chlorinated. Chlorination procedures may be found in the Environment Ontario publication
"Water Wells and Ground Water Supplies in Ontario".
7.2 Water Qualitv
-
Treatments
Indicators such as sodium, turbidity, hardness, and manganese, were found
in excess of MOE objectives in some wells. Following are recommendations on methods to
reduce and minimize these parameters.
i) Manganese
Manganese concentrations in excess of 0.05 mg/l tend to precipitate thus
causing stains in pumbling fixtures and laundry. Methods to remove or control this metal
include:
Page 9
- aeration and settling or filtration
- green sand filters
- polyphosphates or silica additions
- water softeners
- chlorination - filtration
A description of these methods is given in Appendix 'Dl.
ii) Hardness
"Hard" water results in the formation of scales in kettles, prevents soap from
lathering, and can produce dingy laundry. Water softeners or soluble phosphate additives
(Appendix 'Dl) can be used as corrective measures to reduce these problems.
iii) Turbidity
Turbidity occurs from fine particles (clay, silt, or fine sand) suspensions in the
well. Long term pumping usually solves the problem as observed in pump test 2-8. However,
if excessive turbidity levels persist, filters such as sand and dolomite can remove the fine-
grained particles in the water.
8. CONCLUSIONS
A hydrogeological study consisting of three 6 hour pump tests, chemical and
bacteriological analyses were conducted at the subject site to evaluate the groundwater
yield and quality for a proposed subdivision.
A repeat test in well No. 2 (test 2-8) was necessary because the well could
not sustain the initial 22.3 litres/min pumping rate used in test 2-A and to verify the quality
of the groundwater at that location.
Page 10
0-A505
The pump tests indicate an adequate supply from the groundwater, although
a marginal yield was observed in well No 2, located in the most elevated section of the site.
In general, the water quality is good. Some indicator parameters were
however in excess of MOE guidelines. Proper well construction, development, and treatment
measures should alleviate these problems.
FONDEX LIMITED
Guy Felio, Ph.D.
Diane Myrand,
Hydrogeologist
TABLE 1
WATER QUALITY RESULTS
PUMPING TESTS
HEALTH RELATED PARAMETERS
f
PARAMETER
SODIUM (Na)
FLUORIDE
(FI)
AMMONIA ( N q )
UNITS
MOE
objectives
mg/l
20
mg/l
24
mgll
WELL 2
1
2
1
2
1
2
51.4
20.1
26.4
36
24.9
0.1: 0.14
. 0.16
0.17
0.2
0.2
0.5
44.1
0.21
0.3
0.3
( 0.1
0.7
1.5
< 0.5
(0.5
0.6
(0.5
(0.5
0.5
mg/l
10
NITRITE (NO2)
mgll
1
(0.5
TURBIDITY
FTU
1
30
50
260
TOTAL COLlFORMS
/100ml
OTOIO*
O
0
0
FAECAL COLlFORMS
1100ml
0
0
0
FAECAL STREPT.
1100ml
0
0
RECOMMENDED < 2 FOR GOOD QlJALITY
WELL 3
0.18
NITRATE (NO,)
*
\
WELL 1
< 0.5
0.1
<
40.5
87
6
0
0
0
0
0
0
0
o
o
0
0
18
-
WARNING LEVEL FOR PERSONS ON LOW INTAKE SALT DlElS
f
\
COMMENTS :
L
\
J
TABLE 1 :'
Continued
( FONDEX
WATER QUALITY RESULTS
PUMPING TESTS
ESTHETIC PARAMETERS
f
PARAMETER
UNITS
MOE
objectives
CONDUCTIVITY
WELL 1
WELL 3
1
2
1
2
1
2
331
334
378
407
402
409
7.3
7.25
6.5-8.5 7.2
PH
WELL 2
7.35 7.25
7.1
CALCIUM (Ca)
mgll
30.3
26.5 52.7
54.5
43.3 42.7
MAGNESIUM (Mg)
mgll
14.2
12.7 9 . 4
21.5
40.2
21.5
CHLORIDE (CI)
mg/l
1.9
1.7
250
1.3
1.5
1.2
0.9
213
216
243
241
235
230
197
282
ALKALINITY
mgfi Ca CO
HARDNESS
rngd Ca CO
< 200
134
120
226
227
IRON (Fe)
mgll
0.3
2.0
0.35
1.92
0.37 2.03
0.46
MARGANESE (Mn)
mgll
0.05
0.14
0.1
0.22
0.05 0.23
0.2
SULPHALTE (SOJ
mgll
500
25.8
26:1
22.9
23.5 25.8
28.2
NID
NID
NID
N/D
NID
NID
6
6
2
ODOUR
PHENOLS
umgll
2
7
4 2
(1.0
(1.0
(1.0
(1.0
(1.0
41.0
180
25
>500
100
450
30
4
TANNINS + LlGNlN
mgll
COLOUR
TCU
TOTAL NITROGEN
mgll
1.6
1.1
40.2
0.7
40.2
(0.2
POTASSIUM
mg/l
8.4
7.7
5.1
3.7
7.8
8.6.
5
'
APPENDICES
APPENDIX "A"
Water Well Records
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Ontario
WATER W E L ~ RECORD
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WATER WELL RECORD
APPENDIX "6"
Chemical and Bacteriological
Test Results
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Quebec)
582 2B5
Tk1:(819) 778-0020
11 janvier 1990
Rapport de laboratoire
Fondex Ltee
a/s D. Myrand
123, Jean Proulx
Hull (Quebec)
(1-0236)
Echantillon d'eau (No. 90-0017-1)
Point de pr&l&vement: Au debut du puits (#I-I), Orignal Real
Estate, Orignal.
Prkleveur:
Resultats de l'analyse microbioloqique descoliformes totaux
fecaux et des streptocoques fecaux d'une eau de puits.
(NO. 90-0017-1)
Normes de
l'eau potable
et
rksultats
Coliformes totaux
< 10 UFC1 /I00 m l
0 UFC/100 ml
Coliformes fecaux
0 UFC/100 ml
0 UFC/100 ml
Streptocoques fbcaux
0 UFC/100 m l
0
UFC/100 ml
UFC - unitees formant des colonies (batteries)
Apprkciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
C. Alvarado
Christian Choquet, microbiologiste
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Qukbec)
J8Z 2B5
T&1:(819) 778-0020
Rapport de laboratoire
Fondex Ltbe
a/s D. Myrand
123, Jean Proulx
Hull (Qukbec)
12 janvier 1990
(1-0236)
Echantillon d'eau (No. 90-0017-2).
Point de prbli2vement: A la fin du puits ( # I - 2 ) , Orignal Real
Estate, Orignal.
Prbleveur:
Resultats de l'analyse microbioloaique des coliformes totaux et
fbcaux, des streptocoques fkcaux d'une eau de puits.
(No. 90-0017-2)
Normes de
l'eau potable
Coliformes totaux
Coliformes fkcaux
Streptocoques fkcaux
UFC - unitkes formant des colonies (batteries)
Appreciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
6. Alvarado
Christian Choquet, microbiologiste
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Qukbec
582 2B5
T61: (819) 778-0020
Rapport de laboratoire
Fondex Ltke
a/s D. Myrand
123, Jean Proulx
Hull (Qukbec)
12 janvier 1990
(1-0236)
Echantillon d'eau (No. 90-0025-1)
Point de prkldvement: Orignal Real Estate (#2-11, Orignal.
Prkleveur:
R6sultats de l'analyse microbioloqique des coliformes totaux et
fOcaux et des streptocoques fecaux d'une eau-de puits.
(No. 90-0025-1)
Normes de
l'eau potable
Coliformes totaux
Coliformes ft5caux
Streptocoques fkcaux
1
UFC - unitbes formant des colonies (batteries)
Appr6ciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
C. Alvarado
Christian Choquet, microbiologiste
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Qubbec)
582 2B5
T61: (819) 778-0020
Rapport de laboratoire
Fondex Ltke
a/s D. Myrand
123, Jean Proulx
Hull (Qu6bec)
12 janvier 1990
Echantillon d'eau (No. 90-0025-2)
Point de prbl&vement: Orignal Real Estate (#2-2), Orignal.
Prkleveur:
Rksultats de l'analyse microbiolosique des coliformes totaux et
fkcaux et des streptocoques f6caux d'une e-au de puits.
(No. 90-0025-2)
Normes de
l'eau potable
resultats
Coliformes totaux
< 10 UFC1/I00 ml
0 UFC/100 ml
Coliformes fkcaux
0 UFC/100 ml
0 UFC/100 ml
Streptocoques fbcaux
0 UFC/100 ml
0
1
UFC
-
UFC/100 ml
unitbes formant des colonies (bactkries)
Appr6ciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
C. Alvarado
~hristianChoquet, microbiologiste
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Quebec)
582 2B5
T61:(819) 778-0020
15 janvier 1990
Rapport de laboratoire
Fondex Ltbe
a/s D. Myrand
123, Jean Proulx
Hull (Qubbec)
Echantillon d'eau (No. 90-0028-1)
Point de prbl&vement: L'Orignal Real Estate (#3-I), Orignal.
Preleveur:
Rksultats de l'analyse microbioloqique des coliformes totaux et
fbcaux et des streptocoques fkcaux d'une eau de puits.
(NO. 90-0028-1)
Normes de
l'eau potable
Coliformes totaux
Coliformes fbcaux
Streptocoques fbcaux
Apprbciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
C. Alvarado
Christian Choquet, microbiologiste
I
I
I
I
I
Laboratoires IASCHEM Inc.
184, chemin Freeman
Hull, (Qubbec)
582 2B5
TB1:(819) 778-0020
Rapport de laboratoire
Fondex Ltbe
a/s D. Myrand
123, Jean Proulx
Hull (Qubbec)
15 janvier 1990
(1-0236)
Echantillon d'eau (No. 90-0028-2)
Point de prbl&vement: L'Orignal Real Estate (#3-21, Orignal.
Prkleveur:
Rbsultats de l'analyse microbiolosique d-es coliformes totaux et
fbcaux et des streptocoques fbcaux d'une eau de puits.
(No. 90-0028-2)
I
Normes de
l'eau potable
Coliformes totaux
< 10 UFC1/lOO m l
resultats
0 UFC/100 m l
Coliformes fbcaux
Streptocoques f6caux
I
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1
UFC - unitees formant des colonies (batteries)
Apprbciation microbiologique: eau potable.
technicien en microbiologie:
Magdi G. Yassa, chimiste
C. ~lvarado
~hristianChoquet, microbiologiste
I
I
Madame Diane Myrand
Fondex Ltee
123 Jean-Proulx
~ u l lQuebec
,
)
Suite h votre demande au sujet des methodes d'analyse de notre laboratoire nous vous
confirmons que nous utilisons le 'Standard Methods for the Examination of Water and Waste
I
Water" 1985 16th Edition APHA AWWA WPCE.
-
1
I faut remarquer que dans I'analyse des nitrates nous vous donnions les rbsultats en
(
N03- et pour les obtenir en N il faut multiplier les resultats par un facteur de 0.226.
I
I
I
Pour la couleur c'est la methode spectrophometrique 204 B page 69.
Pour la Turbidite c'est la methode Nephelometrique 214 A.
Nous esperons que ces renseignements vous seront utiles.
Bien a vous,
la formagin page 134.
Laboratoires Iaschem Inc.
184, chemin Freeman
Hull, Qc.
582 2B5
TB1: 778 0020
Rapport de laboratoire
19 fevrier, 1990
Fondex Ltke (1-0236)
a/s Diane Myrand
123 Jean-Proulx
Hull, Qc.
Point du prBlGvement : Orignal, Real Estate
Identification de 1'Bchantillon : 900017
RBfbrence: 0-A505
RBsultats
Tableau: Analyses chimiques d16chantillons d'eau. (90-0017)
ParamGtres d'analyse
Mn (mg/L)
K
(mg/L)
Na (mg/L)
Alcalinitk (mg/L en CaC03)
Azote ammoniacale (mg/L)
Azote totale (mg/L)
Chlorures (mg/L)
Conductivit6 (umhos/cm)
Couleur apparente (unitks)
Duretk (mg/L)
Fluorures (mg/L)
Nitrites (mg/L)
Nitrates (mg/L)
pH
Phknols (mg/L)
Sulfates (mg/L)
Sulfures (mg/L)
Turbidit6 (FTU)
Ana1ystes:Michel Blais
Andree Soucy
Dan-iele Prevost
RBsultats
Laboratoires Iaschem Inc.
184, chemin Freeman
.
Hull, Qc.
582 2B5
T61: 778 0020
~ a p p o r tde laboratoire
Fondex Ltee (1-0236)
a/s Diane Myrand
123 Jean-Proulx
Hull, Qc.
Point du prelevement : Orignal, Real Estate
Identification de l'echantillon : 900025
Reference: 0-A505
Resultats
Tableau: Analyses chimiques d'echantillons d'eau. (90-0025)
Paramhtres d'analyse
(mg/L)
(mg/L)
(mg/L)
(mg/L)
K
(mg/L)
Na (mg/L)
Alcalinitk (mg/L en CaC03)
Azote ammoniacale (mg/L)
Azote totale (mg/L)
Chlorures (mg/L)
Conductivite (umhos/cm)
Couleur apparente (unites)
Durete (mg/L)
Fluorures (mg/L)
Nitrites (mg/L)
Nitrates (mg/L)
PH
Phenols (mg/L)
Sulfates (mg/L)
Sulfures (mg/L)
Turbidite (FTU)
Ca
Fe
Mg
Mn
Ana1ystes:Michel Blais
Andrbe Soucy
I
Danihle Prkvost
Rbsul tats
Laboratoires Iaschem Inc.
184, chemin Freeman
Hull, Qc.
Rapport de laboratoire
Fondex Lt6e (1-0236)
a/s Diane Myrand
123 Jean-Proulx
Hull, Qc.
Point du prklPvement : Orignal, Real Estate
Identification de 1'6chantillon : 900028
R6ference: 0-A505
Resultats
Tableau: Analyses chimiques d'6chantillons d'eau. (90-0028)
Param&tres d'analyse
Ca (mg/L)
Fe (mg/L)
Mg (mg/L)
Mn (mg/L)
K (mg/L)
Na (mg/L)
Alcalinitk (mg/L en CaC03)
Azote ammoniacale (mg/L)
Azote totale (mg/L)
Chlorures (mg/L)
Conductivite (umhos/cm)
Couleur apparente (unites)
Durete (mg/L)
Fluorures (mg/L)
Nitrites (mg/L)
Nitrates (mg/L)
PH
Ph6nols (mg/L)
I
Sulfates (mg/L)
Sulfures (mg/L)
Turbidit6 (FTU)
Ana1ystes:Michel Blais
Resultats
LAB REPORT NO.:
ACC UTEST
I
146 Colonnade Rd..
AO-0049
LABORATORIES LTD.
Suite 202. Nepean. Onlario K2E 7Y3
(613) 727-5692
REPORT OF ANALYSES
1
Date:
A t t n : Diane
Project:
J a n u a r y 11, 1990
.Iient:
I
I
I1
(
Sample
Units
Parameter
Fe
mg/L
Mn
mg/L
Hardness
mg/L CaCO,
Alkalinity
mg/L CaCO,
1 - 1
Sample
1 - 2
Sample
2
-
()-A505
Sample
1
2 - 2
Sample
3
-
1
PH
;onductivity
)
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I
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I
FONDEX LTEE
umhos
mg/L
mg/L
Na
T----------mg/L
N-NO2
mg/L
N-NH3
mg/L
so4
mg/L
CL
mg/L
Phenols
mg/L
Turbidity
NTU
Colour
Pt/Co Unlts
Ca
mg/L
-
~
g
mg/L
Tannin & Lignin
mg/L
Total Nitrogen
mg/L
K
mg/L
<1.0
<1.o
<1.o
- ---
ANALYST:
<1 .o
<1.o
LAB REPORT NO.:
ACCUTEST
I
A0-0049
LABOAATOR~ESLTD.
146 Colonnade Rd. Suile 202. Nepean. Ontario K2E 7Y3 (613) 727-5692
REPORT OF ANALYSES
I
I
I
I
I
I
I
I
I
I
I
I
I
m
I
I
Client:
Attn: Diane
Sample
Sample
Units
Parameter
Fe
.Mn
Hardness
Alkalinity
Date:
January 11, 1990
Project:
0-A505
Sample
Sample
Sample
3 - 2
mg/L
mg/L
mg/L CaCO,
mg/L CaCO,
PH
Conduct~vity
- F
umhos
mg/L
mg/L
-
N-NO3
mg/L
N-NO2
mg/L
N-NH3
mg/L
SO4
mg/L
cL
mg/L
Phenols
mg/L
Turbidity
NTU
Colour
Pt/Co Units
Ca
mg/L
Mg
mg/L
Tannin & Lignin
mg/L
Total Nltrogen
mg/L
K
mg/L
-- -
--
<1.0
-
--
-----
---
-
#;r
ANALYST:
//
J
LAB REPORT NO.:
I
I
I
I
ACCUTEST
AO-0182
LABORATORIES LTD.
146 Colonnade Rd.. Suite 202. Nepean. Ontario K2E 7Y3 (613) 727-5692
REPORT OF ANALYSES
Client:
Fondex Ltee
Date:
Attn: Ms. D i a n e M y r a n d
Project:
Sample
Unlts
Parameter
2-3
F e b r u a r y 6,
1990
OA 505
Sample
Sample
Sample
2-4
2-5
2-6
3-3
Sample
Fe
mg/L
0.05
<O .05
<0.05
<O .05
0.05
Mn
mg/L
<O .05
<O .05
<0.05
<0.05
0.21
Hardness
mg/L CaCO,
Alkalinity
mg/L CaCO,
PH
Conduct~vlty
umhos
F
mg/L
Na
mg/L
N-NO3
mg/L
N-NOp
mg/L
N-NH3
mg/L
so4
mg/L
CL
mg/L
Phenols
mg/L
Turbrdity
NTU
26 .O
1.4
2.0
<1.o
<1.O
Colour
Pt/Co Units
2
<2
<2
<2
<2
Ca
mg/L
Mg
mg/L
Tannin & Lignin
mg/L
Total Nltrogen
mg/L
K
mg/L
--
--
-
- ---
-
-
--
-
-
ANALYST:
LAB REPORTNO.:
I
ACCUTEST
LABORATORIES LTD.
146 Colonnade Rd. Suile 202. Nepean. Onlario K2E 7Y3
I
I
I
Ao-0182
(613) 727-5692
REPORT OF ANALYSES
Client:
Fondex Ltee
Date:
February 6 , 1990
Attn: M s . Diane Myrand
Project:
) A 505
Sample
I
1
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I,,
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I
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Parameter
Units
Sample
Sample
Sample
Sample
1-3
Fe
mg/L
(0.05
Mn
mg/L
0.10
Hardness
mg/L CaCO,
Alkal~n~ty
mg/L CaC03
PH
Conductivity
-
,
umhos
mg/L
mg/L
N-NO3
mg/L
N-NO2
mg/L
N-NH3
mg/L
so4
mg/L
CL
mg/L
Phenols
mg/L
TUrbldity
NTU
1.9
Colour
Pt/Co Units
2
Ca
mg/L
Mg
Tannin & Lignln
Total N~trogen
K
-
mg/L
mg/L
mg/L
-mg/L- - -
- --- ---- - - -- -- -----
----
-
--
-
ANALYST:
--
APPENDIX "C"
Recommended Procedure For the
Cementing in-Place of a Production
Line Casing on Water Wells
RECOMMENDED PROCEDURES FOR THE CEMENTING
IN PLACE OF A PRODUCTION LINE OF CASING ON WATER WELLS
The annular open space on the outside of a well casing
is an area where undesirable surface water and contamination may
gain access to a well.
One of the most satisfactory ways of
eliminating this hazard is to fill this annular space with neat
cement grout.
To accomplish this it is important to see that:
1.
the grout mixture is properly prepared,
2.
the grout material is placed in one continuous
operation,
3.
the grout material is placed upwards from the bottom of
the space to be grouted.
Neat cement grout should be a mixture of cement and
water in the proportion of 100 lbs. of cement to 5 or 6 gallons
of clean water.
Care should be taken to avoid using excess water
as it has a weakening effect on the cement strength.
Hydrated
lime to the extent of 10% of the volume of cement may be added to
make the grout more fluid and thereby more easily pumped.
Mixing
of cement or cement and hydrated lime with water must be
II I
thorough.
Sand to the extent of not more than two parts (by
weight) of sand to one part of cement may be used if the area to
be filled is substantial.
GROUTING PltOCEDUItE
Before starting the operation, all materials should be
on hand and assistance should be available, to accomplish grout
placement without interruption.
It is recommended that the
minimum clearance at any point, including couplings, should not
be less than 1 1/2 inches (3.81 cm).
As the grout moves upward
it usually picks up some loose material in the annular space,
therefore it is desirable to waste a quantity of the grout which
first emerges from a drill hole.
In grouting a well there are five general procedures
that may be followed:
Gravitv Filling
Under some conditions, placement by gravity is
practical and satisfactory.
Gravity installation without the aid
of a tremie or grout pipe should not be used unless the interval
to be grouted can be seen clearly.
In no instance should it be
done beyond 30 feet (9.14 m) of depth.
Only by visual
observation can there be assurance that grout introduced in this
way is properly and uniformly distributed and properly tamped in
place from surface.
2.
Tremie Method
Grout material can be placed by tremie pouring after
sufficient water or other drilling fluid has been circulated in
the annular space to clear obstructions. The tremie method
should only be used where there is a minimum annular space of 3
inches (7.62 cm) between the outside of the inside casing and the
inside surface of either the outer casing or the bore hole.
The
minimum size of tremie pipe should be 2 inches (5.08 cm) inside
diameter.
When making a tremie pour, the tremie pipe should be
lowered to the bottom of the zone being grouted, and raised
slowly as the grout material is introduced.
The tremie pipe
should be kept full continuously from start to finish of the
grouting procedure, with the discharge end of the tremie pipe
being continuously submerged in the grout until the zone to be
grouted is completely filled.
3.
Pump Placement
-
Exterior of Casins Method
Grout materials can be placed by a pumping method only
after sufficient water or other drilling fluid has been
circulated in the annular space to clear obstructions.
The grout
is released in the annular space between the inner and outer
casing or the inner casing and the bore hole.
The grout pipe
should have an inside diameter of at least 1 inch (2.54 cm).
Grout should be placed from bottom to top in one continuous
I
I
I
I
operation.
The grout pipe may be slowly raised as the grout is
placed but the discharge end of the grout pipe should be
submerged in the grout at all times, until grouting is completed.
In the event of interruption in the grouting operation, the
bottom of the pipe should be raised above the grout level and
should not be resubmerged until all air and water have been
displaced from the grout pipe and the pipe has been flushed clear
with clean water.
4.
Pump Placement
-
Throuah the Casina Method
(a) With the casing suspended at least 16 inches (40.6 cm) from
the bottom of the hole, grout can be placed by the 2-plug
cementing method, after sufficient water and/or drilling
fluid has been circulated in the annular space to clear
obstructions. The first spacer plug ( 8 inches (20 cm) to
12 inches (30 cm) long), which should be drillable such as a
plaster-type material, is inserted in the casing and the
casing recapped.
A measured volume of grout which should be
of sufficient quantity to grout the casing in place is
pumped in through the cap.
The casing is then uncapped, a
second plug is inserted, and the casing recapped.
A
measured volume of water (slightly less than the volume of
the casing) is then pumped into the casing above the top
plug pushing it to the bottom of the hole, forcing the grout
out the bottom of the casing and up into the annular space.
The water in the casing should be maintained for a minimum
of 24 hours or until the grout has set.
Once the grout has
fully set, the plugs are drilled out and drilling resumed.
(b) A similar procedure is also used whereby no lower plug is
installed.
In this case the casing need only be suspended
about 8 inches (20 cm) off the bottom
.
A sufficient
quantity of grout is pumped into the casing (filling from
the bottom upward) to fill the annular space.
A plug is
then placed in the casing, the top of the casing capped and
a measured volume of water, slightly less than the volume of
the casing, is pumped into the casing above the plug pushing
it to the bottom, forcing the grout out the bottom of the
casing and upward into the annular space. Again, the water
in the casing should be maintained until the grout has set,
at which time the plug is drilled out and drilling resumed.
A third variation to this method is to discharge a small
quantity of grout (sufficient to fill the bottom 5 feet (1.5
m) of the hole) with the casing suspended off bottom about 8
inches (20 cm) following which the casing is filled to
surface with water leaving the 1 inch (2.54 cm) grout pipe
submerged in the grout at the bottom.
The top of the casing
is then capped and the pumping of grout continued.
The
water pressure in the casing forces the grout to move out
the bottom of the casing and up the annular space to
surface. Again the water in the well should be maintained
until the grout has set.
After the grout has fully set,
continuation of drilling can Ccxnmence.
(d) Also available to assist with the installation of grout down
through the casing are drillable float shoes for attachment
to the bottom of a casing (devices fitted with check
valves).
The grout pipe is threaded into the float shoe and
the grout pumped directly through the bottom of the casing
and upward though the annular space until it reaches the
desired level.
Upon completion the grout pipe is unthreaded
from the float shoe, removed from the well and flushed
clean.
After the grout has fully set the float shoe is
drilled out and drilling resumed.
5.
Grout Dis~lacementMethod
The hole is filled with the estimated volume of grout
required to fill the annular space.
The casing, fitted at the
bottom with a drillable plug, is lowered through the grout to the
bottom of the hole.
Centering guides, welded to the outside of
the casing are also recommended to assure proper centering of
casing in the hole.
If necessary, to maintain the bottom of the
casing at the bottom of the hole, the casing should be filled
with water.
In some cases it may also be necessary to apply
additional load inside the casing with drill rods or drill bar
(to firmly hold it on bottom and vertical).
The load should be
maintained until the grout has set, after which the plug in the
bottom of the casing is drilled out and drilling continued.
This
method is only recommended for wells not more than 100 feet (30.5
m) deep.
Conclusion
It is recommended that grout be allowed 3 to 7 days to
set before the well is completed and the pump installed.
A
waiting period of 24 to 36 hours is required if quick-setting
cement is used (this varies with types of cement).
II
I
Whether
grouting between two casings or a casing and the bore hole wall,
a clearance of at least 1 1/2 inches (3.81 cm) completely
surrounding the pipe is recommended.
Diagrams of the different methods are attached,
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- t n l
Attach.
2. TAEMIE METHOD
1. GRAVrrY RUING
I
*-,
TAMRNG PIPE
\II
GROVT DUMPED
IN BY HAND
1
I
I
v-
GROUT
I
'
TREWE RPE
OR URGER
DRILLED H a € . DIA. A T
LEAST '
3 URGER THAN
WELL CASING
AT LEAST 5' U R G E R
WELL CASINO
-.
-
IF A CAVING FORMATION IS
-ENCOUNTERED AN OUTER wa
CASING SHOULD BE INSTALLE
11 (::;!$
. . .. t~--------i
----
NOH-CAVING F ~ + ~ ~ A T I ~ ~ - - - ~ - ~ ~
CASING WEIGHTED WITH
WATER OR MU0 FLUID
CASING WEIGHTED WIT\
WATER OR MUD FLUD
CASING RESTS
THE B o n o M
-
w
CEUEN1 GROUT
CASING RESTS ON THE B O l 7 0 h
The annL.al soace IS cemenlea by
OOullnp ~ " o uInrougn
l
r Dope lorere#
'n Ibe 171u(a1 smce hllstar the ca$,ng
Tne woe .s er~seaQurlnp tee 00~1.
ho-evet ne o ~ x n a r q eend must
@ c u matwars suomer~ea
(he annulat soace IS -~JVICO BY
mmoonp tnt cement g@out1.e.n surlace
and l a m ~ n pQINIV
a
n D O ~ C Ct t m sur(ace
Should onlv M used to cement m 30.
or less 01 cavnp
3. PUMP PLACEMENT-EXTERIOR OF CASING METHOD
GROUT
DRILLED HOLE. DIA.
A T LEAST 3" LARGER
l h A N W€LL CASING
.
Y.ELL CASING
C \SING WEIGHTED W T H
WATER OR MUD FLUID
I
.
- CEMENT GROUT
CRILLABLE PLUG
The annular soace
cemnle4 by
lOWled
annutar apace ovtrac me c a m p
IS
m
n
Q
Q f O d WOu@ 1P W
m
me
4. PUMP PLACEMENT-THROUGH
THE CASING METHOD
4.(s) TWO PLUG PROCEDURE
GATE VALVE OPEN
VALVE CLOSED
CEUENT GROW
WATER OR MUD F L U 0
tST SEPARATM PLUG
2ND S E W T O R
PUKi
WATER OR MUD FLUID
CEUENT GROVI
IST SEPARATOR P L W
4.(b) ONE PLUG PROCEDURE
I
1
VALVE CCOSED
UNTIL GROW SETS
I
R U D
,
SEPARATOR RLG
CEMENT OROVT
1ND STEP
Ahrt swnvnnt growl ta pwmooa Inlo the lower
pa11ot IM crsng r plug 8s m o v e d aorn b y l ~ u d
POUUIO
m o v e I U C ~ mo c r m n t grout mlo t~
onnutat space
9
I
4. PUMP PtACEMEKT -THROUGH THE CASING METHOD
I
(~ont'd.)
4 . t ~ ) NO PLUG OPEN END CASING PROCEDURE
S T W I N O BOX OA WELL
SEAL USED TO PERUIT
Llf TIN0 OF GROUT PIPE
b 3 L L E O H&E DIA. A 1 LEA
f' LARGER T H A N WILL C
WELL CASING
FLUSHED CLEAN
CASING CILLED WITH
WATER OR uyg FLUID
GROUTING C O U R E T E D
.I
G*uul 6 tvwtnt*ral @8v,-**,a~~*
S I I ~ flu* d l c * u # s ~
.ttm*.I
Vlulrr
;lad
II@W~
. .11
I*IW
I.,
*.t.,t*
~v,oul1.w
,,I
t-~t~,"n
.I
~ua,.-k.r UJ, r
%n*41 la I~~#IIIUC~IIIIU~",II
a)#u,,~
w l * r l : ~ ~ t ~ *10~.8 ~I~*I~&~UI
~,. ' l ~ ~ l
>l1lW .I8 Ih' l M l l l l V I l OI lhl. CDSm(1
l $ r e ~ ,r.ul
r
m l m ~II@IUI.~
~P.>I
F
WATER
II,.~I
APPENDIX "D"
Treatment Devices For Some
Common Water Quality Problems
Extract from
"Water Wells and Groundwater
Supplies in Ontario"
Environment Ontario Publication
Second Reprinting, 1989
8. HOME TREATMENT DEVICES FOR SOME COMMON
WATER QUALITY PROBLEMS
HARDNESS
Hardness or "hard water" as it is frequently called is a common
characteristic of ground water in most areas of southern Ontario.
Ground water as it moves through limestone bedrock or carbonate-rich
overburden dissolves calcium and magnesium compounds which cause
hardness. High hardness is a nuisance resulting in a scale formation on
kettles, it prevents soap from lathering and it can result in a dingy laundry. Two common water-treatment processes exist which can be used as
corrective measures; these are water softeners and soluble phosphate
additives.
Water Softeners
In a softening unit (Figure 19),
hardness is removed from
water by a process called ion
exchange. Water flows over an
ion exchange resin (synthetic
zeolite) that is charged with
sodium ions. The calcium and
magnesium ions in the water
are traded for sodium ions,
thus making the water soft.
When most of the available
sodium ions in the exchange
resin have been replaced by
calcium and magnesium, the
unit must be regenerated with
brine (concentrated salt solution). Some of the newer water
softeners are fully automatic
and regenerate themselves on
a predetermined time cycle.
Softeners are available in many
sizes. Sizing is determined by
the amount of water used, the
hardness of the water and the
frequency of regeneration.
Figure 19.
Water Softener
Greensand Filters
Water softeners increase the sodium content of the water up to 46 mg/L
sodium for each 100 mglL of hardness removed. Those individuals on a
low sodium diet or with high blood pressure (hypertension) or heart
disease should consult their physician before drinking softened water on
a daily basis.
Greensand filters are an effective means for removing iron and
manganese concentrations of up to 5-10 mg/L. The greensand media
provides oxygen to the water passing through it. This oxidizes these
metals resulting in their precipitation and filtration by the greensand.
These filters need to be backwashed and have their oxygen supply
regenerated on a regular basis in order to ensure their continued effectiveness. This is achieved by flushing with a large volume of water and
then rinsing the greensand with a solution of potassium permanganate.
Soluble Phosphate Additives
Phosphate additives are available for water softening. These softeners
are added to hard water to prevent it from reacting with soap or
detergent to form a scum. These softeners help keep the carbonates in
their dissolved form rather than remove them and thus a scale can still
form in kettles, etc.
The well water system must be able to provide large volumes of water
to backwash the filters. If such volumes cannot be provided it will be
necessary to use one of the other treatment methods. The presence of
iron or methane organisms in the water can cause a slime buildup on
the greensand reducing its effectiveness. It may be necessary to
chlorinate the water before it enters the filter to kill the bacteria.
IRON AND MANGANESE
Ground water frequently contains iron and manganese in a colourless,
dissolved form. Concentrations of iron in excess of 0.3 mg/L and
manganese in excess of 0.05 mg/L are of concern for aesthetic reasons
(see Table 5). When iron and manganese solutions come in contact with
air (oxygen), the iron and manganese precipitate. This results in the
staining of plumbing fixtures and laundry, and in discoloured or "rusty"
water because of the presence of flakes of these metal oxides.
Manganese stains are usually a blacker brown than those of iron and
may be further distinguished by their ready solubility in mildly acidified
hydrogen peroxide. Even a 50-50 mixture of vinegar and drugstore
peroxide will remove the stains. Stronger reagents such as those for
cleaning water softener resins may be needed for iron stains, particularly if they have been dried, heated or are considerably aged.
Polyphosphate or Silicate Additions
Polyphosphate is effective in controlling iron and manganese concentrations of up to 2-5 mg/L. A concentrated solution of polyphosphate is
added to the water supply by a chemical feeder. The polyphosphate
stabilizes the metals, thus preventing them from oxidizing and coming
out of solution. There are two limitations to this method; first it will only
prevent the metals' ions which have not as yet been oxidized from oxidizing and second, the polyphosphate may break down when the water
is heated in a water heater, thus reducing the effectiveness of the
polyphosphate. Silicate solution addition works similarly. but requires a
simultaneous chlorine treatment to work effectively. Treatment using liquid silicates with a ratio of 3.25 Si O,/Na, 0 can achieve better stablization as is often the case with municipal supplies.
Several methods are available which either remove or control these
metals - some of these are discussed below.
Water Softeners
Aeration and Settling or Filtration
This method involves aerating the water in order to oxidize the iron and
manganese, thus causing them to precipitate. The resulting precipitate
is then either allowed to settle in a tank or is removed by filtering. This
method is very effective; however, it may require additional chlorination
to cope with excess bacteria introduced by aeration effects.
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Water softeners will remove concentrations up to 2 mglL of iron and
manganese from the water. it is necessary to maintain the metals in
their dissolved forms, by keeping the oxidation to a minimum, otherwise
the softener will rapidly become clogged. For this reason, it usually is
preferable to remove iron and manganese from the water before it
enters the softener. Should resins become filled with these minerals.
proprietary formulations containing dithionate and bisulphite chemicals
may be obtained for occasional resin bed treatment to restore the
operating capacity.
should not be used for mixing formula for bottle-fed infants under 6
months.
Chlorination-Filtration Units
When the concentration of nitrate is high, the source of the problem
should be identified and remedial measures taken wherever possible.
Remedial measures may involve removing the source of the nitrates,
providing better well protection and maintenance or possibly having a
well replaced.
Chlorine is a strong oxidizing agent and also acts as a disinfectant. The
addition of a chlorine solution to the water will oxidize the iron and
manganese causing it to precipitate. The water must then be passed
through a filter such as sand to remove the metal precipitate. Wherever
chlorine tastes and odours need removal, a bed of activated charcoal
can be used following iron and manganese removal.
Chloride, sulphate and nitrate can be removed from the water supply by
various demineralization processes, one of which is reverse-osmosis.
CHLORIDE, SULPHATE AND NITRATE
Reverse-Osmosis Units
Ground waters with chloride and sulphate concentrations in excess of
250 mglL and 500 mg1L respectively, and nitrates in excess of 10 mg/L
as nitrogen are not desirable for domestic water supplies. High chloride
concentrations are readily identifiable by a salty taste in the water.
Drinking water with high chloride concentrations is not harmful to
health; however, high chloride concentrations are nearly always accompanied by high sodium concentrations. Individuals on a low sodium diet
or with high blood pressure (hypertension), renal, or heart disease
should consult their physician before consuming water on a daily basis
with sodium concentrations over 20 mglL.
In a reverse-osmosis unit, mineralized water is forced through a semipermeable membrane. The membrane passes fresh water
the
minerals are left behind. These units are generally expensive and will
only treat a few litres of water per day, enough for drinking and cooking.
If a larger supply of water is needed, it may be necessary to either find
a new water source, or else add additional treatment units to the
system.
High sulphate concentrations in water produce harsh tastes and can
have a laxative effect for individuals who are not accustomed to such
waters.
High nitrate concentrations in water are often indicative of pollution.
Nitrate is produced by bacterial action on human and barnyard waste,
by fertilizers and by the decomposition of plant matter. The presence of
fecal coliform bacteria in the water in addition to nitrate indicates that
the source of nitrates is likely septic tanks, or cesspools or barnyard
wastes. High nitrate content may cause an oxygen-starved condition in
bottle-fed infants under 6 months known as methemoglobinemia. The
Ministry of the Environment publication "Ontario Drinking Water Objectives" states that: "Nitrate poisoning from drinking water appears to be
restricted to susceptible infants; older children and adults drinking the
same water are unaffected. Most water-related cases of methemoglobinemia have been associated with the use of water containing more
than 10 mglL nitrate (as N)." Well water with 10 mglL or more of nitrate
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BACTERIA, PROTOZOA AND VIRUSES
Only a few of the many different kinds of bacteria, protozoa and viruses
are pathogenic (diseasetausing). Ground water for the most part does
not contain any of these harmful organisms unless it has become
polluted by surface water or seepage from sewage facilities.
Well contractors are required under Ontario Regulation 612184 to seal
the upper portion of wells so that surface water or seepage from septic
tanks, privies or cesspools cannot enter the well. Many wells, particularly those that are dug or bored become polluted because the upper portion of the well between the casing and the borehole is not carefully
sealed. For additional information on sealing the annulus of wells (see
Section 9 and Figures 3a and 3b).
The procedure for verifying whether your well water is bacterially safe to
drink is discussed under the headings "Microbiological Analyses" (Page
55) and "Interpretation of Microbiological Analyses" (Page 58).
If the source of the contamination appears to be septic tank effluent or
barnyard wastes, an alternative source of water supply should be found
or a commercial water purifier should be installed. The user is cautioned that such waters may also contain high nitrate concentrations. This
should be verified especially where there are infants in the household.
The equipment used to disinfect drinking water is discussed below.
chlorine is usually recommended. Chlorination-filtration units are effective in controlling iron bacteria in the distribution system.
Following the installation of a water treatment unit, the water should be
retested to ensure that the unit is working properly.
Hydrogen sulphide is a gas that can be recognized by its disagreeable
"rotten-egg" odor. Water containing hydrogen sulphide is also corrosive
and will attack the plumbing system.
HYDROGEN SULPHIDE AND SULPHATE-REDUCING BACTERIA
Home Water Treatment Devices
The Ministry of the Environment has published a guideline entitled "lnformation on the Use of Home Water Treatment Devices" which
discusses the integrity of water treatment devices and their claims for
removal of health-related contaminants in drinking water. This guideline
and a "companion" consumer bulletin sheet entitled "Water Fit to
Drink" .are available from your nearest office of the Ministry of the
Environment. The bulletin sheet may also be obtained from the Ministry
of Consumer and Commercial Relations.
IRON BACTERIA
lron bacteria occur in ground water. They are non-injurious to health but
are nuisance organisms that can cause plugging of water-bearing formations and well screen openings. lron bacteria can be transported on
drilling tools from one location to another. Well contractors are required
to disinfect all new wells they construct and they should chlorinate any
water used in preparing drilling fluids or in other construction purposes
associated with the well.
lron bacteria produce accumulations of slimy clogging masses and
cause the precipitation of iron and manganese. The combined effect of
the growth of these organisms and the deposition of iron can completely plug a well screen in a relatively short time.
Chlorine is an effective means of controlling iron bacteria. The chlorine
kills the bacteria destroying the slime deposits on the well screens and
in the surrounding aquifer but at a very slow rate, so prolonged exposure times are required (see Appendix E for instructions on
chlorinating an existing well). Unfortunately, iron bacteria are difficult to
eradicate permanently and treatment of the well may have to be
repeated periodically. To rid a well of iron bacteria, you may have to hire
a well contractor who is experienced in handling strong solutions of
chlorine. Shock chlorination of the well with at least 500 mglL available
Some ground water which contains natural concentrations of sulphate
may also contain sulphate-reducing bacteria. These bacteria change the
sulphate to corrosion-promoting hydrogen sulphide. Such sulphide may
directly create substantial thicknesses of air-corrodable sulphides out of
contacted metal surfaces, and may also revert back :o corrosive
sulphuric acid at susceptible air-interface surfaces. The formation of
hydrogen sulphide and sulphuric acid makes the water more corrosive
and speeds up the attack on metals.
Sulphate-reducing bacteria favour warmth and require no oxygen to live
(anaerobically). Since hot water contains less oxygen than cold water,
the bacteria can infest hot water tanks. Their presence can be
suspected if a hydrogen sulphide "rotten-egg" odor is noted coming
from the hot water taps only.
Chlorination-filtration is a satisfactory way of removing hydrogen
sulphide from water (see lron and Manganese, Page 62). The chlorine
oxidizes the hydrogen sulphide and forms a precipitate of sulphur; it
also removes any sulphur bacteria present in the water. The sulphur
precipitate is removed by a sediment filter and excess chlorine in drinking water is removed by an activated carbon filter.
These bacteria and hydrogen sulphide may also be removed by superchlorination followed by dechlorination with a carbon filter. Bubbling air
through the water and splash aeration (running water over baffles while
it is exposed to the air) also helps to get rid of the hydrogen sulphide
odor.
Table 7 from the Water Well Journal (July, 1979) presents advantages
and disadvantages of various methods of treating hydrogen sulphide.
TABLE 7: CONVENTIONAL HYDROGEN SULPHIDE TREATMENT
METHODS
(WATER WELL JOURNAL JULY, 1979)
-
METHOD
ADVANTAGES
DISADVANTAGES
Oxidizing filters
(potasium
permanganate)
"greensand" filters
Can remove up to
6 mglL of sulphide
Sulphur clogs
filter
Chlorination
Quick and effective
Well contamination from the leakage or spillage of petroleum products is
an extremely difficult and expensive problem to rectify because of the
following characteristics of petroleum products:
1. They are relatively stable and will not readily decompose in the
subsurface.
2. They are capable of travelling long distances with ground water, both
Extra equipment
needed. Potentially
corrosive water
produced. Chlorine
residual taste.
-
Ozonation
Quick and effective
Aeration
No chemicals required Prolonged contact
times. second tank
required for
repressurizing water.
Space required for
aeration units. Must be
protected from
freezing.
Activated carbon
filtration
GASOLINE AND OIL
Removes mild taste
and odor problems
caused by H,S
Hiah initial cost
Useful only in concentrations less than
1 mglL
as a liquid and in solution.
3. They will adhere to soil particles and be released only slowly by the
flushing action of infiltrating precipitation.
4. They will release explosive vapors which for example are a concern
when handling contaminated materials.
Small quantities of a petroleum product in water will affect its taste and
odor and render it unfit for use. The best solution to this problem is one
of prevention.
Where a leak or spill occurs or should a petroleum-like taste or odor be
detected in a water supply, it should be reported immediately to the
local Ministry of the Environment Regional Office. Depending on the
local hydrogeology, the volume involved and the hydrocarbon concentrations, clean-up procedures can be very elaborate and costly. They may
involve the excavation and removal of the contaminated soils to an approved landfill site or they may simply involve adding an activated carbon filter to the water distribution system. In many instances, maintaining aerobic conditions by frequent intermittent aerations down the well
has been found useful for accelerating decontamination from hydrocarbon products.
GAS (METHANE)
Many water wells, particularly in southwestern Ontario, yield water containing some natural gas. Natural gas escaping into an enclosed well pit
or pumphouse has been known to cause explosions and fires. A well
containing natural gas should be sealed at the top and fitted with an air
vent that dispels the gas into the atmosphere. The vent should be at
least 2.5 metres above ground level.
.
Sometimes, if a strong flow of natural gas is encountered, it is
necessary for well contractors to leave the well site for a short period
during which time the gas is allowed to flow to the atmosphere
unrestricted. Signs warning of the presence of explosive gas should be
posted at the site. The presence of natural gases in a well should be
recorded by the well contractor on the Water Well Record.
Natural gas may also cause well pumps to lose their prime. A gas
separator diverting gas away from the pump intake will protect the pump and improve its operation (Figure 20). In addition,
because all the gases may not be released immediately in the well, it
may be necessary to vent the pressure tank, hot water tank or water
treatment devices to the atmosphere to prevent a buildup of gases
within the distribution system. Unreleased methane gas may impede oxidative water treatment processes i.e., the fouling of iron and
manganese filtration units. The use of aeration and activated carbon
filters will remove any gas which may enter the distribution system. Considerable care should be taken whenever work is done on a well that
produces gas because of the possibility of an explosion.
SUBMERSIBLE PUMP
Gas in Shroud
Figure 20.
Gas Separators
TURBIDITY
In some new wells the water is turbid or cloudy. This results from a fine
suspension of clay, silt or organic matter in the well water.
The particles should eventually settle to the bottom of the well. Pumping
the well will develop it further and the problem should disappear. Where
turbidity persists, it may be necessary to add a filter to remove the fine
particles.
Filters
Sand and diatomite filters are commonly used to remove finegrained particles in water. A diatomite filter consists of a filter cake of
diatomaceous earth. Water is forced through the filter removing all turbidity. The filter should be backwashed regularly to maintain its effectiveness. Other filters which are used include, carbon cloth, porous
stone, and paper. These filters come in cartridges which can be added
to the water lines. The cartridge is replaced periodically. Most water
conditioning companies carry a variety of filters and are a good source
of information on turbidity related problems.
APPENDIX "El'
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TESTING & INSPECTION
CONCRETE
ASPHALT
GEOTECHNICAL SPECIALISTS
STEEL
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LC-.,
SOILS
PILING
SLOPES
-I'ONIIEX
CONSULTING ENGINEERS
SUBSOIL INVESTIGATION
ESTATE RESIDENTIAL LOTS
LAFRENIERE ESTATES
L'ORIGNAL, ONTARIO
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PREPARED FOR
L ' ORIGNAL REALTY COMPANY
PROJECT NO. : 0-561 7-S
APRIL 2, 1981
1 124 CUMMINGS AVENUE, OTTAWA, ONTARIO K l J 7R8 TELEPHONE 746-1 122
.
TABLE OF CONTENTS
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PAGE
SUMMARY
1
1.
S I T E AND PROJECT DESCRIPTION
3
2.
F I E L D WORK AND SUBSOIL
3
3.
RECOMMENDATIONS
4
APPENDIX
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APPENDIX ' A '
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Table I
APPENDIX ' B '
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The E n v i r o n m e n t a l P r o t e c t i o n Act, 1971
S I T E PLAN
Summary o f T e s t P i t D a t a
DWG. 1
Page 1
SUMMARY
The proposed r e s i d e n t i a l development i s low l y i n g a t t h e
south boundary, then r i s e s g e n t l y t o a h i g h p o i n t j u s t n o r t h o f Jacquot
Street, f o l l o w e d by a g e n t l e downward slope towards t h e northern boundary.
Groundwater f l o w and surface water drainage i s t o t h e Ottawa
River from t h e h i g h p o i n t north.
Drainage of the south s i d e o f t h e p r o p e r t y
i s i n a south w e s t e r l y d i r e c t i o n t o a water course'adjoining t h e r e a r o f t h e
lots.
The water course u l t i m a t e l y empties i n t o t h e Ottawa River.
The s u b s o i l i s predominantly t o p s o i l o v e r l y i n g s i l t t i l l .
A
sand l a y e r was encountered between t h e topsoi 1 and s i 1t t i 1 1 i n t h e c e n t r a l
higher p o r t i o n o f t h e s i t e .
S i m i l a r l y , an intermediate c l a y l a y e r was found
i n t h e southeast corner.
Shallow bedrock was encountered i n the southern p o r t i o n and
i n the northeast area.
The permanent water t a b l e could n o t be e s t a b l i s h e d because
o f Spring thaw c o n d i t i o n s a t t h e time of undertaking t h e f i e l d work.
A normal t i l e f i e l d i n s t a l l a t i o n i s envisaged f o r most o f
the s u b d i v i s i o n l o t s .
The recommended p e r c o l a t i o n r a t e f o r t h e s i l t t i 1 1 i s
t = 40 minutes, w h i l e t h e recommended r a t e f o r c l a y s u b s o i l s i s t = 60 minutes.
Raised t i l e beds i n areas of shallow bedrock should be
constructed o f well-graded f i n e t o medium sand.
r a t c f o r imported sand i s t
= 15 minutes.
The recommended p e r c o l a t i o n
Page 2
The above p o i n t s a r e described i n d e t a i l i n t h e f o l l o w i n g
report.
Page 3
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1.
SITE AND PROJECT DESCRIPTION
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I t i s understood t h a t r e s i d e n t i a l l o t s w i t h an area exceeding
one h a l f hectacre a r e t o be developed i n t h e area known as L a f r e n i e r e Estates
i n t h e Town o f L ' O r i g n a l , Ontario. South of Lecours Street, t h e l o t s a r e
wooded b u t t h e l a n d i s low l y i n g and wet.
However, n o r t h o f Lecours S t r e e t
t h e l a n d r i s e s g e n t l y t o a h i g h p o i n t on t h e east-west l e g o f Jacquot S t r e e t
then drops o f f g e n t l y towards F r o n t S t r e e t .
The groundwater f l o w and surface water drainage w i l l be
n o r t h towards t h e Ottawa River, n o r t h of the p o i n t of h i g h l a n d and t h e f l o w
w i l l be i n a south w e s t e r l y d i r e c t i o n t o a water course a d j o i n i n g t h e r e a r
o f t h e l o t s south o f Lecours S t r e e t .
U l t i m a t e l y , the water course empties
i n t o t h e Ottawa River.
A s u b s o i l i n v e s t i g a t i o n was undertaken t o e s t a b l i s h t h e
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s u b s o i l c o n d i t i o n s r e l a t i n g t o t i l e f i e l d disposal systems f o r domestic
sewage e f f l u e n t .
2.
FIELD MORK AND SUBSOIL
The f i e l d work, which consisted of 15 backhoe t e s t p i t s t o
depths i n excess o f 2000 mm o r t o refusal on bedrock, was c a r r i e d o u t on
March 26, 1981.
General ly, t h e 1and i s 1OW l y i n g and wet south o f Lecours
Street, as a r e s u l t o f Spring r u n - o f f .
Elsewhere, t h e l a n d r i s e s t o a h i g h
p o i n t n o r t h o f Jacquot S t r e e t , then slopes g e n t l y downward towards F r o n t S t r e e t .
Page 4
0-561 7-S
The s u b s o i l i n t h e proposed s u b d i v i s i o n area i s , t y p i c a l l y ,
250 mm o f t o p s o i l o v e r l y i n g very dense s i l t t i l l . The exception occurs i n
the c e n t r a l p o r t i o n o f t h e s u b d i v i s i o n where a f i n e t o medium sand l a y e r o f
about 500 nun i n thickness was found between t h e t o p s o i l and s i l t t i l l s t r a t a .
S i m i l a r l y , a 1000 mm l a y e r o f c l a y was encountered betsween t h e above mentioned
s t r a t a i n t h e southeast corner o f t h e s i t e .
Shallow bedrock occurs a t t h e s o u t h end o f t h e s i t e along
Lecours S t r e e t (TP #1, 2, 4), and s i m i l a r l y i n t h e n o r t h e a s t corner i n t h e
v i c i n i t y o f t h e L a l i b e r t e and Davidson S t r e e t i n t e r s e c t i o n (TP #7, 9, 10).
The s u b s o i l encountered a t each t e s t p i t l o c a t i o n i s described
i n d e t a i l i n the Summary o f Test P i t Data, Table I,Appendix 'A'.
l o c a t i o n s a r e g i v e n on t h e S i t e Plan, Dwg. 1.
Test
The 1ong term water t a b l e c o u l d n o t be e s t a b l i s h e d due t o the
Spring thaw c o n d i t i o n a t t h e time t h e f i e l d work was c a r r i e d out.
However,
a s i m i l a r study c a r r i e d o u t on t h e adjacent p r o p e r t y i n d i c a t e d a water t a b l e
about 1370 m below grade near t h e end of May (Fondex Report 0-5372-S,
May 24,
1979).
3.
RECOMMENDATIONS
Based on t h e t e s t p i t data, i t i s expected t h a t f o r t h e most
p a r t , a normal t i l e f i e l d disposal system can be i n s t a l l e d .
Where t h e s u b s o i l
c o n s i s t s o f t o p s o i l o v e r l y i n g sand o r s i lt ti 11 w i t h bedrock a t a depth o f
0-561 7-S
Page 5
1500 mm o r more below grade, t h e r e w i l l be no need t o impopt sand fill
f o r t h e leaching bed. The p e r c o l a t i o n r a t e recommended f o r determining t h e
t i l e f i e l d requirements f o r t h e above mentioned c o n d i t i o n s i s t = 40 minutes.
Where bedrock was encountered a t a shallow depth (TP # I , 2, 4,
7, 9, lo), i t w i l l be necessary t o p r o v i d e a r a i s e d leaching bed t o comply
w i t h t h e requirements of t h e Environmental P r o t e c t i o n Act, 1971. Among o t h e r
things, Clause 21 o f t h e Act s t a t e s t h a t a r a i s e d t i l e bed i s r e q u i r e d where
bedrock, water t a b l e o r impervious s o i l i s encountered w i t h i n 1500 mm o f the
e x i s t i n g grade anywhere i n t h e t i l e bed area. For t h i s information, and o t h e r
design data you may require, t h e Act has been reproduced and i s included i n
Appendix ' B ' of t h i s r e p o r t .
The sand imported f o r t h e r a i s e d t i l e bed should be w e l l
d r a i n i n g s o i l i s n o t acceptable.
A coarse f r e e -
and 10 -5 cm/sec.
graded, w i t h a p e r m e a b i l i t y o f between
For design purposes, a r a i s e d t i l e bed may
be designed using a p e r c o l a t i o n r a t e t
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15 minutes.
For t h e low l y i n g l o t s i n the area of Lecours Street, some l o t s
w i l l r e q u i r e a r a i s e d t i l e bed due t o t h e presence of bedrock a t a r e l a t i v e l y
shallow depth. I n areas where shallow bedrock was n o t encountered and adequate
surface drainage w i l l be a v a i l a b l e , i t w i l l be p o s s i b l e t o provide a normal
t i l e f i e l d installation.
However, i n t h e c l a y s o i l s , i t i s reconmended t h a t
a p e r c o l a t i o n r a t e t = 60 minutes be used t o estimate t h e t i l e f i e l d
requirements
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;,b
C l i e n t (4)
%
.,
.3
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*>,.,-
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1
3 .1
,-. < ,,'
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r-:
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APPENDIX ' A '
TABLE I
SUMMARY OF TEST P I T DATA
Page 1
APPENDIX ' A '
SUMMARY OF TEST PIT DATA
TABLE I
LAFRENIERE ESTATES
L'ORIGNAL, ONTARIO
TEST PIT NO.
LOCATION
1.
l o t s 23/
0
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400
400-1 200
DESCRIPTION
COMMENTS
Topsoil
w/l i n test p i t @
1050 m depth a f t e r
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S i 1t T i 11
very dense,
grey, frequent limestone
2 hrs.
cobbles, sandy, very
moi s t/wet.
1200
Lots 21/
O
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Bedrock
backhoe.
200
200-600
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refusal t o
Topsoil
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S i l t T i 11
very dense,
brown, frequent gravel
Test p i t dry
upon completion.
sizes, sandy, moist.
600-900
Bedrock
- weathered
1imes tone, refusa 1 t o
backhoe.
Lots 26/
27
0
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300
300-1375
Topsoil
Surface water
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S i l t y Clay
very s t i f f ,
red/grey, f r i a b l e , very
moist.
1375-2100
S i l t Till
-
very dense,
grey, frequent gravel
and cobbles, sandy and
2100
cohesive, wet.
End of t e s t p i t
refusal.
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no
entering t e s t p i t .
Area i s low l y i n g
w i t h pockets o f
surface water.
.
0-561 7-S
TEST PIT NO.
LOCATION
4.
L o t s 20/
21
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Page 2
DESCRIPTION
0
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225
225-1050
Topsoil
COMMENTS
- very
S i l t y Clay
brown, f r i a b l e ,
moist.
1050-1600
Silt Till
- very
stiff,
very
dense,
brown, clayey , frequent
gravel sizes, wet.
5.
L o t s 181
19
1600
Bedrock
backhoe.
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Topsoil
0
300
300-600
Sand
-
-
entering t e s t p i t .
Area i s low l y i n g
w i t h pockets of
surface water.
refusal t o
No f r e e water
loose, brown,
f i n e t o medium, moist.
600-2100
Surface water
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S i l t Ti11
very dense,
grey, frequent g r a v e l
from t i l l stratum
b u t some seepage
a t sandltill
contact.
sizes, frequent cobbles
and boulders by 1200 mm
depth, s l i g h t l y cohesive
moist.
End of t e s t p i t - no
refusal.
2100
6.
L o t s 17/
18
0
-
300
300-900
Topsoil
Sand
-
No f r e e water
loose, dark brown,
f i n e t o medium, moist.
900-2100
Silt Till
-
very dense,
grey, frequent g r a v e l
and cobbles, s l i g h t l y
cohesive, m o i s t .
from ti 11 s t r a t u m
b u t some seepage
a t sandltill
contact.
Page 3
TEST PIT NO.
LOCATION
DEPTH'
DESCRIPTION
COMMENTS
Topsoil
Silt Till
Water e n t e r i n g
(mm>
7.
Lots 61
-
0
400
400-700
-
very dense,
brown, occasional g r a v e l
and cobbles, s l i g h t l y
p i t at till/rock
contact.
,
cohesive, wet.
700
8.
L o t s 361
37
0
-
225
900
Bedrock
backhoe.
-
refusal t o
Surface i s boulder
225
Topsoil
-
loose, brown, f i n e
Sand
t o medium, moist.
-
900
-
1950 S i l t T i l l
-
very dense,
grey, frequent g r a v e l
strewn.
Water
e n t e r i n g p i t from ti
s t r a t u m a t 1450 mm
depth.
cobbl es and occasional
boulders, very moist.
1950
End o f T e s t P i t
-
no refusal.
9.
L o t s 415
0
-
150
Surface i s boulder
Topsoil
-
150-500
Sand
500-1200
S i 1t T i 11
very dense,
grey, frequent g r a v e l
and cobbles, v e r y moist.
1200
Bedrock
compact, brown,
backhoe.
-
-
refusal t o
strewn.
Water
e n t e r i n g t e s t p i t a1
t i l l / r o c k contact.
0-561 7-S
Page 4
TEST PIT NO.
LOCATION
10.
L o t s 39/
40
DEPTH
0
0
- 250
250-600
DESCRIPTION
COMMENTS
Topsoil
Surface i s boulder
S i l t T i 11
- very
dense,
grey, boul dery , moist.
600
11.
L o t s 2/3
Bedrock
backhoe.
-
0
300
300-1800
-
Topsoi 1
Silt Till
strewn.
Test p i t
d r y upon compl e t i o n .
refusal t o
-
very dense,
grey, frequent cobbles
b y 900 mm depth, sandy
Surface i s boulder
strewn. Test p i t
d r y upon completion.
and s l i g h t l y cohesive,
moist.
1800
End of t e s t p i t
-
no
refusal.
12.
L o t s 1/2
0
-
225
225-2100
Topsoil
Silt Till
Surface water
-
v e r y dense
grey, cohesive, bouldery
by 900 mm depth.
13.
Lots8/9
-
entering t e s t p i t .
No free water from
t i l l stratum.
no
2100
End of t e s t p i t
refusal.
0-150
150-600
Topsoil
Sand
loose, brown, f i n e
Ground surface i s
h i g h w i t h areas o f
t o medium, m o i s t .
l o c a l i z e d pondi ng
o r surface water.
600-1925
-
S i l t T i 11
-
very dense,
grey, frequent gravel,
cobbles and boul ders ,
moist, becoming wet by
1200 mm depth.
1925
End of t e s t p i t - no
refusal.
Page 5
TEST PIT NO.
14.
LOCATION
Lots 14/
15
DESCRIPTION
COMMENTS
0
0 - 200
Topsoi 1
Ground surface i s
200-750
Sand
DEPTH
-
compact, brown,
boul der strewn
.
f i n e t o medium, moist.
Water e n t e r i n g p i t
-
from t i l l stratum.
Silt Till
very dense,
grey, frequent g r a v e l
and cobbles, s l i g h t l y
cohesive, wet.
End o f t e s t p i t
-
no
refusal.
15.
Lots 13/
14
0
-
300
300-750
Topsoi 1
Sand
-
Water e n t e r i n g
compact, brown,
s i l t y , fine, moist.
Silt Till
-
very dense,
grey, frequent gravel
and cobbles, wet.
End of t e s t p i t
refusal.
-
no
p i t from s a n d / t i l l
contact.
DRAW I NG
APPENDIX ' 0 '
The Environmental P r o t e c t i o n Act, 1971