HomeMy WebLinkAboutPSD-042-05
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Cl~mglOn
REPORT
PLANNING SERVICES
Meeting:
GENERAL PURPOSE AND ADMINISTRATION COMMITTEE
Date: Tuesday, March 29, 2005
Report #: PSD-042-05 File #: PLN 21.2.7
(ZC::J-!f~/JfJ /'19- oS
By-law #:
Subject:
APPLICATION BY ST. MARYS CEMENT (CANADA) INC. TO AMEND THE
LICENSE TO DEEPEN THE BOWMANVILLE QUARRY
RECOMMENDATIONS:
It is respectfully recommended that the General Purpose and Administration Committee
recommend to Council the following:
1. THAT Report PSD-042-05 be received;
2. THAT the reports prepared by Piteau Associates which provide a peer review of the
technical reports submitted by St. Marys Cement in support of their application to
deepen the Bowmanville Quarry be received;
3. THAT Report PSD-042-05 and the Piteau Associates reports be forwarded to St. Marys
Cement and the Ministry of Natural Resources;
4. THAT staff be authorized to initiate discussions with St. Marys Cement and Ministry of
Natural Resources to ensure that the Municipality's concerns are addressed as they
relate to the quarry expansion under the approved quarry license and the proposed
amendment to the license for the quarry deepening; and
5. THAT the Ministry of Natural Resources, Ministry of Environment, Region of Durham,
Central Lake Ontario Conservation, Darlington Nuclear, Hydro One, MHBC Planning,
St. Marys Cement (Canada) Inc., the St. Marys Community Relations Committee and
the Port Darlington Community Association, and CN Railway be advised of Committee
and Council's decision.
Reviewedb~~
ranklin Wu,
Chief Administrative Officer
CS/FL/DJC/lb
21 March 2005
CORPORATION OF THE MUNICIPALITY OF CLARINGTON
40 TEMPERANCE STREET, BOWMANVILLE, ONTARIO L 1C 3A6 T (905)623-3379 F (905)623-0830
-649
REPORT NO.: PSD-042-05
PAGE 2
1.0 Background and Purpose of Report
1.1 St. Marys Cements has applied to the Ministry of Natural Resources (MNR) to amend
their quarry license to deepen the Bowmanville Quarry from 60 metres to 180 metres,
and has submitted a number of technical studies in support of the application. Reports
submitted in support of the application include Hydrogeological Assessment and
Supplemental Recommendations on Slope Design prepared by Golder Associates.
1.2 On June 28, 2004 Council received Staff Report PSD-090-04, which recommended that
St. Marys Cement be requested to fund a peer review consultant to assist the
Municipality in the review of these technical reports. St. Marys' Cement subsequently
agreed to this request.
1.3 On September 30, 2004, the consulting firm of Piteau Associates Engineering Limited of
North Vancouver, British Columbia were retained to undertake the peer review. Piteau
Associates are renowned experts in mining practices in North America and overseas.
The reports prepared by Golder together with other supporting material was provided to
Piteau to allow a thorough review of the proposed project.
1.4 On November 24, 2004 Staff received the hydrogeological peer review from Piteau
Associates and on December 2, 2004, the geotechnical review was received (see
attachment 1 and 2). The reports were distributed to the following:
. Ministry of Natural Resources
. Ministry of Environment
. Region of Durham
. Central Lake Ontario Conservation
. Darlington Nuclear
. Hydro One
. CN Railway
. St. Marys Cement (Canada) Inc.
. Port Darlington Community Association
. St. Marys Cement Community Relations Committee
. Mayor and Members of Council
1.5 The purpose of this staff report is to provide an overview of the peer consultants
comments on the hydrogeological and geotechnical issues, and to request Council to
authorize staff to discuss these comments as they relate to the conditions of the
approved quarry license to expand the quarry footprint (Phase III of extraction) and the
proposed amendment to license for the quarry deepening with MNR and St. Marys'
Cement.
2.0 Overview of the Peer Review Consultants' Reports
2.1 The peer review undertaken by Piteau provides an overview of the
hydrogeological/hydrological aspects of this project as well as the geotechnical slope
design. In some instances, Piteau makes the distinction between impacts or risks
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REPORT NO.: PSD-042-05
PAGE 3
associated with the approved expansion of the quarry footprint, being Phase III of
extraction and those associated with the proposed quarry deepening.
Recommendations are also made where warranted. For the purposes of this staff
report, only the key conclusions are provided followed by their recommendations where
applicable. Staff comments are also included in this report.
2.2 Hydrogeological Assessment
2.2.1 Piteau were requested to determine whether the reports prepared by Golder adequately
addressed the following:
. Potential impacts on surrounding wells and proposed monitoring plan;
. Proposed impacts on Westside Marsh and monitoring of the partition dyke between
the future quarry and the marsh;
. Proposed quarry de-watering plan and management and monitoring of discharge
quality and impact; and
. Proposed quarry closure, which involves flooding the quarry and creation of a pit
lake.
Imoact on SurroundinQ Wells
Piteau generally agrees that wells in the area of Cedar Crest Beach were completed in
various sediments ranging from sand, sand to gravel to clay and shallow bedrock. The
well water levels are within 2 meters of the level of Lake Ontario. The sediment type and
existing well levels infer that a reasonable hydraulic connection to Lake Ontario exists
and that this connection should mitigate any drawdown effects from the quarry.
Maintaining the water levels in the Westside Marsh will further mitigate any drawdown
effects.
Furthermore, impacts to shallow ground water flow regime and/or wells in the Cedar
Crest Beach area would be related to expanding the quarry footprint from its current
extent. Incremental hydrogeological impact associated with deepening of the quarry
would not affect the shallow groundwater flow regime or shallow wells.
Piteau has recommended that at least eight existing wells in the Cedar Crest Beach
Area and two in the Cove Road Area be incorporated into a water level monitoring
program. They have further recommended that a baseline monitoring record be
established prior to diverting the Westside Creek and expanding the quarry footprint,
and that one or two annual cycles of data should be obtained to establish the baseline
record.
Imoact on Westside Marsh Levels
Impacts on Wests ide Marsh levels could result if significant seepage occuring through
or beneath the partition dyke into the quarry. The seepage would result from the
expansion of the quarry footprint, but not the increased depth.
"651
REPORT NO.: PSO-o42-05
PAGE 4
As already mentioned the groundwater elevations for the Wests ide Marsh and the water
levels appear to be similar to those of Lake Ontario, indicating good hydraulic
connection. Back-flow from Lake Ontario would maintain the Marsh level if a drought
occurs. However, if the Lake is at a low elevation, back-flow would be restricted and the
habitat value of the Marsh could be compromised. Again, the potential impacts are
related to the expansion of the quarry footprint, but not the increased depth.
Stabilitv of Partition Dvke
Water seepage through or under the partition dyke is a key factor in the stability of the
partition dyke. Piteau notes that this water seepage would be exacerbated by expanding
the quarry footprint, not by the increased depth of the quarry.
Bench Widths
Golder recommends an increase in the bench width of the toe of partition embankments
to the quarry slope from 3 to 15 metres to allow adequate area for maintenance
equipment of the dyke and embankments; 15 metres should also be left at the bedrock
surface. Piteau generally agrees with Golder but suggests some minor modifications, as
noted below.
Piteau recommends that 30 metre wide benches be retained for a period of 1 year after
the Westside Creek diversion has been connected and the marsh inside the dyke has
been drained. This is sufficient time to monitor the performance of the dyke and to
implement any seepage control measures while there is sufficient access to the
embankment toe. One year after the commissioning period has been completed and the
seepage regime and the performance of the dyke and overburden slopes have been
documented, the final overburden slopes can be confirmed and the bench width
reduced to 15 metres.
Monitoring program
Piteau has recommended that the monitoring program for the partition dykes and
overburden slope should include mapping seeps and signs of distress along the
embankment or quarry slopes. Monitoring should be on a weekly basis for the first three
months after the marsh is drained, and monthly for the remainder of the year and semi-
annually thereafter. Slope indicators should also be sited in the north and south partition
dykes.
Lake Ontario Setback Distance
Piteau concurs with the 100 metre setback from Lake Ontario recommended by Golder.
However, they further recommend mapping any seepage of the south overburden slope
so slope design can be modified if required.
Groundwater Discharae Qualitv
The quarry expansion will increase the quantity of highly saline groundwater that flows
into the quarry sump. At the present time, the sump water is mixed with process water
from the plant prior to discharging into Darlington Creek. It is monitored to ensure that
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REPORT NO.: PSD-042.05
PAGE 5
the ratios of sump water and process water are safe for aquatic habitat. Ammonia is
also present in the deep sump water at high concentrations. The dilution of the sump
water and discharge into Darlington Creek remains feasible; however, a formal sump
water management plan is recommended to monitor the appropriate ratios of sump
water and process water during average, extreme drought and storm conditions.
Quarry Closure
The proposed quarry closure plan involves allowing it to fill with natural precipitation and
run-off or conveying Lake Ontario water into the quarry through an engineered
connection. The amount of time it would take to fill the quarry with natural run-off would
likely be a century, whereas Lake Ontario water could be used to fill the quarry over a
few years.
Piteau suggests that the quality of water in the pit lake will gradually become saline. A
detailed closure plan should be developed which takes into consideration the sump
water management program discussed above. The closure design should also address
discharge flows, the hydraulic separation between the Westside Marsh and the pit lake,
habitat values, and the end use of the pit lake.
2.4 Geotechnical Assessment
2.4.1 Piteau were requested to determine if the Supplemental Recommendations on Slope
Design for the proposed Quarry Deepening appropriately addressed the overall stability
and operational safety of deepening the quarry, particularly with respect to higher risk
slopes on the north wall adjacent to the hydro transmission lines and CN Railway and
the south wall adjacent to the Wests ide Marsh and Lake Ontario.
Bench Design and Rockfall Protection
Piteau generally concurs with a 15 metre high bench and an 8 metre wide catch bench,
provided that 8 metres of the catchment remain following excavation. With respect to
rockfall protection, manual scaling to remove loose material from the bench face is
recommended. Rockfall events should be documented based on boulder size and
locations such that future rockfall monitoring can be calibrated and catch bench designs
optimized.
Stability Analysis of the Overall Slopes
Piteau noted that assessments of overall slope stability were examined by Golder using
computer modeling, however, only a general discussion of the analysis approach and
findings were provided. As such, Piteau was unable to provide specific opinion on the
overall stability of the overall quarry design.
Adjustment of the Slope Geometry
Piteau noted that the potential for deep seated toppling did not appear to be assessed
for the north and south walls. However, Piteau recommended that orientations of the
north and south wall be adjusted to avoid the potential for toppling. Alternatively,
adjustment to the overall angle of the slope should be made. In addition, Piteau has
.653
REPORT NO.: PSD-042-05
PAGE 6
suggested haul ramps at the south and north walls to reduce the overall slope angle
and improve stability.
Groundwater Seepage
Piteau has concerns with Golder's recommendations to install horizontal drain holes on
each bench to a depth of 25 metres to accommodate groundwater seepage. The
effectiveness of the drain holes should be monitored with piezometres.
Slope Monitoring
Piteau concurs with Golder's recommendations to use a network of reflected survey
prisms on the north wall to monitor any movement on a regularly scheduled basis.
Piteau also concurs with the recommendation to use inclinometers on the north and
south wall, with reference to a specific monitoring program.
3.0 Staff Comments
3.1 In general, the peer review consultants reports do not reveal any major deviations or
contradictions from the reports prepared by Golder Associates. In some instances,
Piteau does make a distinction between the risks and potential impact associated with
the approved quarry footprint as opposed to the proposed quarry deepening. Additional
recommendations are made to mitigate impacts by adjusting slope angles, bench widths
and heights and including detailed monitoring programs. However, stability of the slope
of north and south walls has not been satisfactorily addressed according to Piteau.
St. Marys has forwarded the peer review comments to Golder Associates for a
response on each item. Golder has responded to all issues raised by Piteau and any
generalized concerns. Golder has recommended that modeling will be refined as part of
the detailed design stage once the finalized quarry layout is available. With regard to the
north wall, current planning involves construction of a soil ramp against the face of the
north wall. Risk Zones along the north and south walls will also be delineated.
In a letter dated February 28, 2005, to the Director of Planning Services (Attachment 3),
St. Marys has agreed to implement the recommendations of Golder Associates and
Piteau Associates into their site plans with respect to a groundwater monitoring plan, a
slope stability monitoring plan and will list design requirements and items to be
considered in the final engineering design and final details, as part of the amendment to
the quarry license request under the Aggregate Resources Act.
3.2 Prior to the Municipality providing favourable comments to the MNR on the proposed
quarry deepening, the Municipality must ensure that its interests and the interest of the
residents are protected. In particular, groundwater monitoring to protect domestic wells,
stability of quarry walls to avoid mass failures, and stability of the partition dyke. There
is no doubt that St. Marys is willing to consider the majority of comments from Piteau in
its proposed license amendment, however St. Marys issues associated with the
expansion of the quarry footprint into Phase III must also be considered. Staff is
requesting authorization to commence discussion with MNR and St. Marys Cement to
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REPORT NO.: PSD-042-05
PAGE 7
address among other matters, the conditions of approval for the amendment to the
license to deepen the quarry.
4.0 CONCLUSIONS
4.1 The peer review report has identified distinct issues related to the quarry expansion and
the quarry deepening. It will be important for the Municipality to ensure that all of the
potential impacts are identified and addressed with respect to both the approved
expansion of the footprint and the proposed quarry deepening. It is desirable to
accomplish this through discussions with the Ministry of Natural Resources, Aggregate
Division and St. Marys Cement.
Attachments:
Attachment 1 - Peer Review for Quarry Deepening (sent out under separate cover)
Attachment 2 - Geotechnical Review for Quarry Deepening (sent out under separate cover)
Attachment 3 - Letter to Director of Planning Services MNR Site Plan Amendment Application
List of Interested parties to be notified of Council's decision:
Ministry of Natural Resources
Ministry of the Environment
Region of Durham Planning Department
Central Lake Ontario Conservation
Durham Nuclear
Hydro One
MHBC Planning
St. Mary's Cement (Canada) Inc.
Canadian Pacific Railway
Port Darlington Community Association
St. Mary's Cement Community Relations Committee
6 r',..
- ';) a
ATTACHMENT 1
PITEAU ASSOCIATES
GEOTECHNICAL AND
HYDROGEOLOGICAL CONSULTANTS
215.260 WEST ESPLANADE
NORTH VANCOUVER, B.C.
CANADA V7M 3G7
TELEPHONE: (604) 986-8551
FAX: (604) 985-7288
WEBSITE: http:/~.piteau_com
Our file: 2657
November 24, 2004
Corporation of the Municipality of Clarington
40 Temperance Street
Bowmanville, Ontario
L 1C 3A6
Attention: Mr. David J. Crome, M.C.I.P., R.P.P.
Director of Plannina Services
Dear Sirs:
Re: Peer Review for Quarry Deepening, St. Marys Cement Bowmanville Plant
File No. PLN 21.2.7
BACKGROUND
St. Marys Cement Co. operates the Bowmanville Quarry under the Ministry of Natural Resources
Quarry Licence No. 3187. The licence permits quarrying to +11 m-asl, approximately 60 to 70m
below the natural grade at the site. Limestone suitable for Portland cement has been identified to
depths of about 124m below the currently licenced quarry depth. St. Marys Cement Co. has
therefore applied to amend their licence to allow quarrying to an ultimate elevation of between
-108 and -116 m-asl. This would involve a total quarry depth varying from 190 to 200m below
original ground.
The quarry is bounded by Lake Ontario to the south, the Darilington Generating Station to the
west, the CN Rail line and an Ontario Hydro transmission line to the north, and the Westside
Marsh to the east (Fig. 1). A number of cottages are also located along the shore of Lake Ontario
to the east of the quarry, on a spit that separates Lake Ontario from Wests ide Marsh. These
cottages are located in two areas: along Cedar Crest Road, located on the actual spit, and along
Cove Road, located on the east side of Westside Marsh.
The Corporation of the Municipality of Clarington is on the referral list for the subject quarry
deepening project. The Planning Services Department reviewed two reports prepared by Golder
Associates to support the application for amending the licenced quarry depth. These included a
hydrogeological assessment (Golder 2004a), and a geotechnical assessment (Golder 2004b).
One of the recommendations presented to Council by the Planning Services Department was that
a peer review consultant be retained to review the Golder reports.
PITEAU ASSOCIATES ENGINEERING LTD.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -2-
November 24, 2004
Piteau Associates Engineering Ltd. submitted a proposal to conduct the peer review, dated
September 24, 2004, and were authorized to proceed with the review in a letter from Mr. David
Crome, Director of Planning Services, dated 30 September, 2004.
SCOPE OF REVIEW
The scope of the peer review was intended to address the following:
1. Potential impacts on surrounding wells;
2. Proposed groundwater monitoring plan;
3. Proposed quarry dewatering plan and management and monitoring of discharge quality and
impact;
4. Proposed closure plan which involves flooding the quarry and the creation of a pit lake;
5. Proposed monitoring of the retention berm between the future quarry and the Wests ide
Marsh; and
6. Proposed slope design.
Our review of the hydrogeological and hydrological aspects of the project, including issues
associated with the Westside Marsh partition dyke, is presented in the following. A review of the
quarry stability (Item 6) is reported under separate cover.
A summary of our understanding of the hydrogeology in the area is presented in the following
sections. Comments on risks associated with the project and recommendations for risk
management and mitigation measures are provided in a final section.
BEDROCK CHARACTERIZATION
Bedrock that underlies the area has been characterized with investigations conducted since
1989. A brief summary of the investigations and findings are presented below.
Investiqations
Drilling and testing of three deep drill holes and five shallower bedrock holes was completed at
the Bowmanville Quarry over a period of approximately ten years, under the direction of Golder
Associates. Results of these drilling programs, and a summary of other regional data, are briefly
presented in the following.
PITEAU ASSOCIATES ENGINEERING LTD.
pt
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -3-
November 24, 2004
Holes BH-1A, BH-2A, BH-3, BH-4B, and B-H5 (Golder Associates, 1990):
Core from these holes was very competent, and many 3m runs of solid core were recovered,
indicative of very massive rock. Results of ten packer tests in BH-1A indicated hrdraulic
conductivity of about 10.7 m/s in the first few metres of bedrock, and less than 1 D. m/s below this
depth. Equilibration times for some of the piezometers were also very slow, indicating sub 10.10
m/s hydraulic conductivities for these completions.
Regional Data (Golder Associates, 1990):
Golder reported on studies conducted at the Darlington Generating Station by Ontario Hydro.
These studies indicated rock mass hydraulic conductivities in the 10.12 to 10.8 m/s range,
decreasing to less than 10.13 m/s at great depth.
Based on a review of water well records, the Ontario Ministry of Environment estimated a
geometric mean for the specific capacity of bedrock wells at 1.8 Umin/m, indicative of a low
hydraulic conductivity. This would be applicable to the first 10 to 15m of bedrock where most
wells are completed, and not the deeper bedrock where the groundwater chemistry is highly
saline.
Hole DH98-1:
Hole DH 98-1 was cored with a diamond drill rig in March/April1998, to a depth of 129.8m from
Bench 4 of the exifting quarry (see location on Fig. 1). The bottom of the hole was nominally 7m
below the proposed ultimate base of the quarry. Core recovered from this hole was logged for
lithology and geomechanical properties, and a downhole natural gamma survey was performed.
A continuous rock mass hydraulic conductivity profile was also measured using a double packer
system.
A natural gas producing fracture was identified between 72 and 78m depth in this drillhole. The
gas was flared off and pressures dissipated over a period of four to five hours, but pressures
recovered with time. The entire hole was relogged for natural gamma in December 2000, and
gamma radiation levels 50 times background were confirmed (Golder, 2002). The anomalous
radiation levels were attributed to radon in the natural gas. As part of the 2000 follow-up work, an
optical televiewer was also used to log the 60 to 85.5m interval in this hole. A fine bedding
parting in a shale bed at 74.25m depth was identified as the source of the gas.
A saline water-producing fracture was also encountered in this hole at a depth of 113.42m.
Water seeping into the drill hole along this fracture in the Gull River Formation was characterized
with a very high TDS of 300,000 mg/L (Golder, 2002).
PITEAU ASSOCIATES ENGINEERING LTD.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -4-
November 24, 2004
Holes DHOO-1 and DHOO-2:
These two holes were cored with a diamond drill rig in November/December 2000 to respective
depths of 242.8 and 224.8m (Golder Associates, 2002). Both holes were drilled from original
ground and were inclined at _80' to the northwest (See location on Fig. 1). The bottom of these
holes was nominally 10m below the proposed ultimate base of the quarry. A continuous rock
mass hydraulic conductivity profile was also measured using a double packer system set to cover
a 20m interval. Water with no additives was used during drilling, to minimize the effects of drilling
on the packer testing results.
Core recovered from this hole was logged in detail for lithology and geomechanical properties.
Oriented optical televiewer, natural gamma, and apparent conductivity surveys were also
performed. There were no natural producing fractures encountered in either of these holes, and
natural gamma levels were not anomalously high.
Bedrock Stratiaraphv
Based on the above drill holes and other regional data, Golder determined the following flat-lying
stratigraphic sequence beneath the Bowmanville Quarry. This sequence is illustrated on Fig. 2.
Surficial sediments:
. 7.5 to 20m thick layer of cobbly sandy silt to clayey silt till.
. Some interbeds of wet sand or silt were noted.
. Organic silt/clay and glaciolacustrine silt were more prevalent
towards Wests ide Marsh.
Whitby Formation:
. 2 to 3m thick calcareous shale bed along northern and western
perimeter of existing quarry, removed by first bench.
. Absent towards Lake Ontario and Westside Marsh.
Lindsay Formation:
. Two members comprising a total thickness of approximately 80m.
. Upper member is a 45 to 50m thick argillaceous limestone layer.
. Lower member (Sherman Falls) is 10m thick micritic limestone layer
with thin interbeds and laminae of calcarenite limestone.
. The contacts are transitional but occur over a narrow interval.
PITEAU ASSOCIATES ENGINEERING LTD.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -5-
November 24, 2004
Verulam Formation:
Bobcaygeon
Formation:
.
.
Gull River Formation: .
.
.
.
.
Shadow Lake .
Formation:
Precambrian Gneiss: .
. Upper member is a 55m thick finely bedded layer of argillite to shaley
limestone and calcareous shale, interbedded with clacarenic
limestone.
. The shales are susceptible to slaking after exposure.
. Lower Member is a nominal 20m thick layer having similar lithological
character to the Upper Member, but a lesser proportion of slake-
susceptible shale and litho clastic beds.
. The gas bearing parting in DH98-1 was intersected within the Lower
Member.
. Sharp transition to less argillaceous and more calcarcritic limestone.
. Nominal 20.5m thickness subdivided into four units.
. Unit 4 is an interbedded argillaceous micriticlcalcarenitic to bioclastic
limestone, with shaley partings that comprise about 6 to 8 percent of
the sequence.
. Unit 3 has a sharp contact with Unit 4 and is comprised of fresh
calcarenitic limestone with some very fine shale partings that
comprise less than 4 percent of the sequence.
Unit 2 is similar to Unit 4, and has transitional upper and lower
contacts.
Unit 1 is a thin layer of calcarentic limestone, with 1 percent shale as
partings. It is similar in appearance to Unit 3.
32 to 33m thick sequence comprised of four units.
Unit 4 is a lithographic limestone and has a sharp contact with the
overlying Bobcaygeon Formation.
Unit 3 is an 8m thick layer of lithographic to argillaceous limestone.
Unit 2 is an 8.7m thick layer of lithographic limestone with occasional
dolomitic limestone interbeds.
Unit 1 is a 5 to 5.5m thick layer of thickly bedded limestone, dolomitic
limestone and dolomite.
2.7 to 4.5 thick bed of arkosic sandstone and greywacke overlying
the Precambrian surface (disconformity).
Strongly foliated, chlorite, biotite, muskovite, feldspar gneiss
containing pegmatite dykes.
PITEAU ASSOCIATES ENGINEERING l TO.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Creme -6-
November 24, 2004
Hvdraulic Properties of the Rock Mass
Hydraulic conductivity ranges were determined for the above bedrock formations with continuous
packer testing profiles in DHOO-1 and DHOO-2. Results of the packer tests are summarized on
Table I.
Packer testing results for DH98-1 were consistently in the 10.7 m/s range for all formations. The
higher values obtained in this hole, which was drilled from the base of the quarry, can be partially
explained by the observed permeability along the bedding plane, where the gas entry was
observed. Stress relief across the bedding planes beneath the actual quarry footprint may allow
dilation of the bedding planes, and a slight increase in hydraulic conductivity. This mechanism
will likely be occurring, but it should have a diminishing effect with depth. A depth effect was not
observed in the very consistent data, suggesting other factors may be influencing the test results
obtained from this hole.
The water balance assessment discussed below derived an estimate of 5 Igpm (0.4 Us) or less
for the bedrock component of seepage into the quarry. Based on a number of mining projects we
have been involved with, the very low bedrock inflow numbers are indicative of a hydraulic
conductivity in the sub 10.8 m/s range, which is compatible with the results from the DHOO series
holes and not with the DH98-1 results. Therefore, while we do not necessarily agree with the
possible cause of the higher hydraulic conductivity values determined in the DH98-1 testing
program, we do agree that the results are not indicative of the rock mass that surrounds the
Bowmanville Quarry. This is an important point, asthe surrounding reck mass, not the
immediately adjacent rock masses that may relax in response to quarrying, will control the deep
~.:.:Eage regime into the open pit.
SURFICIAL SEDIMENT CHARACTERIZATION
Surficial sediments that underlie the Bowmanville Quarry site have been investigated by Golder
Associates (1990) and Shaheen Peaker Thompson Ltd. (2001). Golder Associates also directed
a bulk sampling program of the till in 2003 (Golder, 2003).
The 1990 drilling program characterized the overburden sediments as primarily silty sand or
sandy silt till, with 10 to 20% clay (Golder, 1990). Thin and apparently discontinuous sand and
gravel deposits were identified along the south and southeast sides of the quarry. They occurred
as channel-like features within the till, and were interpreted to be washed and reworked till. The
sand and gravels were typically poorly washed.
A 650 m face along the eastern wall of the quarry was examined in the October 2003 sampling
program (Golder, 2003). Overburden thickness in this face varied from 6 to 15m, and the
sediments were described as "fine grained silty sand with cobbles and boulders, and a trace clay
PITEAU ASSOCIATES ENGINEERING LTD.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -7-
November 24, 2004
size material." The till was described as dense and massive, and was interpreted to be of
lodgement origin. A thin, discontinuous layer of glaciolacustrine silty clay to clayey silt was noted
to overlie the till along much of this wall, varying in thickness from 1 to 2m at the north end, to
less than 0.5m to absent at the southern end. The sand and gravel layers noted in the previous
study were not apparent, suggesting that they are not prevalent outside the extreme southern
extent of the quarry site.
The large bulk samples processed under the direction of Golder indicated the following gradation
for the till:
Clay fraction:
Silt fraction:
Sand fraction:
Gravel fraction:
7 to 10%
23 to 32%
38 to 49%
11 to 23%
Shaheen Peaker Thompson Ltd. (Shaheen) investigated the soils along the northeast and east
sides of the expanded quarry footprint, where embankments are required for the Wests ide Creek
diversion and Westside Marsh partition dykes (see locations on Figs. 3 and 4). The sequence of
surficial sediments encountered in 15 drill holes typically consisted of a surficial organic layer,
underlain by clayey silt lacustrine sediments and finally dense till (Shaheen, 2001). Depth to
bedrock varied from 4.3 to 12.5m. This range in depth was generally confirmed with a seismic
survey, although greater depths of surficial sediments were indicated in the middle of the
Wests ide Marsh, beyond the proposed partition berm alignment.
The peaty soils varied in thickness from 0.1 to 2.2m, with the thickest horizons documented in
SB4 along the southern portion of the Westside Marsh partition dyke (see location on Fig. 3).
The clayey silt was encountered to depths of between 2.9 and 5.5m beneath the Westside Marsh,
and to depths of up to 2.2 m along the north partition dyke alignment (Shaheen, 2001). The
glacial till was described as an "over consolidated, heterogeneous mixture of clay, silt sand and
gravel, with 20 to 30% clay." The till was very dense, except in SB10 drilled on the eastern edge
of Westside Marsh, where SPT results indicated an N value of 4 to 6. Sandy gravel was noted as
a 0.3m basal layer in SB7, drilled along the southeast partition dyke. All other holes within the
Wests ide Marsh areas indicated dense, well-graded till to bedrock.
Hydraulic conductivity testing of the surficial sediments has included single well slug tests and
consolidation testing in the laboratory. A summary of available hydraulic conductivity data is
presented on Table II. As indicated, most of the sediments documented in the area have a
relatively low hydraulic conductivity, with the possible exception of peat in the Marsh area, and
some sand and gravel interbeds that are interpreted to be of limited extent and continuity.
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Permeable beach deposits have been documented in the area, and some of the wells that service
the cottages along Cedar Crest Beach, directly east of the quarry, are reportedly completed in a
sand and gravel beach deposit at a depth of 7 to 9m (Golder, 1990). This aquifer was not
encountered in wells drilled along the southeastern portion of the property (Golder, 1990), or in
Westside Marsh (Shaheen, 2001), indicating that it does not extend very far from the shore of
Lake Ontario.
On the basis of the monitoring wells installed in 1989, Golder Associates estimated a maximum
radius of influence of about 100m for the quarry impact on the groundwater flow regime in till
deposits. They also estimated that the radius of influence could be as much as a few hundred
metres along any permeable layers that may be present within the overburden, notably in the
area at the southeastern extent of the quarry. We consider that this is a reasonable and
conservative estimate for the hydraulic influence within most the sediments at the site, but if any
of the sand and gravel or sand layers are continuous and are confined by overlying till or
lacustrine sediments, drawdown effects could occur at even greater distances.
QUARRY WATER BALANCE AND FLOW PREDICTIONS
The water balance data assessed by Golder (2001a) provides a reliable estimate of runoff and
groundwater seepage into the existing quarry. Sump pumping records, site precipitation data and
electrical conductance monitoring data were used to rationalize a water balance for the quarry,
consisting of runoff, total seepage, and bedrock seepage. The extreme difference between the
chemistry of the deep groundwater and the shallow groundwater and runoff was used to
determine the proportion of deep groundwater in the sump discharge. Total groundwater
seepage into the quarry was estimated to be about 12 Igpm, and the proportion of seepage
attributable to deep bedrock flow paths (more than about 15m below the bedrock surface) was
estimated to be less than 5 Igpm. The 5 Igpm estimate was based on three discrete
measurements of the specific conductance of the pit sump discharge, and may not be
representative of the long term average seepage rate of highly saline waters into the quarry.
As the quarry is excavated to greater depths, the thickness of the formation that is exposed in the
quarry wall will increase and the induced drawdown will increase. Seepage flows from bedrock
will therefore be expected to increase as a result of quarry deepening. Golder estimated
increased seepage rates with a Darcy seepage calculation, and an assumed hydraulic
conductivity of 10.11 m/s. The calculation indicated a bedrock inflow of only 350 Ud (0.05 Igpm)
for the ultimate depth quarry (Golder, 2004a). It is our opinion that this calculation may be overly
optimistic, but as discussed in the following, bedrock seepage is not expected to be an issue with
the deepened quarry.
Increased dewatering requirements due to the expanding the footprint of the quarry were
estimated by Golder (2004a). The increases are due to a greater catchment area, and hence
higher rates of runoff to the pit sump.
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The water balance predictions developed by Golder (2004a) are summarized on Table III. The
methodology used to arrive at these predictions is considered reasonable. The present upper
bound estimate for the deep groundwater flow (5 Igpm) has been added as a column on the right
side of the table, as both a flow and a proportion of the average and wet year quarry sump inflow
(Year 2000 column). The deep groundwater flow represents between 2 and 7.6% of the total
sump inflow at various times during a dry year, and is typically about 2% of the total predicted
sump inflow during an average year.
The 0.05 Igpm bedrock groundwater inflow calculated by Golder does not rationalize the nominal
5 Igpm deep groundwater inflow estimated from the water balance study. This could be due to
the fact that the water balance was just a snapshot of the long-term water balance, and the
conductance data was not continuous. However, the water balance resuit is the best empirically
derived estimate for the quantity of deep groundwater flow in the pit sump, and when considered
in conjunction with the seepage observations in the pit, shouid be considered as an upper bound
estimate. As the 0.05 Igpm deep bedrock seepage estimate does not correlate with the rate
derived from the water balance, we consider it to be overly optimistic.
A homogenous four-iayer finite-difference model with vertical anisotropy was developed to back-
analyze the present groundwater seepage into the quarry and predict future seepage inflow. A
hydraulic conductivity of 10-8 m/s and anisotropy equivalent to a Kh/Kv ratio of 10 provided a good
match with the 5 Igpm upper bound estimate for the current rate of deep groundwater inflow.
This is considerably more permeable than the geometric mean of the slug testing data, but is
within the upper bound of the in situ testing results. Our experience has been that pump test
results generally indicate higher hydraulic conductivities than single well slug tests, likely due to
scale effects. The upper range of slug test resuits may therefore be more representative of
overall rock mass hydraulic conductivity than the geometric mean.
The finite-difference model was used to simulate the additional drawdown that would occur if the
quarry were deepened to about -115 m-asl. The rate of precipitation recharge had to be
maintained at less than 0.5 mm/year, or the water tabie mounded up above ground surface.
Predicted flows were slightly less than three times the current flows (13 Igpm or 1 Us). The
radius of influence in the deep and upper layers was predicted to be approximately 1 km, and
10m of drawdown was simulated at a distance of 0.5 km behind the quarry wall. Drawdown in the
upper layer would be very dependent on recharge, and would be much less than simulated if
precipitation recharge was increased above the 0.5 mm/year rate applied in the model.
Simulated groundwater inflow predictions were added to the last two columns of the water
balance prediction tables. As shown, the simuiated increase in groundwater flow, to
approximately 13 Igpm, is in the same proportion as the predicted increase in runoff infloWs.
Dilution provided by the additional runoff from the expanded quarry footprint will therefore result in
the same proportion of groundwater in the sump water as was estimated for 2000 (Goider,
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2001 a). This is probably a conservative estimate on a long term average basis, as the bulk
hydraulic conductivity of the rock mass will probably reduce slightly with depth, due to higher
confining stresses and hence tighter fractures and bedding planes. However, transient flows that
may result when any confined, permeable zones are first exposed in the quarry could result in
some short term seepage flows that exceed 13 Igpm.
RISKS. POTENTIAL IMPACTS. AND RECOMMENDATIONS
Potential impacts and risks associated with the quarry development are discussed below. Where
appropriate, a distinction is made between impacts or risks associated with expansion of the
quarry footprint and those associated with increasing the quarry depth.
Impact on Westside Marsh Levels
Impacts to water levels in the Westside Marsh could result if significant seepage occurs through
or beneath the partition dykes into the quarry. Seepage would occur through the embankment fill,
the overburden in the embankment foundation, and the shallow bedrock. The seepage would
therefore result from expansion of the quarry footprint, and not the increased depth.
A cumulative seepage rate of up to 10 Igpm has been estimated for the north and south partition
dykes (Shaheen, 2001). 8ased on the soil characterization reported in both the Shaheen and
Golder reports, this is considered to be a reasonable expectation for the upper bound rates of
seepage from the wetland. However, there is no discussion on the quantity that 10 Igpm would
represent in the dry season water balance for the Wests ide Marsh. An analysis should be
conducted to provide an estimate of the impact that this seepage loss would have on levels in
Wests ide Marsh during drought conditions.
From the topographic plans of the area, it appears that there is a direct connection between the
Westside Marsh and Lake Ontario. Water levels of about 74.7 to 75.1 m-asl have been report for
boreholes in the Westside Marsh area (S8-2 through S8-8) by Shaheen (2001). The extreme
historical levels for Lake Ontario are reported to be 74 to 75.8 m-asl, and a typical summer
elevation is about 75 m-asl. The groundwater elevations reported by Shaheen (2001) for the
Westside Marsh boreholes, and the water level shown on the seismic sections (Shaheen, 2001),
appear to be very similar to Lake Ontario, indicating a good hydraulic connection. If this hydraulic
connection is present, it is reasonable to assume that back-flow from the lake would maintain the
Westside Marsh level during a drought, but if the lake is at a low elevation during a drought, the
potential for back-flow into the marsh may be restricted. If the habitat value of the Westside
Marsh is an issue, the drought water balance for the marsh should be quantified. As noted
above, this potential impact is related to expansion of the quarry footprint, not an increase in the
quarry depth.
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Partition Embankment Stabilitv Concerns Related to Westside Marsh/Creek Seeoaoe
Water impounded behind the north and south partition embankments will maintain saturated
conditions beneath the upstream portion of the embankments, and recharge a seepage regime
into the quarry. The seepage will discharge in the quarry walls, primarily within a zone extending
from about 10 to 15m into bedrock to the basal portion of the overburden, and possibly higher.
Due to the shallow nature of this seepage regime, the following concerns are associated with the
expansion of the quarry footprint into the Westside Marsh area. These concerns would not be
exacerbated by quarry deepening.
Seepage quantities are not expected to be significant, but any concentrated seepage along
poorly compacted fills in the embankments or permeable sand seams within the tiU foundation
could adversely affect the stability of the downstream embankments slopes and the upper
(overburden) quarry slopes. The 2H:1V slopes proposed for the embankments are typical for
these structures, but are considered to be at the steepest end of the range. The 3m crest width is
smaller than we would have recommended, and is less than the 3m + height/5 formula that is
included in most Canadian regulations for water retention structures. One concern with a 3m
crest width is the constricted access for any maintenance works that may be required in the
future. However, the stability analyses indicated a factor of safety of greater than 1.4 for both the
north and south partition dykes for fully saturated conditions, which exceeded the design criteria
of 1.3.
Benches of 3m width were recommended for the quarry slope adjacent to dykes, at both the
original ground surface and at the bedrock surface. The 3m bench width is not sufficient to
provide access for any mitigation measures that may have to be implemented to address
seepage control or minor seepage related issues that may arise over the required life of these
structures. This is particularly the case for the subject embankments, which do not provide any
useful access along their crests. Golder (2004b) recommended that a 15m wide access bench
be ieft inside the toe of the partition dykes, and that a 15m access bench also be left at the
bedrock surface, along the toe of the overburden cut. We generally concur with these access
allowances, with some minor variations as discussed below.
It is recommended that benches with adequate width be provided at both original grade and at
the bedrock surface, to allow maintenance equipment to access the toe of both the partition dyke
and the overburden slope. To achieve this, an interim overburden slope should be designed to
provide at least a 30m wide bench along the toe of both the north and south partition dykes for a
period of at least one year after the Westside Creek Diversion has been commissioned and the
Wests ide Marsh area inside the partition dykes has been drained. This wiU provide an
opportunity to document the performance of the dykes, and to implement any required seepage
control measures while there is stiU good access to the embankment toe. After the one year
commissioning period has been completed, and the seepage regime and the performance of the
dyke and overburden slopes have been well documented, the final overburden slope design can
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be confirmed, and the bench width reduced to a minimum of 15m, if appropriate. A 15m bench
width would allow for the construction and maintenance of a seepage collection sump, or
placement of additional fill materials along the embankment toe, if such are required in the future.
The monitoring program for the partition dykes and overburden slopes should include mapping
seeps and any signs of distress along the embankment or quarry slopes. Monitoring should be
on a weekly schedule for the first three months after the marsh is drained and/or the final
overburden slopes are excavated, on a monthly schedule for the remainder of the first year, and
semi-annually thereafter. The slope indicators Golder recommended for the overburden slopes
by should also be installed (Golder, 2004b). One slope indicator should be sited inside the north
partition dyke. The remainder should be installed inside the south partition dyke and along the
south wall of the quarry, where it is closest to Lake Ontario.
The bedrock slope should be not developed until the final overburden slope has been developed,
and any works necessary to stabilize the toe of the overburden slope or control seepage have
been identified and implemented. At that time, an appropriate width could be determined for the
access bench at the toe of the overburden slope. The width of this bench should be sufficient to
provide permanent access and it should be recognized that some break-back may occur. The
15m width recommended by Golder (2004b) mayor may not be adequate, depending upon how
much break-back is expected at the crest of the slope.
There is no clear statement in the Shaheen design report of the crest elevation for the south
partition dyke, the design water elevation for Westside Marsh, or the freeboard that is included in
the design. The stability analysis sections show a crest elevation of 77m, which would probably
be adequate, but the actual design was not clearly shown in the report. As well, two construction
methods were proposed. We understand that the method involving end dumping across
Westside Marsh was adopted (D. Thompson, pers comm.). It would be very difficult to achieve
adequate compaction on any till material placed below the water level in Westside Marsh. A~
seepage through poorly compacted material could be much greater than through compacted
material, and strengths also decrease significantly at lower densities, it is important that proper
compaction be achieved in the construction of water retention embankments, or that the design
allow for lower densities (e.g. the use of shot rock to provide strength to basal layers, and broad
cutoff zones to control seepage). We are not in a position to comment on the "as-built"
structures, but we recommend that, if not already done so, an as-built report be provided to
document the original design, the actual construction method, the embankment configurations
that were ultimately constructed and the fill densities that were achieved.
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Lake Setback Distance
Golders (2004b) recommended a 100m setback between the crest of the overburden cut slope
and Lake Ontario. We consider this to be an appropriate setback for this area of nominally 20m
thick overburden. This distance is sufficient to mitigate seepage and stability risks associated
with recharge from Lake Ontario, and also provides some flexibility for constructing erosion
control works, in the event these are required in the future. It is further recommended that
seepage be mapped as the southern overburden slopes encroach within 50m of the final slope,
so that requirements to control and manage seepage at the final face can be anticipated and
slope designs modified, as required.
Impact on Shallow Groundwater Flow Reqimes and Wells
Golder (1990) stated: "In the low hydraulic conductivity till soils, the radius of influence is on the
order of 100m or less" and "Where sands and gravels are present the radius of influence due to
the quarry is possibly on the order of a few hundred metres." We generally concur with these
statements, and do not anticipate that there will be any appreciable impacts to the shallow
groundwater flow regime surrounding the quarry.
The area where the radius of influence could extend out furthest was identified at the southeast
extent of the quarry, where some sand and sand and gravel interbeds were noted in the
overburden (Golder, 1990). Drawdown could also extend out further in any shallow bedrock
strata that are slightly more fractured and permeable than the overall rock mass, and which are
confined by the dense overlying till. However, where the radius of drawdown caused by the
quarry exceeds 100m, actual drawdown is not expected to be significant and should not exceed
about one to two metres.
Wells that service the area along Cedar Crest Beach were completed in various sediments
ranging from sand, to sand and gravel, to clay and shallow bedrock. It is expected that these
sediments should all have a reasonably good hydraulic connection to Lake Ontario, as the beach
should be comprised of relatively permeable littoral sediments. Well water levels reported by
Golder (Figure 15, 1990) are typically within plus or minus 2m of Lake Ontario. This infers a
reasonable hydraulic connection with the lake that should mitigate any drawdown effects from the
quarry. Maintaining the hydraulic head in Westside Marsh will further mitigate any drawdown
impacts. However, some slight impacts could occur in some of the wells in this area, and while it
is not possible to quantitatively predict them in advance of developing the overburden slopes, it
will be important to monitor well levels as the quarry footprint expands to the east., A database of
well level data will allow actual impacts to be quantified. Anecdotal information is often inaccurate
but may carry some weight in the absence of any other data. A well-doCumented database of
water level data should therefore be required, so that any impacts and remediation or
compensation requirements can be assessed in an objective, quantitative manner.
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It is recommended that at least eight existing domestic wells and/or dedicated monitoring wells in
the Cedar Crest Beach area and two in the Cove Road area be incorporated into a water level
monitoring program. The sampling points should be selected to provide some data on shallow
zones in the overburden, as well as the bedrock/overburden contact. A baseline monitoring
record should then be established prior to diverting Westside Creek and expanding the quarry
footprint into Westside Marsh. At least one annual cycle of data, and preferably two, should be
obtained to establish the baseline record. To document any impacts that do occur, the monitoring
should continue until the final footprint has been established and the first two benches in bedrock
have been mined to the ultimate slope along the southeast and east walls of the quarry. If the
monitoring data document that significant drawdown has occurred at the site of the wells, and
well yields are shown to be adversely affected, municipal water could be extended into this area
as a remedial measure.
It should be noted that any impacts that do occur to the shallow groundwater flow regime and/or
wells in the Cedar Crest Beach area would be related to expanding the quarry footprint from its
current extent. Incremental hydrogeological impacts associated with deepening the quarry would
not affect the shallow groundwater flow regime or shallow wells.
Impact to Deep Groundwater Flow Reaime
Maximum drawdown of up to about 10m could occur in the deep bedrock at a distance of about
500m from the quarry, in response to seepage into the ultimate excavation. Lesser drawdown
would occur near surface due to precipitation recharge.
The very high salinity of the pore water in the limestone precludes a "reasonable use" for any
groundwater that could be extracted from the limestone. The quantity of deep groundwater
predicted to seep into the quarry is also very small (<13 Igpm). Therefore, while there will be an
increase in the quantity of deep groundwater seepage into the quarry as it is excavated below
11 m-asl, no significant impacts are predicted for the bedrock flow regime. We differ slightly with
Golder on the actual quantity of seepage that could occur, but we concur that the seepage will be
manageable and that there should be no significant impact to the groundwater flow regime in
bedrock.
Stabilitv of Bedrock Slopes Due to Elevated Pore Pressures
The overall bedrock rock mass is not expected to drain significantly in response to quarrying.
However, the relaxed rock mass immediately adjacent to the quarry slopes will be more
permeable and will likely drain and depressurize to some degree.
A potential for toppling failures has been identified for portions of the north and south walls, due
to mechanisms associated with southeast-northwest striking, near-vertical joint sets. Drainage
along these structures within about 15m of the quarry wall is indicated to be necessary to mitigate
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the toppling risk. While natural relaxation and increased hydraulic conductivity may result in
some natural drainage of the rock mass within the critical zone behind the quarry walls, intense
precipitation events and chronic seepage from the toe of the overburden slopes could recharge
some of the benches and raise pore pressures along joints to critical levels. We therefore agree
with the Golder (2004b) recommendation that a horizontal drainhole program be conducted to
provide drainage through the near vertical joints on the north and south walls of the pit, wherever
the risk of toppling is identified. Drainhole depths would be contingent upon the potential depth of
the failure, but all holes should be drilled to a minimum depth of 25m.
We further recommend that shallow piezometers be installed on each newly developed bench in
the areas of potential toppling on the north and south walls to provide some information on the
piezometric levels behind the benches, and to assess the effectiveness of the drain holes. These
should be sited near the toe of the adjacent bench slope, and should be drilled to a depth
equivalent to 2/3 of the bench height. Ideally, data loggers should be installed in most of these
piezometers to provide transient data immediately following rainfall events. Data loggers could
be moved down bench by bench as the quarry is developed, after adequate performance of
drainholes on the upper benches is demonstrated.
Groundwater Discharoe Qualitv
The quarry expansion to depth will increase the quantity of deep, highly saline groundwater that
flows into the quarry sump. Based on a finite-difference modelling projection that assumes a
homogenous but anistropic rock mass, the deep groundwater seepage into the pit sump could
increase approximately threefold at ultimate quarry depth. A similar increase was predicted for
the overall site water balance for the ultimate quarry footprint (Golder, 2001a). Therefore, the
average salinity in the sump water should not change significantly from the current condition.
The salinity of the water pumped from the pit sump varied from 5930 to 7354 JlS/cm over the
water balance interval. These concentrations are just below the specific conductance of
8,000 JlS/cm, identified by Golder as the approximate toxicity levei for Daphnia Magna (Golder,
2001 a). We understand that the potential toxicity of the sump water is to be managed in the sub-
lethal salinity range by mixing with process plant water prior to discharge to Darlington Creek.
As long as the ratio of deep groundwater to shallow groundwater/runoff does not change from the
current ratio, the sump discharge quality should be maintained at similar concentrations to those
documented in 1999/2000. The practice of mixing sump water with process water will therefore
be a feasible method for managing the sump discharge. However, the actual dilution provided by
the nominal 1200 Igpm process plant flow will be reduced over time, as the quantity of sump
water is predicted to increase by a factor of three in the future.
At present, sump water with a conductance of up to 7000 JlS/cm is pumped at rates up to
500 Igpm, and can be combined with the 1200 Usgpm plant process water to achieve a combined
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effluent with a specific conductance in the range of 1200 to 2500 IlS/cm (1200 x 325 IlS/cm + 500
x 7000 IlS/cm equates to a 1700 Igpm flow with an electrical conductance of 2300 IlS/cm). An
average annual dewatering requirement of about 622 Igpm is predicted for the average
precipitation year at the uitimate quarry footprint. The sump pumping rate will therefore have to
be increased above the current 500 Igpm rate to service the expanded pit footprint. Assuming a
pumping rate of 750 Ipgm, the post expansion effluent would have an electrical conductance of
about 2900 IlS/cm (1200 x 325 IlS/cm + 750 x 7000 IlS/cm equates to a 1950 Igpm flow with an
electrical conductance of 2900 IlS/cm). This is about 40% higher than present but is still only
about 50% of the toxicity threshold. The method of mixing proposed by Golder to maintain
acceptable quality in Darlington Creek is therefore judged to be feasible.
If the quarry depth is increased in advance of the footprint expansion, the increase in deep
bedrock seepage may be more than proportional to the increase in runoff and sump water quality.
In this instance, sump water may exhibit an electrical conductance in excess of 8,000 IlS/cm.
However, the average quarry inflow would be much less than 500 Igpm, which would allow a
pumping rate of less than 500 Igpm and more dilution in the receiving flow. If the overall dilution
of a maximum 13 Igpm inflow of deep groundwater flow is maintained at about 50: 1 or greater,
adequate water quality should be achieved in Dariington Creek (13 Igpm x 200,000 IlS/cm + 650
Igpm x 325 IlS/cm equates to a 663 Igpm flow with an electrical conductance of 4200 IlS/cm).
Diluting sump discharge with the plant process discharge flow of 1200 Igpm should therefore
provide more than enough dilution to manage the salinity in the deep groundwater seepage. In
extreme upset circumstances, it could be necessary to run the process make-up water supply
pumps continuously, even if the process water is not required, but the water quality could be
maintained below an acceptable salinity threshold.
Ammonia is also present in the deep sump water at high concentrations relative to safe aquatic
habitat levels. The one analytical result available for the deep ammonia concentration indicates a
concentration of 43 mg/L-N, which will require considerable dilution prior to discharge to comply
with Provincial Water Quality Objectives. Additional sampling for ammonia should be conducted
to determine the expected concentration range, but dilution requirements will likely be similar to
those required to meet the salinity objective.
A formal sump water management plan should be developed to identify the maximum allowable
salinity and ammonia concentrations in any flow discharged to Darlington Creek, and to formulate
a monitoring and dewatering program which will ensure that the allowable concentrations are not
exceeded. The management plan should demonstrate the ability to comply with the allowable
discharge concentrations for average, extreme drought, and extreme storm conditions. The
monitoring and reporting program proposed by Golder Associates should be incorporated into the
management plan and implemented in 2005. The recommended quarterly water quality sampling
should include shallow sump water, deep sump water, sump discharge, and stations SW-1 and
SW-2 along Darlington Creek. Darlington Creek electrical conductivity should also be monitored
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at SW-2 on a continuous basis. Data generated by the monitoring program should be used to
update and validate the sump water management plan over a five-year period.
The site water balance, chemistry data and other information presented by Golder indicate that
sump water can be discharged to Darlington Creek at an average rate that will not impair the
aquatic habitat in this creek. However, if any anomalous permeable strata are exposed in the
quarry wall, short term increases in deep bedrock groundwater discharges could occur that may
require management of storage capacity in the sump, or increased dilution with plant process
water, in order to maintain compliance. The dewatering management plan should also address a
"worst case" seepage scenario.
QUARRY CLOSURE
The proposed closure plan for the quarry involves allowing it to fill with natural precipitation and
runoff, or conveying Lake Ontario water into the quarry. The amount of time it would take to fill
the quarry with natural runoff would likely approach a century, whereas Lake Ontario water could
be used to fill the quarry within a period of a few years. The latter method could be adopted to
mitigate concerns related to marginal rock slope stability or metals leaching from the rock
exposed in the final walls.
Depending upon the method used to fill the quarry, initial water quality would range between
current sump water quality and Lake Ontario water quality. However, over time, highly saline
water that seeps into the quarry will accumulate on the bottom, and the pit lake will gradually
become more saline. This will occur over centuries, as the rate of deep groundwater seepage
into the quarry will likely be less than 5 Igpm during the post-closure period.
An interface similar to that observed in the present quarry sump will also develop, with brine on
the bottom of the quarry and fresher water above. This interface will move up over time, but
could be controlled by pumping small flows (i.e., similar to the deep groundwater seepage rate,
on average).
It is difficult to make predictions regarding the quality of water in the pit lake based on the
available data. However, the quality would be largely dictated by the character of runoff water,
and concerns presented by highly saline groundwater seepage would be minor, commensurate
with the small, easily managed quantity. A detailed closure plan should be developed after about
five years of data have been collected with the sump water management program discussed
above. The closure plan should subsequently be reviewed at regular intervals, to reflect
additional data collected over the course of the quarry life.
We have not been provided with any storm runoff information, but the broad area of the pit lake
will provide a large surge capacity to attenuate peak runoff events. The design for the pit lake
decant structure would therefore not have to convey peaky storm runoff events, and could
P1TEAU ASSOCIATES ENGINEERING LTD.
--
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -18-
November 24, 2004
discharge to either Westside Marsh, Lake Ontario or Darlington Creek, depending upon various
environmental and logistical constraints. Closure design for the pit lake should address expected
average and peak discharge flows, the required hydralic separation between Westside Marsh and
the pit lake, habitat values in the potential receiving water courses, and the desired end use for
the pit lake.
CLOSING STATEMENT
We trust this letter presents the information, opinions and direction that are required of this peer
review. If you have any questions regarding this report, please contact us.
Yours truly,
PITEAU ASSOCIATES ENGINEERING L TO.
1Mw~
Andrew T. Holmes, P.Eng.
A TH/las
Att.
PITEAU ASSOCIATES ENGINEERING LTD.
REFERENCES
David Thompson, pers comm. Telephone conversation with Mr. David E. Thompson of Shaheen
Peaker Thompson Ltd., November 22, 2004.
Golder Associates, 1990. "Hydrogeological Investigation, St. Marys Cement Company,
Bowmanville, Ontario." Golder Report No. 891-8010A, prepared for Consultec Limited.
April.
Golder Associates, 1998. "Geological and Hydrogeological Evaluation of the Bowmanville
Quarry, Clarington, Ontario." Golder Report No. 981-1346B, prepared for Blue Circle
Cement. December.
Golder Associates, 2001a. "Water Balance and Water Quality Assessment, Blue Circle Cement
Bowmanville Quarry." Golder Report No. 991-1500, prepared for Blue Circle Cement.
February.
Golder Associates, 2001b. "Recommendations for Slope Design for Quarry expansion at Blue
Circle Cement's Bowmanville Quarry." Golder Report No. 981-1346-C prepared for Blue
Circle Cement, April.
Goider Associates, 2001 c. "North Wall Stability Assessment and Rockfall Mitigation
Recommendations for Bowmanville Quarry." Golder Report No. 981-1346-D Report
prepared for Blue Circle Cement, April.
Golder Associates, 2002. "Deep Drillhole Project St. Marys Cement Bowmanville Quarry,
Bowmanville, Ontario." Golder Report No. 001-1542 prepared for St. Marys Cement Co.,
Bowmanville Plant, February.
Golder Associates, 2003. "Bulk Sample Characterizations of Glacial Till Overburden,
Bowmanville Quarry." Golder Report No. 03-1112-076 prepared for St. Marys Cement
Co., Bowmanville Plant, December.
Golder Associates, 2004a. "Hydrogeological Assessment - Proposed Bowmanville Quarry
Deepening, Bowmanville, Ontario." Report No. 03-1112-086 prepared for St. Mary's
Cement Co., March, 24p.
Golder Associates, 2004b. "Supplemental Recommendations on Slope Design Proposed
Bowmanville Quarry Deepening, Bowmanville, Ontario." Report No. 03-1112-086-1
prepared for St. Mary's Cement Co., March, 13p.
Shaheen Peaker Thompson Ltd., 2001 "Geotechincallnvestigation - Proposed North and South
Partition Berms and Channel Excavation along Route between Existing Hydro Towers
Westland Creek Diversion." Report No. J471 prepared for Blue Circle Cement. November.
PITEAU ASSOCIATES ENGINEERING LTD.
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ATTACHMENT 2
PITEAU ASSOCIATES
GEOTECHNICAL AND
HYDROGEOLOGICAL CONSULTANTS
215-260 WEST ESPLANADE
NORTH VANCOUVER, B.C.
CANADA V7M 3G7
TELEPHONE: (604) 986.8551
FAX: (604} 985-7286
WEBSITE: hltpJIwNw.piteau.com
Our file: 2657
December 2, 2004
Corporation of the Municipality of Clarington
40 Temperance Street
Bowmanville, Ontario
L 1C 3A6
Attention: Mr. David J. Crome, M.C.I.P., R.P.P.
Director of Plannina Services
Dear Sirs:
Re: Geotechnical Review for Quarry Deepening, St. Marys Cement Bowmanville Plant
File No. PLN 21.2.7
As requested, Piteau Associates Engineering Ltd. (Piteau) has conducted a technical review of
reports prepared by Golder Associates Ltd. (Golder) to support the St. Marys Cement Co.
(St. Marys) application to the Ontario Ministry of Natural Resources to amend the existing
Bowmanville Quarry license to increase the depth of excavation from 60 to approximately 180
metres. Piteau submitted a proposal to the Corporation of the Municipality of Clarington
(Clarington) to conduct a peer review of geotechnical, hydrogeological, and hydrological aspects
of the project, dated September 24, 2004. Clarington authorized Piteau to proceed with the
review in a letter from Mr. David Crome, Director of Pianning Services, dated September 30,
2004.
SCOPE OF REVIEW
The scope of the review was intended to address the following:
1. Potential impacts on surrounding wells;
2. The proposed groundwater monitoring plan;
3. The proposed quarry dewatering plan and management and monitoring of discharge quality
and impact;
4. The proposed closure plan which involves allowing the quarry to flood and the creation of a
lake;
5. Proposed monitoring of the retention berm between the future quarry and the Westside
Marsh; and
6. Proposed slope design.
PITEAU ASSOC1A lES ENGINEERING L TO.
p
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -2-
December 2, 2004
The stated objective of the geotechnical slope design review (Item 6) is to determine if the Golder
design reports adequately address the overall stability and operational safety of deepening the
quarry, particuiarly with respect to identified higher risk slopes on the north wall (adjacent to the
CN Rail line), and the south wall (adjacent to Lake Ontario and the Westside Marsh), where
potential for toppling instability is indicated. A review of the hydrogeoiogical and hydrological
aspects of the project, including issues associated with the Wests ide Marsh partition dykes (Items
1 to 5), are presented under separate cover.
BACKGROUND
The Bowmanville Quarry is situated in Clarington, Ontario, about 55 km east of Toronto. The
existing excavation is located approximately 1 km south of Highway 401 in the Township of
Darlington and the Regional Municipality of Durham. The quarry is bounded by Lake Ontario,
approximately 0.5 km to the south, the Darlington Generating Station to the west, the eN Rail line
and a Ontario Hydro transmission line to the north, and Westside Marsh to the east (Fig. 1).
St. Marys operates the Bowmanvilie Quarry under the Ministry of Natural Resources Quarry
Licence No. 3187. The Licence permits quarrying to +11 masl, approximately 60 to 70m below
the natural grade at the site. Limestone suitable for Portland cement has been identified to
depths of about 124m below the currently licenced depth of quarrying. St. Marys has therefore
applied to amend their licence to allow quarrying to an ultimate elevation of between -108 and
-116 mas!. This would involve a total quarry depth varying from 190 to 200m below original
ground.
The bedrock geological and hydrogeological conditions at the Bowmanville Quarry have been
investigated by Golder at various times since 1979. A list of references summarizing
geotechnical information pertaining to the design of the quarry excavations is included at the end
of this report. The most recent slope design study for the quarry was completed by Golder in
March 2004 (Golder, 2004) following a decision by St. Marys to change the overall development
plan to incorporate 15m high benches. The previous quarry design incorporated bench heights
ranging from 8 to 23m high, depending on plant blending requirements. Current interramp (crest-
to-crest) slope angles (IRA's) in the quarry are about 70., to heights of about 60m.
ENGINEERING GEOLOGY
The surficial deposits and bedrock stratigraphy and structural geology at the Bowman Quarry are
described in detail by Goider (2000b; 2002). General descriptions of the bedrock stratigraphy
and structural geology are freely extracted from various Golder reports to provide a summary of
engineering geology conditions at the site. Fig. 2 (Fig. 4 from Golder, 2004) shows the general
stratigraphy in relation to the proposed slope designs.
PITEAU ASSOCIATES ENGINEERING LTD.
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -3-
December 2, 2004
StratiQraphv
The limestone sequence underlying the Bowmanville Quarry is approximately 185 to 195m thick
and is overlain by glacial tills ranging from about 8 to 20m thick. The bedrock stratigraphy is flat
lying and dips slightly to the south at less than one percent grade. The limestone sequence is of
Ordovician age and includes six formations overlying Precambrian granitic gneiss. The general
stratigraphy is described starting from the top of the bedrock surface and extending downwards
as follows:
Whitby Formation: A 3 to 5m thick, dark grey to black bituminous shale with thin limestone
interbeds. The shale occurs in Level1a and is prone to slaking upon
exposure.
Lindsay Formation: Approximately 80m thick, grey, thinly to thickly bedded nodular
limestone, with occasional shaly interbeds less than 100 mm thick. This
member is currently the primary quarry member and is developed in
Levels 1 to 4.
Verulam Formation: Approximately 75m thick, light to medium grey, very thinly to medium
bedded (0.02 to 0.25m) limestone and argillaceous limestone. Thinly
bedded (0.01 to 0.15m) black bituminous shale beds occur within the
sequence that slake (disintegrate) upon exposure to air and moisture.
Approximately 10 to 20 % of the sequence, and particularly the upper 8
to 8m, is comprised of shaly beds. This unit is mined in Levels 5a to 9.
Bobcaygeon Formation: Approximately 21 m thick and consists of grey, very thinly bedded
limestone and argillaceous limestone. Thinly bedded black shale beds
occur in the upper half of the sequence. The lower half of the formation
is less shaly and occurs in Levels 10 and 11.
Gull River Formation: An approximately 32m thick, buff grey, thinly to medium bedded
limestone with gypsiferous sections and minor dolostone. This unit is
mined in Levels 11 to 12a.
Structural GeoloQV
Joint and bedding structural discontinuity data at the Bowmanville Quarry has been collected by
Golder from exposed quarry benches in the Lindsay Formation and from optical televiewer and
clay impression oriented core data from drillholes DHOO-1 and DHOO-2 (Fig. 3). No evidence of
faulting is indicated at the site. In addition to bedding, three joint sets are indicated to be present
(Golder 2000b; 2002) with peak orientations summarized in Table I and shown on Fig. 3.
P1TEAU ASSOCIATES ENGINEERING LTD.
Corporation of the Municipality of Glaring ton
Attention: Mr. David J. Crome -4-
December 2, 2004
Joint Set J1 is indicated to be the most predominant discontinuity set, with continuities in the tens
of metres based on site descriptions and photographs. Although peak orientations are near
vertical for all joint sets, variations in the dip of the J1 Set appear to range from about 70. north to
70. south. Dips for the J2 and J3 Sets are indicated to range from about 70 to 90. and about 75
to 90., respectively.
Table I
Summary of Peak Joint Set Orientations and Characteristics
Joint Set Character Dipn Dip Direction n Spacing (m)
J1 Major Set, 86 179 1 to 5
Continuous
J2 Minor Set, 88 289 5
Discontinuous
J3 Minor Set, 90 079 5
Discontinuous
Rock Mass Conditions
Rock mass conditions at the Bowmanville Quarry have been characterized by Golder (2000b;
2002; 2004) based on core logging information and geotechnical mapping of the quarry walls.
Table II is a summary of average rock mass parameters for the various formations according to
the Rock Mass Rating (RMR) system after Bieniawski (1976). Based on RMR, the rock mass
quality of the Verulam Formation is classified as "fair to good," the Bobcaygeon and Gull River
Formations are classified as "good," and the Lindsay Formation is classified as "very good."
Based on the uniaxial compressive strength (UGS) and the corresponding relative hardness of
the intact rock (ISRM, 1981), the Verulam Formation is ciassified as "medium to strong" rock, the
Bobcaygeon and Gull River Formations are classified as "strong" rock, and the Lindsay Formation
is classified as "very strong" rock.
PITEAU ASSOCIATES ENGINEERING LTD.
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -5-
December 2, 2004
Groundwater
Relatively high groundwater levels are indicated for the Bowmanville quarry based on
observations of minor seepage along bedding planes on the upper north and east walls (Golder
2000b). A more detailed review of groundwater conditions in the quarry are included as part of
this review under separate cover.
STABILITY ASSESSMENTS AND QUARRY SLOPE DESIGNS
Stability assessments carried out by Golder have included stereographic analysis of kinematically
possible failure modes (planar, wedge and toppling failures), limit equilibrium analyses of block
and flexural toppling, rockfall analyses, deep-seated basal shear analyses, and stress analysis of
slope conditions on the north wall. Various aspects of these assessments are discussed in the
following sections.
The proposed slope designs summarized in Table II Incorporate bench face angles (BFA's) of 900
and IRA's ranging from 57' on the south wall to 620 on the north, east, and west walls. Locally
flatter IRA's of 40 to 510 are proposed between Levels 4 and 5b in the vicinity of a shaly
limestone horizon in the Upper Verulam Formation.
Kinematicallv Possible Failure Modes
Stereographic analysis of kinematically possible planar, wedge, and toppling failure modes were
carried out for the current quarry and proposed expansion, as summarized in Golder (2000b;
2001). The 2000 and 2001 structural database defined peak orientations that were slightly flatter
than the 2002 peak orientations (Table I) defined from oriented core drilling and quarry mapping.
Kinematics assessments were not re-analyzed based on the steeper peak orientations, because
the previous assessments were still considered representative for design purposes. However,
the 2002 database indicates greater variability in the structural orientations for Set J 1, which
could define slightly more adverse kinematically possible failure modes than assessed in 2000
and 2001. This greater variability may be explained in part by error introduced from oriented core
measurements. However, similar orientations occur in both the surface mapping and oriented
core databases, indicating that the oriented core data is not introducing a conservative bias.
Quarry mapping defines a larger percentage of steeply south dipping orientations for Set J 1,
whereas a slightly stronger concentration of northerly dipping J1 orientations exists in the oriented
core database. Based on these observations, a steep subset of Set J1 (referred to here as
possible Set J1A) could be defined with a dip direction of about 350'. This subset could define
potential for planar failure on benches on the south wall and supports the interpretation of
toppling potential on the north wall.
Kinematically possible failure modes that are identified based on available structural data are
summarized in Table III for the main wall orientations defined in Table II. Kinematically possible
PITEAU ASSOCIATES ENGINEERING LTD.
III
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -6-
December 2, 2004
mechanisms that incorporate Sets J2 and J3 are indicated to be less likely due to limited
continuities of these sets (e.g., Set J2 is indicated to have continuities less than 5m). On this
basis, the potential for wedge, planar, and toppling failures on the west and east wails is likely low
and may be limited to localized occurrences.
On the north and south wails, the potential for block and flexural toppling failures is well
documented (Golder, 2002). For Set J1 and possible subset J1A, planar and wedge orientations
could define potential breakback of bench faces at angles less than the design BFA of 90' on the
north and south wails. The combination of potential for block and flexural toppling as well as
steeply dipping planar or wedge type failures is an important consideration in designing adequate
catch bench width for rock fall protection, as discussed below.
Table III
Summary of Kinematically Possible Failure Modes
Pit Wall Dip Direction (') Kinematicall Possible Failure Modes Sets
[Range] Bench Interram /Overail
North 130 Wedge (J1/J3) Toppling (J1A)
[110-220] Planar (J 1)
To lin J1A
East 250 Wedge (J1/J2)
[220-320] Planar (J2)
To lin J3
South 335 Wedge (J2/J3) Toppling (J1)
[320-040] Planar (J1A)
To lin J1
West 055 Planar (J3)
[040-110]
Block and Flexural Toppline Analvsis
Stability analyses of block and flexural toppling were carried out for bench scale stability by
Golder (2002). These analyses investigated the sensitivity of slab thickness to tilt angle (dip) and
slope height. A database of eight slab geometries that either failed (three cases) or were stable
(five cases) were plotted against the results of the toppling analysis. The three unstable slabs
ranged in thickness from 0.5 to 0.75m, heights of 15 to 30m, and had dips of 85 to 86' (into the
slope). The upper bound of the case examples indicates unstable conditions for bench heights of
greater than 15m and joint dips of greater than 85' for the range of joint spacings that are
considered representative at the site. The stability of block and flexural toppling slabs could be
improved with a design BFA of 85'.
PITEAU ASSOCIATES ENGINEERING l TO.
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Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -7-
December 2, 2004
Rockfall Analvsis and Catch Bench Desian
The Bowmanville Quarry has experienced rockfall activity along the north wall due to raveling
associated with the predominant joint Set J1. In 2000, Golder conducted rockfall assessments
(Golder, 2000a) which invoived laser profiling of the slope along the 450m length of the north wali
and rockfall analyses using the computer program RocFall (developed by Rocscience Inc.). The
north wall ranges in height from 54m in the west to 60m in the east. Three narrow (<4m) catch
benches are present on the eastern two-thirds of the slope. The lower catch benches are not
present on the western one-third. Open tension cracks were observed by Golder along the crest
of the overall slope. Overall (crest-toe) slope angles measured on five slope profiles (Fig. 5 of
Golder, 2000a) range from 72 to 77'.
The above observations clearly indicate that the 8m design catch bench width has not been
achieved on the north wall, resulting in inadequate catchment for rockfall protection.
Furthermore, laser profiles of the slope indicate that vertical bench faces are not being achieved
and that typical BFA's may be in the range of about 85'. Net or "effective" catch bench widths
(i.e., the bench width that remains intact after excavation) of 8m are considered appropriate for
bench heights of about 15m. Assuming an achievable 85' BFA, a total bench width of 8m would
be appropriate for a 15m high bench.
The results of the rockfall modelling assessments indicated to Golder that a 2m high rockfall
impact berm was required at a distance of 25 to 30m from the toe of Level 4. On the north wall,
the crest of Level 5 is located 8m from the outside toe of the berm, defining a total setback or
offset of 38m. The restitution (normal and tangential) coefficients used in the rockfall analyses
generally fall within literature ranges for clean, hard bedrock materials. It is unclear from the
reported modeling results whether model calibration was developed based on observed or
documented rockfali events. Because wide variations in rockfall modelling results can come from
reiatively small changes in restitution coefficients, model calibration is critical to providing
representative forward rockfall catchment predictions.
Rockfall analyses were also carried out by Golder (2004) to investigate whether the incorporation
of a design 85' BFA would have an impact on reducing rockfall catchment. As discussed
previously, an 85' BFA could provide improvements for block and flexural toppling stability. The
rockfall analyses were carried out with the same input parameters used in the assessments for
the north wall. The modeling results indicate that catchment is maximized with a vertical bench
face because the lateral trajectory is minimized for a vertical face, as compared to an 85' bench
face.
Vertical bench faces may be susceptible to raveling associated with toppling on the north and
south walls. Over time, raveling can resuit in accumulation of debris on catch benches, leading to
loss of rockfall catchment and greater potential for boulders to roli and bounce downslope with
PITEAU ASSOCIATES ENGINEERING LTD.
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Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -8-
December 2, 2004
increased lateral trajectory. The source potential could be reduced with the excavation of a
design 850 BFA on the north and south walls. If such designs were implemented, IRA's would
have to be adjusted to 580 on the north wall to maintain an effective 8m bench width.
Stabilitv Anaivses of the Overall Slopes
Assessments of overall slope stability have included basal shear analysis using the computer
program XSTABL (Golder, 2004) and the potential for stress induced rock mass failure using the
finite element stress analysis program Phase2 (Golder, 2000a). In both cases, no specific
analysis output or results (e.g., Factor of Safety (FOS)) are provided, other than a general
discussion of the analysis approach and findings. Piteau is therefore unable to provide a specific
opinion on the overall stability of the proposed Bowmanville Quarry designs based on the
information provided.
Basal shear analysis addresses the potential for instability to occur along a weak rock unit or pre-
defined plane of weakness under the driving load of the overlying rock units (strata). The shaly
unit at the top of the Verulam Formation (approximate 60 to 70m depth on Level 5a) was
identified as being a unit of potential concern. The weaker shale zone was modeled by assigning
a 20% reduction in the rock mass strength parameters for the unit to account for potential
strength reductions associated with blast damage and/or slope relaxation. A continuous joint was
assumed in the backscarp of the driving block, with various water pressure assumptions applied
in the analysis. The conclusion of the analyses was that water pressures in the tension crack
Uoint) had a marked effect on the stability analysis results and that drainage of the slope would be
important for maintaining stability.
Phase2 modeling of the north wall, investigating the possible effects of a high insitu stress ratio
(i.e., hori~ontal stresses twice the vertical overburden stress), indicates no major stress-related
slope instabilities for the 54 to 60m high north wall. Minor tensile stresses were indicated by the
model, which is consistent with observations of cracking near the crest. It does not appear that
stress analysis modeling has been conducted for the proposed final overall slope.
Deep-seated Topplinq Potential
The potential for deep-seated toppling does not appear to have been assessed for the north or
south walls. Given the high consequence areas defined by the CN Rail and Ontario Hydro
transmission lines located behind the current north wall, and Lake Ontario behind the proposed
final south wall, some investigation of the potential for deep-seated toppling is warranted. This
could require distinct element modeling using the computer program UDEC to address the
combined influence of high horizontal stresses, structural discontinuities, and groundwater
pressures on slope deformations.
PITEAU ASSOCIATES ENGINEERING L TO.
_..
I~
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -9-
December 2, 2004
Deep-seated toppling can develop in slopes greater than about 100m high, when continuous,
closely spaced, steeply dipping structural discontinuities are present and relatively high
groundwater conditions exist. In general, deep-seated toppling potential occurs when the trend of
the structural features is within:!: 300 of the slope face and the structures dip steeply (I.e., 65 to
90') into the slope. This defines structural dip directions that are oriented 150 to 210' to the dip
direction of the wall. For the north and south walls, potential toppling orientations are
summarized in Table IV.
Table IV
Summary of Potential Toppling Orientations
for the North and South Walls
Wall Dip Direction (0) Potential Topping Set Potential for Toppling
Wall [Toppling Range] Name Dip
Current Ultimate Direction (0) Current Ultimate
North 135 130 to 160 J1A 340 to 01 0 Low Yes
[285 to 345] [280 to 010] (- oblique)
South 325 to 355 330 J1 160 to 190 Yes Yes
[115 to 205] [120 to 180]
Potential for deep-seated toppling may exist for the proposed north and south walls of the
Bowmanville Quarry. On the current north wall, possible subset J1A is about 25 to 550 oblique to
the main wall orientation and therefore defines a relatively low potential for deep-seated toppling.
Aside from the current limited depth of about 60m on the north wall, the oblique orientation of
Set J1 could explain the lack of toppling development under current conditions. As the proposed
expansion progresses, north wall slope orientations become aligned closer to the trend of
Set J 1 A, defining a greater toppling potential.
Portions of the current south wall slopes appear to sub-parallel Set J1, and evidence of bench
scale toppling is well documented as shown on Plates 2 and 3 of Golder (2001). Current slope
heights are generally limited to one bench due to the access ramp that traverses the current
south slope. On the ultimate south wall, an approximately 900m long slope is proposed that
subparallels Set J1, defining increased potential for deep-seated toppling.
SLOPE MONITORING AND MITIGATION OF POTENTIAL SLOPE INSTABiliTY
Potential slope instability can be mitigated with the implementation of a slope monitoring system
that provides early warning of slope movements and contingency plans to remediate slope
movement areas prior to the development of slope failure. Regular surveying and interpretation
of data from a network of reflective survey prisms, strategically located on the quarry walls and
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Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -10-
December 2, 2004
behind the quarry crest, would allow slope deformation to be detected over time. Slope
inclinometers placed behind the quarry crest can also provide very accurate measurements of tilt
or shearing that could occur if deep-seated toppling were to develop in high risk areas (e.g., north
and south walls). If slope movements were detected, mitigation measures could be implemented
(e.g., installation of horizontal drainhoies, changes to the slope designs such as buttressing,
offloading, etc.) to reduce the potential for significant impacts to the operation or surrounding
infrastructure. Based on information avaiiable, it is unclear whether slope monitoring is currently
being conducted at the Bowmanville Quarry.
CONCLUSIONS AND RECOMMENDATIONS
Our review of the geotechnical slope design at the Bowmanviile Quarry has identified a number of
items that should be considered or addressed with respect to the proposed quarry deepening and
expansion, as discussed below.
Bench Desiqn and Rockfall Protection
. The current proposed slope designs, consisting of 15m high benches and an 8m catch bench
width, are considered appropriate provided that 8m of effective catchment remains following
excavation. Interramp siope angles should be adjusted to reflect the actual BFA's and bench
widths that are being achieved in the various quarry sectors.
. On the north and south walls where geologic structure defines potential for raveling
associated with toppling slabs, a design BFA of 850 should be considered. This could involve
blasting trials with 850 pre-spliLholes or excavation trials with additional bucket scaling to
remove loose material from the bench face and crest.
. Rockfall events should be documented based on boulder size and location such that future
rockfall modeling can be calibrated and catch bench designs optimized accordingly.
. Manual scaling of benches could be required in specific areas if loose slabs or excessive
raveling persists with time.
Adiustments to Slope Geometrv
. If possible, the orientations of the north and south walls should be adjusted to reduce the
potential for toppling to develop. Alternatively, interramp slope designs should be adjusted to .
accommodate toppling potential (discussed below).
. Convex slope geometries or noses should be minimized on final walls to reduce the potential
for rockfall and raveling associated with unconfined slope conditions.
PITEAU ASSOCIATES ENGINEERING LTD.
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crome -11-
December 2, 2004
. Placement of haul ramps across higher risk slope areas (e.g., south and north walls) can help
reduce the overall slope angle and improve slope stability.
Controlled Blastinq
. Controlled blasting should be carried out on all final walls to minimize disturbance to the rock
mass.
. As discussed above, pre-split trials should be carried out on the north and south walls to
investigate potential improvements in bench scale performance associated with an 850 BFA.
Groundwater
. Horizontal drain holes should be installed on each bench to depths of greater than 25m.
. Piezometers should be installed in shallow holes on each catch bench level to assess the
performance of drain holes drilled into the adjacent bench face.
. Drainhole length and spacing should be adjusted based on piezometric response.
Overall Slope Stabilitv
. The results of XSTABL basal shear analyses and Phase2 modelling carried out by Golder
(200a, 2004) should be reported for the proposed design slopes. A minimum FOS of 1.5 is
recommended for the high consequence areas behind the crests of the north and south walls.
. Numerical modeling of the north and south walls should be considered using UDEC to
address deep-seated toppling potential and possible strains that could develop as a result of
quarry deepening, particularly considering the indicated high horizontal stress conditions.
. Qualitative risk zoning should be developed for the areas behind the crests of the north and
south walls. Risk zonation should address the potential impacts of instability or strains
associated with quarry deepening on the CN Rail and Ontario Hydro transmission lines
behind the north wall and Lake Ontario behind the south wall.
Slope Monitorinq
. A network of reflective survey prisms should be placed on the north wall and at the quarry
crest to monitor the potential for displacements to develOp over time.
PITEAU ASSOCIATES ENGINEERING lTD.
Corporation of the Municipality of Clarington
Attention: Mr. David J. Crame -12-
December 2, 2004
. Prisms should be read on a regular basis (e.g., weekly for the first month, then quarterly).
. Prism monitoring frequency should increase if indications of slope movements are detected.
. Three inclinometers should be planned behind the crest of the north wall and two
inclinometers behind the crest of the south wall. One inclinometer should be installed behind
the current north wall crest.
. All inclinometers should extend to a depth of 10m below the shaly limestone horizon in the
Upper Verulam Formation (i.e., 80 to 90m deep) and should be read regularly (i.e., monthly
for the first quarter, then semi-annually).
LIMITATIONS
The conclusions and recommendations made in this report are based on a review of information
provided by St. Marys and Golder prior to November 2004 and have not included a site visit. The
information provided has not been checked for its completeness and accuracy, but is assumed to
be accurate for review purposes. As such, the conclusions and recommendations contained
herein are of an overview nature and do not constitute a detailed design.
CLOSING STATEMENT
We trust this letter presents the information, opinions, and direction that are required of this peer
review. If you have any questions regarding this report, please contact us.
Yours truly,
PITEAU ASSOCIATES ENGINEERING LTD.
IfIL
Nick D. Rose, P.Eng.
NDR/las
Att.
PlTEAU ASSOCIATES ENGINEERING LTD.
REFERENCES
Barton N., Lien, R., and Lunde, J., 1974. "Engineering Classification of Rock Masses for the
Design ofTunnel Support." Rock Mechanics, Vol. 6, No.4, pp. 183-236.
Bieniawski, Z.T, 1976. "Rock Mass Classification in Rock Engineering." Proceedings
Symposium on Exploration for Rock Engineering, ed. Z.T. Bieniawski, Balkema, Rotterdam,
pp.97-106.
Deere, D.U., Hendron, A.J., Patton, F.D. and Cordin~, E.J., 1967. "Design of Surface and Near
Surface Construction in Rock." Proceedings 8t U.S. Symposium on Rock Mechanics,
AIME, New York, pp. 237-302.
Golder, 2000a. "North Wail Stability Assessment and Rockfail Mitigation Recommendations for
Bowmanville Quarry." Report No. 981-1346-D prepared for Blue Circle Cement, April, 14p.
Golder 2000b. "Recommendations for Slope Design for Quarry Deepening at Blue Circle
Cement's Bowmanville Quarry." Report No. 981-1346-C1 prepared for Blue Circle Cement,
October, 22 p.
Golder, 2001. "Recommendations for Slope Design for Quarry Expansion at Blue Circle
Cement's Bowmanviile Quarry." Report No. 981-1346-C prepared for Blue Circle Cement,
April,16p.
Golder, 2002. "Deep Driilhole Project St. Mary's Cement Bowmanviile Quarry, Bowmanville,
Ontario." Report No. 001-1542 prepared for St. Mary's Cement Co., Bowmanville Plant,
February, 18p.
Golder, 2004. "Supplemental Recommendations on Slope Design Proposed Bowmanviile Quarry
Deepening, Bowmanviile, Ontario." Report No. 03-1112-086-1 prepared for St. Mary's
Cement Co., March, 13p.
Hoek, E. and Brown, E.T. 1988. "The Hoek-Brown Failure Criterion - a 1988 Update." Rock
Engineering for Underground Excavations, Proceedings 15th Canadian Rock Mechanics
Symposium, University ofToronto, pp. 31-38.
Hoek, E. and Brown, E.T. 1997. "Practical Estimates of Rock Mass Strength." International
Journal of Rock Mechanics, Mining Sciences and Geomechanics Abstracts. 34 (8), pp.
1165-1186.
ISRM. 1981. Rock Characterization Testing and Monitoring: ISRM Suggested Methods., ed. E.T.
Brown, Pergamon Press.
PITEAU ASSOCIATES ENGINEERING lTD.
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ATTACHME~ 3
,
STMARYS
ST MARYS CEMENT INC
, c.'~i~L.l\<''':1fi''''''''' II~)~-.
'..' ~ I \ , ; I. Ii
.'~,
:.~~ll~GTON
Technical Centre
410 Waverley Road, R.R. #2
Bowmanville, Ontario
LlC3K3
Tel.: 905-623-1722
Fax: 905-623-5705
'.1 '
;-~t i-JFNT
February 28, 2005
DELIVERED BY MAIL
Mr. David Crome
Municipality of Clarington
Planning Department
40 Temperance Street
Bowmanville, ON L1C 3A6
Dear Mr. Crome:
RE: ST. MARYS BOWMANVILLE QUARRY - PROPOSED QUARRY DEEPENING - MNR
SITE PLAN AMENDMENT APPLICATION
Thank you for providing a copy of Piteau Associates peer review comments on
the hydrogeological and geotechnical assessment that was prepared by Golder
Associates. Golder Associates has reviewed Piteau's recommendations and
attached is a response. I am pleased to report that there is general
concurrence between the two engineering firms, St Marys' is now in the process
of preparing notes for inclusion in our Aggregate Resources Act Site Pians to
impiement the recommendations of Golder Associates and Piteau Associates,
The site plan notes will include a:
. detaiied groundwater monitoring plan;
. detailed siope stability monitoring plan; and
. iist design requirements and items to be considered in the final
engineering design and final closure plan of the quarry.
If you have any questions regarding the attached document please call,
Yours truiy,
~
T,E, Austin MacMurdo, C.E.T,
Lands Manager. Cement & Ready-Mix
c.c. Cynthia Strike, Municipality of Claringfon
Cathy Douglas, Ministry of Natural Resources
Brian Zeman, MHBC Planning
Rob Blair, Golder Associates
W. L111le. F. Cescone11o, J, Hill
File: lands/cement/bowmanville/2202 MNR/llcence amendment 2004
Doc: Clarington crome piteau golder response Feb 2B 2005
656
www.stmaryscement.com
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