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From: Hadland Sent: Friday, October 26, 2018 12:01 PM To: Brad
Sperling ; Dan Rose > Cc: Arlene Boone >; Betty Ponto ; Dale
Bumstead ; Karen Goodings >; Leonard Hiebert
>; Lori Ackerman ; Reception DC Subject: FW: Arthur Hadland
& Site C dam Hi Brad, This is a May letter with no response
yet, on the old fort From: A McKenzie < > Date: October 10,
2018 at 6:13:32 PM PDT To: JJHorgan , George Heyman , ,
[email protected], Sonia Furstenau , Adam Olsen , Mike
Farnworth Subject: Arthur Hadland & Site C dam
Dear Premier, John Horgan, Minister of the Environment, George
Heyman, Minister of Public Safety,
Mike Farnworth, as well as other Members of Legislative
Assembly:
I call to your attention the following letter by Mr. Arthur
Hadland now published in the public domain.
Despite having sent this about 5 months ago, you have yet to
provide Arthur with a proper response to
this letter:
"May 18, 2018
Honourable Mike Farnworth
Minister of Public Safety and Solicitor General
Room 128, Parliament Buildings
Victoria, BC V8V 1X4
RE: BEDROCK AT SITE C
The extra billings for Site C on the backs of the ratepayers and
taxpayers are mounting at an alarming
rate. The amount of material being moved in the north-bank is in
excess of any project estimates.
The engineers at Site C cannot find bedrock!
The shale (old mud) is NOT bedrock in anyone’s imagination! *
Thorndike Bernhart. World Book
Dictionary. Volume 2 L-Z. 1989. shale n. a fine-grained rock,
formed from hardened clay or mud, that
splits easily into thin layers. The quest for bedrock to secure
the dam site is continuing. BC Hydro has
now hired 3 Italian Experts to find real bedrock for the
construction of the Site C dam. The instructions
provided to them was to spare no expense in the quest for
construction grade bedrock.
There have been 5 professional reports previously that described
the instability of the River Valley. The
most damming quote occurred on Pg. 9 Klohn Crippen Berger and
SNC-Lavalin September 2009
Report
http://www.bchydro.com/energy_in_bc/projects/site_c/document_centre/stage_2_reports.html
“..the uncertainties in predicting both the extent and rate of
the shoreline impacts lead to the proposal to
adopt an observational approach for periodically reviewing and
updating the reservoir impact lines after
the reservoir has been filled.”
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March 28, 2019
mailto:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]://www.bchydro.com/energy_in_bc/projects/site_c/document_centre/stage_2_reports.html
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If the employed Engineers were acting in a professional manner,
they would have already provided the
Province and your offices with written surety of dam stability
and safety. To ignore this major safety
flaw in the dam construction is the ultimate definition of
willful blindness.
Please provide: 1. The names of the 3 experts and their
expertise 2. The reports and conclusions of the 3 experts. 3. Total
cost for their employment. 4. An independent professional
Engineering statement that the dam is stable and safe for
future
generations. The people of Old Fort are very vulnerable. No
provisions have been made for their future safety. WHY NOT?
P.S. For a parallel example of a failed dam structure, please
Google the Teton Dam (Idaho) 1976 - It
also is located in a sedimentary basin.
This 2011 photo shows the massive slide of the sedimentary
bedrock (Shaftsbury shales) lying above
the axis of the proposed Site C dam site. This shale slump
(slide) happened directly on the centerline of
the proposed Site C. It occurred after heavy rains and buried
the exploratory adit (mine or tunnel) that
was constructed by BC Hydro (BCHPA) in the late 1970s. This
failure of the shale substrate parallels
the causes of the Peace River Bridge failure in 1957. This Shale
cannot be considered to be bedrock.
The other numerous slope failures along the River Valley can
likely be attributed to the wetting of the
Montmorillonite clay soils overlying this shale base.
[LiDAR data acquired between July and August 2006 and covered an
area of approximately 750 square
kilometres. This area includes all of the slopes on both sides
of the proposed reservoir area along Peace
River and its tributaries between Peace Canyon Dam and the
confluence of Peace River and Pine River,
about 12 kilometres downstream of the proposed Site C dam
site.
A total of 1,834 landslide complexes comprising 4,010 individual
landslides were Identified.
Estimated deposit volumes range between 1,600 cubic metres and
82 million cubic metres (PN-512, the
Cache Creek Slide complex), with a mean value of 655,000 cubic
metres, and a median value of
194,000 cubic metres.]
All information of this public project is being kept a secret.
This is to the detriment of ratepayer and
taxpayer interests. Where is the objective public watch dog?
The people of BC are being blindly obliged to pay for the
Province’s economic and environmental
boondoggle of the 21st Century!
It is becoming obvious that that Site C must be stopped due to
geological instability.
I am awaiting a reasoned response.
Arthur A Hadland
Gramineae Seed Farm
Arthur & Laurel Hadland
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March 28, 2019
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This is a reminder to you, a few members of the BC Legislative
Assembly, that you still owe Mr.
Hadland--and all the rest of us concerned--a proper reply. Such
a proper reply must provide the 4 points
Arthur Hadland has requested. If you cannot do so, we expect you
to act responsibly by removing the
construction permits you have provided to BC Hydro for Site C
dam and for Mr. Mike Farnworth to
resign.
Please respond to Arthur as well as to myself. Sincerely, April
Mckenzie
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From: Hadland Sent: Friday, October 26, 2018 12:04 PM To: Arlene
Boone Betty Ponto ; Brad Sperling ; Dan Rose >; Dale Bumstead ;
Karen Goodings ; Leonard Hiebert
>; Lori Ackerman ; Gwen Johansson Cc: Reception DC Subject:
Site C Safety
Hi Brad
That was a pleasure to visit with you .
I am passing on some info that you may be interested in. please
confirm receipt.
Regards
Arthur
From: Hadland > Sent: August 29, 2018 4:49 PM To: g Hon.
Daviid Eby ([email protected]) Subject: Site C Safety
I have not had an answer to this letter. This is an immediately
serious issue that needs attention now before
more public funds are wasted.
Awaiting a response.
Arthru
ARTHUR HADLAND
Honourable Mike Farnworth April 6, 2018 MINISTER OF PUBLIC
SAFETY Room 128 Parliament Buildings Victoria, BC V8V 1X4 Re: SITE
C DAM SAFETY Dear Sir I refer you to a report presented to the
Canadian Dam Association dated Oct. 15 -20, 2016. The authors are
engineers for the Site C dam. The following terms dominate the
report when describing the bedrock conditions at the dam site:
“moderately weak, flaky to fissile, silty shale interbedded with
thin beds of siltstone, sandstone and shale” “Shear movements along
their weak bedding planes and cross cutting discontinues……”
Do these phrases provide confidence in the bedrock integrity of
the proposed dam site?
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March 28, 2019
mailto:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]
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It continues on page 3: “leaving steep overburden slopes that
have been prone to sloughing and sliding.” “subsequently large and
small bedrock slides have occurred along the banks.”
“There has been shear movement due to horizontal displacement
along thin, weak bedding planes.” “Due to the very weak sedimentary
bedrock….”
The description of geological instability dominates the various
sections of this report. It becomes obvious that the existing shale
bedrock is too inferior for construction of a dam site. Unless of
course you can find a Professional Engineer who will certify in
writing that this site is safe to construct and hold a reservoir. I
would ask that you visit the site and observe the current
excavations just below the campsite where the mixture of sand
gravel silt clay and shale is being removed in order to stabilize
the slope. How do you bulldoze and dig out bedrock with machines???
Bedrock generally needs to be blasted. The engineers have not found
real bedrock on the site. The last--minute reconfiguration of the
proposed dam layout provides for more serious questions about the
dam stability. This unnecessary project has the potential to
emulate the Teton Dam Disaster of 1976. Where is the level of
surety in future dam safety? The preceding report excerpts have not
been taken out of context but rather are a large body of evidence
that concurs with SNC Lavalin/Klohn Crippen 2009 statement:
“…owing to the uncertainty is predicting shoreline impacts it is
our proposal to adopt an observational approach for periodically
reviewing and updating the reservoir impact lines after the
reservoir has been filled.” p. 9 Klohn Crippen Berger Ltd. and
SNC-Lavalin Inc. Sept. 2009. Peace River – Site C Hydro Project
Reservoir Shoreline Impacts Methodology and Criteria Report No.
P05032A02-10-001.
These statements are all dam stoppers.
Mr. Minister, in your role as Minister Responsible for Public
Safety, it is your fiduciary responsibility to initiate an
immediate outside, objective analysis from non-aligned
professionals regarding the future safety of the downstream
residents at Old Fort and South Taylor.
The referenced reports are attached for your perusal. Note also
that’s there is a 2006 LIDAR report that documents 4010 slides
within the proposed reservoir boundaries. I am confident that your
advisors will marginalize this information and comments. Please use
your own common sense to weed out the chaff from the grain. Simply
put, please find a totally independent Professional Engineer who
will provide you with an irrefutable written opinion that the
geology at Site C and the new dam reconfiguration is safe and does
not constitute a future human safety crisis. Awaiting your
immediate response,
Arthur A Hadland Citizen of the Peace Food producer
Former Director of Area C, Peace River Regional District
Virus-free. www.avg.com
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CANADIAN DAM ASSOCIATION ASSOCIATION CANADIENNE DES BARRAGES
CDA 2016 Annual ConferenceCongrès annuel 2016 de l’ACB
Halifax, NS, Canada2016 Oct 15-20
CDA 2016 Annual Conference, Halifax, NS, Canada
ROLLER COMPACTED CONCRETE BUTTRESS AT THE SITE C CLEAN ENERGY
PROJECT
Neil Heidstra, P.Eng., Klohn Crippen Berger Ltd., Vancouver, BC,
Canada John Nunn, P.Eng., formerly Klohn Crippen Berger Ltd.,
Vancouver, BC, Canada Andrew Watson, P.Eng., BC Hydro, Vancouver,
BC, Canada Katie Dodman, P.Eng., Klohn Crippen Berger Ltd.,
Vancouver, BC, Canada Rod Carter, P.Eng., BC Hydro, Vancouver, BC,
Canada Lillan Burmeister, P.Eng., SNC-Lavalin Inc., Vancouver, BC,
Canada ABSTRACT The project is an 1100MW generating station on the
Peace River near Fort St. John, BC, Canada. The project is
underlain by dark grey moderately weak, flaky to fissile, silty
shale interbedded with thin beds of siltstone, sandstone and shale.
Thick glacial deposits were eroded as the ice masses receded and
the Peace River down-cut a valley resulting in substantial
redistribution of stresses in the river valley walls and an upward
bulging of the valley floor and inward relaxation of the valley
walls. Shear movement along thin weak bedding planes and local
thrust faults also developed. Near-vertical jointing, parallel to
the valley walls, weak bedding planes and cross-cutting
discontinuities have been identified in both abutments. The
original configuration of the spillway headworks and intakes were
concrete gravity structures founded on deep cuts in the bedrock
with weak bedding planes that daylight in the excavated slopes. A
new layout was developed where the horizontal water forces on the
headworks structures are taken down an inclined “buttress” to the
bedrock below the river valley floor and by-passing the weak
bedding planes located in the valley walls. This resulted in the
unique concept of the RCC Buttress supporting the headworks
structures, powerhouse and spillway structures. RÉSUMÉ Ce projet
hydroélectrique d’une puissance installée de 1100 MW se situe sur
la Peace River, près de Fort St John, CB, Canada. Le projet repose
sur des schistes argileux gris foncé de résistance modérément
faible, de feuilletés à fissurés, avec stratifications de schiste
silteux et de minces lits de siltite, de grès et de schiste. Les
épais dépôts glaciaires ont été érodés progressivement après la
fonte des glaciers par la Peace River ; celle-ci a taillé une
vallée entraînant une redistribution substantielle des contraintes
sur les deux versants de la rivière, accompagnée d’un rebond du lit
de la rivière ainsi qu’une relaxation latérale des versants. Des
mouvements de cisaillement le long des plans de stratification
minces et faibles ainsi que des failles de chevauchement locales se
sont également développés. Des joints quasi verticaux, parallèles
aux versants de la vallée, ainsi que de faibles plans de
stratification et des discontinuités transversales ont été
identifiés sur les deux appuis. La configuration originale la
structure de l’évacuateur de crues et des passages hydrauliques
était formée d’ouvrages poids en béton fondés sur des excavations
profondes dans le roc avec la stratification des faibles plans de
déposition exposée sur les versants excavés. Une nouvelle
disposition des ouvrages a été développée où les forces
hydrostatiques horizontales sur la structure sont transférées vers
le bas de la fondation par un « contrefort » fondé sur le rocher en
profondeur, bien en dessous du lit de la rivière, évitant ainsi les
plans de glissement préférentiels présents au niveau des versants
de la vallée. Un concept unique a été développé avec un contrefort
en BCR supportant la structure des ouvrages de tête, de la centrale
hydroélectrique et de l’évacuateur de crues.
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CDA 2016 Annual Conference, Halifax, NS, Canada 2
1 INTRODUCTION The Peace River hydroelectric system in British
Columbia consists of two existing projects, G.M. Shrum Generating
Station at the W.A.C. Bennett Dam and Peace Canyon Generating
Station, and one project which is currently under construction
known as the Site C Clean Energy Project. The Peace River
hydroelectric system is presented in Figure 1. The Site C Clean
Energy Project’s 60 m high dam is located 83 km downstream of the
Peace Canyon Dam. It is 7 km southwest of Fort St. John, just
downstream of the confluence of the Moberly River and the Peace
River, and 62 km upstream from the British Columbia/Alberta border.
The reservoir, with a surface area of approximately 9,310 hectares,
will extend back to the tailrace of the Peace Canyon Dam. The Site
C Clean Energy Project will consist of six generating units with a
total capacity of 1,100 MW, producing an average of 5,100 GWh of
electricity annually. Site C will take advantage of regulation of
the Peace River that is provided by the W.A.C. Bennett Dam,
generating electricity from water discharged by the G.M. Shrum
Generating Station and the Peace Canyon Generating Station. Most of
the inflow into the Site C reservoir will come from the Peace
Canyon Dam; however, the Halfway River, and to a lesser extent, the
Moberly River and smaller tributaries, will also contribute some
inflows.
Figure 1: The Peace River Hydroelectric System
Studies for the development of the third hydroelectric
generating station on the Peace River first commenced during the
late 1970’s and early 1980’s. Conceptual arrangements of the
project were developed and extensive field and laboratory
investigations were undertaken. Work on the development stopped in
the mid 1980’s and was briefly re-started in the period from 1989
to 1991. Studies re-commenced in 2006 and the configuration design
was completed in 2010. This was followed by the definition design
and finally the implementation design which is currently on-going.
Construction of the project started in the summer of 2015 with the
preliminary works (site clearing,access roads, worker
accommodation, construction power and other construction
facilities). The Main Civil Works construction, which includes the
construction of the earthfill dam, the diversion works, the
approach channel, the roller compacted concrete (RCC) buttress and
excavation work started in the summer of 2016. The implementation
design of the generating station and spillway is currently
on-going
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CDA 2016 Annual Conference, Halifax, NS, Canada 3
with the scheduled award for this work to be in the summer of
2017. Commissioning of the generating station is planned for
2023-2024. 2 THE GEOLOGY AT THE SITE 2.1 Regional Geology The
project dam site and reservoir area are located at the western edge
of the Interior Plains. This region, from the Peace Canyon Dam to
the B.C./Alberta border, is a flat to slightly rolling plain in
which the Peace River has eroded a broad, U shaped valley on
average few kilometres wide and 180 to 230 m deep. The modern Peace
River began to evolve after the retreat of the last ice sheet and
the subsequent drainage of the glacial Peace Lake. In the expanse
between the Peace Canyon Dam and Site C, the Peace River has cut
down through a thick cover of overburden, which was deposited
during and after glaciation, and into flat-lying Cretaceous silty
shales, shales and sandstones. The valley generally follows the
ancestral pre-glacial or inter-glacial drainage pattern; however,
at the dam site the present day river is on the North side of its
former valley. The river has, for the most part, rapidly eroded its
valley into unconsolidated glacial deposits, leaving steep
overburden slopes that have been prone to sloughing and sliding. In
the location where the river departs from the overburden-filled
ancestral valley, it has cut down steep shale slopes. Subsequently,
large and small bedrock slides have occurred along the banks.
Marine and non-marine- sedimentation in North-Eastern British
Columbia and North-Western Alberta lasted from Jurassic to Upper
Cretaceous time (190 to 65 Ma). In the Site C dam and reservoir
areas, only lower and upper Cretaceous rocks are exposed in the
river valley. The rocks belong to the Fort St. John Group of
sedimentary rocks which are subdivided into four formations:
Dunvegan, Shaftesbury, Gates and Moosebar. Only the shales, silty
shales and sandstones belonging to the Shaftesbury formation, are
present at and near the surface at the dam site. 2.2 Structural
Geology at Site C Site C is underlain by Lower Cretaceous rocks of
the Shaftesbury formation. These rocks consist of dark grey,
moderately weak, flaky to fissile, silty shale, interbedded with
thin beds of siltstone, sandstone and shale. These rocks are of
marine origin, and are in an intermediate stage of diagenesis.
Fourteen lithologic units have been delineated in the bedrock at
the dam site. The predominant rock type is a silty shale; weaker
shale units comprise a small portion of the rock. The unconfined
compression strength of the rock units at the site vary from 5 MPa
to 15 MPa. The stratigraphic section remains almost constant in
thickness throughout the site, although rock units on the left
(North) bank are often slightly coarser grained than their
equivalent on the right (South) bank. A stratigraphic column
identifying the geology at Site C is presented in Figure 2. In the
area of the dam site, the regional dip, modified in places by
valley rebound and local shearing, is about 1 to 2° to the
Northeast. Loads were induced on the soft shale by ice during
continental glaciations. Thick glacial deposits were eroded as the
ice masses receded and the Peace River down-cut a valley.
Substantial redistribution of stresses in the river valley walls
occurred as the Peace River down-cut its valley. The changes in
vertical and horizontal stresses resulted in an upward bulging of
the valley floor and inward relaxation of the valley walls. There
has been shear movement due to horizontal displacement
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CDA 2016 Annual Conference, Halifax, NS, Canada 4
along thin, weak bedding planes and along local thrust faults in
response to unbalanced stresses that resulted from the regional
unloading.
Figure 2: Stratagraphic Column of Rock Units and Bedding Planes
at Site C
These effects are well known in the Peace River valley and were
observed during the construction of the Peace Canyon Dam (Imrie
1991). “Sprung” bedding planes (upward bulging due to stress
changes) were
Marker Beds
Bedding Planes
Rock Units Description of Rock Types
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CDA 2016 Annual Conference, Halifax, NS, Canada 5
mapped both at the G.M. Shrum Generating Station and at the
Peace Canyon Generating Station. Near-vertical jointing parallel to
the valley walls, and riverward bedding plane movements, were
observed at both of those dam sites. These weak bedding planes and
cross-cutting discontinuities have been identified in the abutments
at Site C. 2.2.1 Relaxation Joints Prominent features of the
bedrock at Site C include steeply dipping relaxation joints which
strike parallel to the river near the valley slopes. These joints
vary between vertical and a dip of 70° to the horizontal, towards
the river valley. The relaxation joints were produced due to the
horizontal stress relief that resulted from the river down-cutting
and forming the valley as it exists today. The relaxation joints
are “open” near the face of the valley slopes, with partial
infilling of silty clay and shale fragments. On the right bank the
“open” joints have gaps ranging from 5 mm to 100 mm, and have been
located to a depth of about 35 m from the valley face based on
large diameter investigation holes. In an exploratory adit located
on the left bank, the joints were found to have similar openings
till about 20 m horizontally in from the terrace edge. Beyond those
depths the joints were considered “closed” as they were found to be
tight or with negligible gaps. Prominent joints were typically
weathered by groundwater seepage. 2.2.2 Bedding Planes Numerous
bedding plane (BP) discontinuities have been mapped in the project
area. They are typically found adjacent to concretion layers or
sandy-silty laminations, or within weaker units. Most bedding
planes are discontinuous hairline partings with little or no
infilling; however, some have been found which appear to be
continuous and infilled with silty clay. The location of the
bedding planes in the stratigraphic column is presented in Figure 2
Laboratory tests to determine the shear strength of these bedding
planes were undertaken by BC Hydro during the 1980’s and the
results are presented in numerous reports produced at that time.
The current design acknowledges the excellent work done during the
1980’s and much of the current design is based on the results of
that field and laboratory work. Some of the bedding planes were
found to have very low shear strength values. These bedding planes
have largely influenced the decisions regarding the arrangement of
the Site C dam. These critical bedding planes are BP-8, BP-12,
BP-25, BP-28, BP-31 and BP-33. BP-25 is located in both valley
walls at an elevation just above river level. Laboratory tests
revealed that this bedding plane has the lowest shear strength of
all the bedding planes found at the site. BP-25 is a continuous
discrete, planar, weak bedding plane, identified in virtually all
boreholes drilled on site. BP-25 is considered to be the most
important bedding plane for the design of the headworks structures,
which are located on the right bank, as it daylights in the valley
wall just above river bed level. 2.2.3 Shear Zones Shears or
cross-cutting discontinuities have been seen or inferred in most
areas of the dam site. Any shears that have been traced on the site
have at least 0.2 m of vertical displacement. These shears are
characterized by at least 0.05 m of gouge and breccia and by
distorted bedding. The major shears can consist of over 3 m of
gouge and breccia with pods of intact rock and associated rotated
bedding.
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CDA 2016 Annual Conference, Halifax, NS, Canada 6
The right bank, which has been more intensely investigated than
the river and the left bank, was found to be more highly sheared
than the left bank. The main shears in the right bank have been
generally subdivided into North dipping and South dipping. These
shears, for the most part, dip into the right bank. Shearing
beneath the river is not as prevalent as on the right bank. The
most prominent and continuous shear observed in the river area is a
shear that dips towards the left bank (northerly) at 9 to 15° and
has offsets ranging up to 0.8 m. 3 SELECTION OF THE TYPE OF DAM AND
CONFIGURATION OF THE PROJECT 3.1 Main Dam During the initial stages
of the configuration design, several studies were undertaken to
investigate various options for the main dam. Due to the very weak
sedimentary bedrock and the low modulus of the bedrock at Site C,
concrete gravity type dams were ranked the lowest viable option for
the main dam. There is no precedent for a concrete gravity dam of
the height required at Site C constructed on similar weak bedrock.
The selected main dam type was an earthfill dam with an impervious
core. The selection was influenced by the local availability of
till and gravel to construct the main dam and the ability of an
earthfill dam to handle the predicted movements in the abutments
over time. During the studies for the selection of the main dam,
several analyses were undertaken to investigate the stability of
the concrete gravity dam options. These studies revealed that
stability of concrete gravity dam structures in the river channel
could only be achieved by engaging passive resistance of the
foundation bedrock downstream of the structure. The weight of the
concrete gravity dam itself was insufficient to provide the
required shear resistance on the continuous bedding plane in the
bedrock beneath the dam due to the low shear strength of these
bedding planes. Hence, the principal resistance mechanism was the
passive resistance of a theoretical wedge downstream of the
concrete gravity structure. 4 ARRANGEMENT OF THE HEADWORKS
STRUCTURES 4.1 Optimization of the Project Layout There is a
plateau on the right bank of the Peace River at the dam site that
is at, or slightly above, the maximum normal reservoir level for
the Site C project. The plateau is overlain by approximately 10 m
of overburden. The suitability of this plateau for placing the
headworks of the powerhouse and spillway was one of the reasons why
this particular site on the Peace River was selected for the third
hydroelectric generating station in the river system. The headworks
structures comprise the intakes for the powerhouse and the spillway
structures that support the spillway gates. These are concrete
gravity structures. The hydrostatic horizontal thrust on the
headworks structures is carried down to the foundation bedrock
beneath the structures and transferred into the foundation by shear
and compression along the concrete/rock interface. The stability of
the concrete gravity structures along the concrete/rock interface
was a key consideration in addition to the stability of the
foundation bedrock beneath the headworks structures. At Site C, it
was found that the stability of the bedrock beneath the headworks
governed the layout of the headworks. The presence of weak bedding
planes in the rock beneath the headworks, particularly BP-25, which
only as a coefficient of friction of 9° and no cohesion strength,
governed the sliding stability. BP-25 daylights in the valley wall
so the shear resistance at the bedding plane can only be mobilized
by the shear friction on the bedding plane; no contribution from
passive rock pressure. The presence of
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CDA 2016 Annual Conference, Halifax, NS, Canada 7
relaxation joints in the bedrock, which would be on the
“upstream” side of the headworks structures, also had negative
implications on the stability. The stability analysis assumed full
headwater pressure in the relaxation joints down to the
intersection of these joints with BP-25. Since the bedding plane is
considered undrained, an uplift pressure along BP-25 was accounted
for, varying from full headwater pressure at the intersection with
the relaxation joint to tailwater where the bedding plane daylights
in the valley wall. Rigid block stability analyses of the
headworks, including the rock beneath the headworks, did not have
the required factor of safety when checking sliding along the
bedding planes that daylight in the valley walls. The studies done
for the concrete gravity dam option lead to two main
conclusions:
that the most attractive and robust solution to achieve
stability of the headworks structures was to bypass the weak
bedding planes that daylight in the valley wall and to transfer the
hydrostatic horizontal thrust acting on the headworks structures
down into the continuous bedrock below the river bed; and
to minimize the hydrostatic horizontal loads on concrete gravity
structures by minimizing their height.
This concept developed into the design of providing an inclined
buttress that would transfer these loads from the headworks down to
a key in the bedrock below river bed level, wherein the hydrostatic
horizontal forces from the headworks are transferred to passive
thrust in the continuous bedrock beneath the river bed.
The material selected for this inclined buttress was mass
concrete as it only had to act in compression. As the volumes were
significant, RCC was selected as the obvious construction material.
RCC has the benefit of a considerable increase in placement rate
and a lower cost of construction compared to conventional mass
concrete construction. 4.2 Movement of the Bedrock due to Swelling
The foundation rock at Site C is susceptible to short-term and
long-term swelling. The swelling behaviour is a combination of
three mechanisms:
water absorption into the rock structure and the
re-establishment of effective stress and piezometric pressure
equilibrium with total stress imposed on the material, i.e. primary
consolidation/swell considered for a clay material;
skeletal creep associated with the gradual release of stored
strain energy within the mineral matrix of the rock, usually
considered to be secondary consolidation/swell for a clay material;
and
pore water chemistry change due to dilution of the pore water by
reservoir water and resulting changes to the strength of the double
layer forces within the mineral matrix of the rock, resulting in
long-term change in volume, i.e. swelling of the rock material.
Laboratory tests on rock samples obtained from core drilling
showed that the rock swells when immersed in distilled water,
“shale juice” (groundwater obtained from seepage from the rock at
site), or ordinary tap water; but at a certain confining stress,
this swelling is suppressed. The conceptual layout for the
generating station developed during the 1980’s required the deepest
cut in the bedrock, for the plunge pool of the spillway, to be 65
m. The estimated long-term heave on the floor of the plunge pool
from the theoretical swelling of the bedrock was 0.4 m (Hanna and
Little 1992). As the
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depth of excavation across the spillway and powerhouse varied
considerably, the concern was differential movement generated from
the swelling of the rock. The potential differential movement was
estimated to be 150 mm over a distance of 12 m which raised concern
over the complexity of the remaining design details and also
uncertainty over the performance over the long operating life. The
mechanism by which swelling in the bedrock takes place, and the
preliminary analyses of the response of the bedrock to swelling
that was done for the original conceptual layout, lead to the
following factors being considered for the layout of the headworks
structures, in addition to those identified to achieve
stability:
minimize the depth of excavation; attempt to, where possible,
reload the rock to stress levels close to those existing before
excavation in order to supress the swelling in the rock after
construction; and keep the depth of excavation across structures as
uniform as possible to minimize the differential
swell movement within the concrete structures. 4.3 Layout of the
Headworks and Resulting Layout of the Project The layout
considerations derived from the stability analyses and the studies
related to the potential swelling of the bedrock led to the
following arrangement of the headworks structures:
the axis of the headworks structures is parallel to the river,
i.e. at right angles to the axis of the main dam. This minimizes
the depth of excavation and hence minimizes the long term swell
movement of the bedrock and differential movements within the
concrete structures;
the headworks structures are founded on the top of an RCC
buttress that extends down the valley wall at an inclined angle and
is keyed into the bedrock beneath the river bed level;
the powerhouse is founded on an extension of the RCC buttress to
minimize differential movement between the intakes, penstock and
powerhouse structures;
the spillway stilling basin is also founded on an extension of
the RCC buttress to minimize differential movement between the
spillway headworks and stilling basin;
the powerhouse is located so that the excavation for the
powerhouse and tailrace is at the downstream toe of the downstream
closure cofferdam, which is required for the construction of the
earthfill dam; and
a till blanket and geomembrane is provided on the invert of the
approach channel and is sealed to the headworks structures to limit
ingress of water into the bedrock beneath the approach channel and
under the RCC buttress. This will help limit swelling of the
rock.
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Figure 3: RCC Buttress This arrangement of the headworks
structures and powerhouse required the construction of an approach
channel to convey the water from the reservoir upstream of the
earthfill dam to the intakes and spillway. The portion of the
approach channel between the intakes and the core of the earthfill
dam is closed by a concrete gravity dam constructed of RCC. A
rendering of the RCC buttress is presented in Figure 3 and a
rendering of the completed project is presented in Figure 4.
Figure 4: Completed Site C Project
This arrangement resulted in hydraulic flow patterns to the
intakes and spillway that are not fully optimized; however, initial
computations indicated that hydraulic requirements could be
satisfied with this arrangement with a wide approach channel and
optimising the approach conditions to the spillway. Extensive
physical hydraulic models tests were carried out in a laboratory on
this arrangement of the project and the detailed hydraulic design
of the intakes and powerhouse was optimized to provide the required
power flow, spillway capacity and hydraulic conditions. 5 RCC
BUTTRESS 5.1 Layout of the RCC Buttress The RCC buttress has a
number of significantly different cross sections, depending on the
location. The buttress is divided into the following components
(listed from upstream to downstream):
core buttress: forming the abutment for the core of the
earthfill dam and forming part of the main water barrier across the
river;
dam buttress: a bulkhead wall extending from the core buttress
to the intakes of the power buttress;
powerhouse buttress: supports the intakes, penstocks and
powerhouse; transition buttress: a short bulkhead wall between the
powerhouse buttress and the spillway
buttress, which also supports the auxiliary service bay for the
powerhouse; and spillway buttress: supports the spillway piers and
radial gates, the low level outlets, the free
overflow auxiliary spillway, the spillway chute slab and the
stilling basin slab and walls.
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Typical cross sections of these components of the RCC buttress
are presented in Figures 5, 6 and 7 for the dam, powerhouse and
spillway buttresses, respectively.
Figure 5: Dam Buttress
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Figure 6: Powerhouse Buttress
Figure 7: Spillway Buttress
5.3 Stability Analyses The governing load case for stability was
found to be the extreme event of a failure of the impervious
blanket and geomembrane in the approach channel and ingress of
reservoir water into a relaxation joint that extends from the
approach channel invert down to the lowest bedding plane, and the
associated uplift on that bedding plane. This load case is
considered to be a proxy post-earthquake load case where the
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impervious blanket and geomembrane have been damaged by the
seismic event and the relaxation joints in the bedrock behind the
RCC buttress have been opened by the seismic event. An example of
this governing load case is presented in Figure 8 for the dam
buttress. Figure 8 shows the lateral hydrostatic and uplift
pressures on the various joints and bedding plane 31. The
downstream toe of the buttress is keyed into the bedrock and the
sliding plane is assumed to include a passive wedge at the toe of
the buttress, bounded on the downstream side by a shear zone. The
shear zone is conservatively assumed to act parallel to the river
and at the most adverse inclination for stability. The required
factor of safety against sliding along the bedding plane and
breakout along the shear zone for this extreme proxy
post-earthquake load case was 1.1. This load case determined the
depth of the key of the RCC buttress. In the case of the core and
dam buttresses, the RCC buttress had to extend down past BP-28 to
achieve this stability. In the case of the powerhouse, transition
and spillway buttresses, the key in the RCC buttress had to extend
below the elevation of BP-33.
Figure 8: Governing Load Case for Dam Buttress
5.4 Swell Analyses Analyses to estimate the swell movement of
the rock and resulting movement the RCC buttress and structures
supported on the RCC buttress were done using the 2-dimensional
computer program, FLAC
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(Itasca 2014). There are a number of parameters involved in
modelling the response of the bedrock to swelling. These parameters
and associated uncertainties include:
Geological uncertainties o extent of relaxation joints and how
they respond to excavation; o formation of new relaxation joints
and/or “sprung” bedding planes; o discovery of previously
unidentified shears or bedding planes; and o groundwater levels
during excavation.
Parameter uncertainties o physical properties of the rock,
bedding planes and shears; o in-situ stress regime; o rebound
response magnitude and mechanism; and o groundwater regime after
impoundment
Mathematical modelling o assumptions and simplifications.
Ground treatment uncertainties o effectiveness of curtain
grouting from plinth and buttress; and o effectiveness of drainage
measures
In order to address these uncertainties in the swell modelling,
it was therefore decided to adopt an Observational Approach to the
final design and construction of the RCC buttress. Analyses have
been completed for the base design of the RCC buttress for swell
movements resulting from analyses using the best estimate of the
various rock properties and expected groundwater conditions. The
maximum movement that the base design can accommodate is the amount
which would trigger additional design measures involving stress
relief jointing in the base of the RCC. The additional joints would
provide some articulation in the RCC buttress and include
subsequent grouting of any joints that have opened. Instrumentation
is being installed at critical locations in the bedrock below the
RCC buttress to monitor movement of the bedrock throughout the
excavation and RCC construction. The additional measures are
included in the construction specification and could be removed
from the construction plans if monitoring during construction
indicates the movements are within the base case model. 6.
CONCLUSIONS The solution to constructing the concrete gravity
headworks for the Site C Clean Energy Project, which are founded on
very weak sedimentary rock with very low strength bedding planes
within the rock mass, was to transfer the hydrostatic horizontal
thrust on the headwork structures down to the continuous bedrock
below the river level by way of an inclined buttress constructed of
RCC. The RCC buttress carries the horizontal thrust in compression
down through the buttress, acting as a strut, to a shear key in the
bedrock. The RCC buttress also forms a stable foundation for the
powerhouse, intake, penstock and spillway structures that is
designed to provide robust protection from a seismic event and to
minimize the differential movement between and within these
structures that could result from long term swell movement of the
rock. 7 REFERENCES Hanna, A. and T.E. Little. 1992. “An estimate of
rebound potential of the Shaftsbury shales ay a damsite in
British
Columbia.” Can Geotech. J., Vol.29: pp 375-392. Imrie, A.S.
1991. “Stress-induced response from both natural and
construction-related processes in the deepening of
the Peace River valley, B.C..” Can Geotech. J., Vol.28: pp
719-728.
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Itasca Consulting Group, Inc. 2014. “FLAC finite difference
program version 7.0”. Minneapolis, MN, USA.
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Gramineae Seed Farm Arthur & Laurel Hadland
November 16, 2016
Honourable Mike Morris Solicitor General & Minister of
Public Safety Parliament Buildings, Victoria BC
RE: Public Safety of Proposed Site C
Thank you for your referral and response letter from the
Comptroller of Water Rights. The response letter dated Sept 23,
2016 does not provide a statement that the dam structure and
reservoir area impacts are safe for citizens of Old Fort, Taylor
and Peace River, Alberta. I ask that your office provide a
professional opinion on the dam’s safety from an objective source
that is not affiliated with the Provincial Liberal Government or
the Proponent, BC Hydro. The 1991 Report commissioned by the
Honorable Jack Weisgerber, Minister of Energy, Mines and Petroleum
Resources was prepared by the Geological Survey Branch of British
Columbia by N.R. Catto *1, plus the Sept. 2009 Klohn Crippen Berger
Ltd. and SNC-Lavalin Inc. Peace River – Site C Hydro Project
Reservoir Shoreline Impacts Methodology and Criteria *2 on the
uncertainty of the shoreline AND the potential parallel to both the
1976 Teton Dam Failure and the 2014 Mount Polley dam failure are
sufficient justification for sourcing an outside opinion on the
public safety of this project. A sedimentary basin is an extremely
hazardous and unstable location for a water reservoir. Suffice to
say that shale is not bedrock. It’s old mud. This fact cannot be
minimized or marginalized. In addition, I have attached images of a
significant recent slide of the slippery clays that destroyed the
access road to the river.+ There are also unconfirmed reports that
an industrial hoe became stuck when cutting a foundation for the
cement batch plant. How does a hoe dig in bedrock and then become
stuck in the same bedrock? Notice the slump line in the shale on
Image 3. (bedrock) Bedrock needs to be blasted, not dug by a hoe.
There were no slides or slumps in the bedrock on the WAC Bennett or
the Peace Canyon Dams. Awaiting a positive response. Arthur A.
Hadland
*1 Quaternary Geology and Landforms of Eastern Peace River
Region, British Columbia, 1991` *2 Sept. 2009 Klohn Crippen Berger
Ltd. and SNC-Lavalin Inc. Peace River – Site C Hydro Project
Reservoir Shoreline Impacts Methodology and Criteria Report No.
P05032A02-10-001
cc: Auditor General for BC BC Green Party Adrian Dix, BC NDP
Honourable Ralph Goodale, Federal Minister of Public Safety Auditor
General of Alberta
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From: Hadland Sent: Friday, October 26, 2018 12:48 PM To: Arlene
Boone >; Betty Ponto ; Brad Sperling ; Dan Rose ; Dale Bumstead
; Karen Goodings ; Leonard Hiebert
; Lori Ackerman ; Gwen Johansson Cc: Reception DC Subject: OLD
FORT LANDSLIDE Brad , here is the most recent letter that I have
crafted. The other two that I sent on today are more background
again with no response. The party system has whipped both sides of
the house so there is no response to any of there facts and their
hazard to the Peace and our citizens. PLEASE READ THROUGH AND SEE
IF THE Board is willing to take action. I am dropping of a hard
copy to your office this PM. Best of luck Arthur
Virus-free. www.avg.com
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mailto:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]://www.avg.com/email-signature?utm_medium=email&utm_source=link&utm_campaign=sig-email&utm_content=emailclienthttp://www.avg.com/email-signature?utm_medium=email&utm_source=link&utm_campaign=sig-email&utm_content=emailclient
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ARTHUR HADLAND
October 25, 2018 Brad Sperling PRRD Chair and Director of Area C
RE: Old Fort Landslide This event was predictable and was addressed
in the Board Approved 19 MITIGATION Points that were covered by an
October 24, 2014 letter to Minister DeJong (Attached) What has
happened at OLD FORT is just the beginning of future bank failures.
Most of the 19 points were ignored or marginalized by the by the
proponent BCHPA.
Point #11: PUBLIC SAFETY is an issue surrounding the proposed
Site C reservoir. The need to address and ensure public safety has
become a priority at all levels of Canadian government. A September
2009 Klohn Crippen Berger and SNC Lavalin report produced for BC
Hydro draws this factor to the fore within the pondage of the
proposed Site C project. Page 9 Quote…
http://www.bchydro.com/energy_in_bc/projects/site_c/document_centre/stage_2_reports.html
"The uncertainties in predicting both the extent and rate of the
shoreline impacts lead to the proposal to adopt an observational
approach for periodically reviewing and updating the reservoir
impact lines after the reservoir has been filled." The 200+
citizens of Old Fort (within Area C) lie immediately downstream of
the proposed dam site. This is a very real issue and they are
vulnerable to a dam break. The Teton Dam (Idaho) failed in 1976. It
lay in a sedimentary basin similar to the proposed Site C. It is
requested that BCHPA provide a written guarantee to those residents
of Area C that they and their property is totally safe and secure
from any dam breaks. It is further requested that the Panel
recommend the Federal, Alberta & British Columbia Ministries
responsible for Public Safety be co-signors of this guarantee. It
is these ministers responsible for public safety who have the role
to investigate, report, and form their respective opinions on the
measures that will be taken to ensure public safety or to recommend
that the proposed project is too risky in terms of ensuring public
safety to be undertaken.
The previous observation made by professional Engineers should
have halted further activity on Site C It is an irresponsible
statement that sentences the local community and the Taxpayers of
BC to a series of escalating debt for this BC 21st Century
environmental and economic disaster. In effect it sanctions a huge
transfer of wealth from the Taxpayers to Private Interests.
…..2
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http://www.bchydro.com/energy_in_bc/projects/site_c/document_centre/stage_2_reports.htmlhttp://www.bchydro.com/energy_in_bc/projects/site_c/document_centre/stage_2_reports.html
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- 2 - The Engineers have now taken an advocacy role with an open
check blank. Estimated Costs have gone from $6 Billion up to $12
Billion. These costs will predictably climb to probably $15 -$20
Billion. This adds to the $78 Billion BCHPA financial obligation
that the Taxpayers of BC now inadvertently support. This flies in
the face of equivalent power from a Natural Gas cogeneration @
$1.3B (Calgary), Burrard Thermal (paid for) and the Columbia River
Treaty. This 2009 statement is supported by the report commissioned
by the Honorable Jack Weisgerber, Minister of Energy, Mines and
Petroleum Resources in 1991. This report prepared by the Geological
Survey Branch of British Columbia (Quaternary Geology and Landforms
of Eastern Peace River Region, British Columbia, by N.R. Catto
1991). This report was made without reference to the proposed
flooding of the Lower Peace River Valley; rather it was
commissioned to examine aggregate exploitation within the lower
Peace River region. This report is brought to the attention of the
reader regarding reservoir safety concerns. In summary the Report
of 1991 states that development of the Valley sides should be
minimized. *see page 3 Further, a LIDAR Report identified 4010 old
slides within the Reservoir boundaries. Tension cracks, failure of
the shale in minor and major slides all suggests to the layman that
the responsible and emerging solution would be to stop Site C. When
are you as Local Government going to demand answers to protect the
interests our community?
1. Mitigation Point #11 needs to be addressed. 2. A letter from
an Independent Professional Engineer body assuring Premier Horgan
and
the Taxpayers of this Province that this project is safe and
necessary. 3. Three foreign workers were hired by BCHPA in April
2018 to find bedrock at any costs.
Please find out who they were, their credentials, how much they
were paid and obtain an unredacted copy of their report to
BCHPA.
If Local Government does not stand upon principles, it will fall
for any and everything. In my view, BCHPA has never earned a social
licence to operate in our Peace River. Please do not continue to
drink BCHPA Kool-Aid! The facts noted in this letter are serious.
It is obvious that BCHPA is marginalizing these real concerns and
only government has the mandate to respond to these questions. Your
efforts to protect the safety and interests of Area C are needed.
Yours truly Arthur A Hadland
cc Hon. John Horgan, Premier of BC Hon. Mike Farnworth, Minister
of Public Safety and Attorney General
Hon George Heyman, Minister of the Environment and Climate
Change Strategy Hon. Michele Mungall, Minister of Energy, Mines
Petroleum Resources Hon. Lana Popham, Minister of Agriculture
….3
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SUMMARY
Quaternary Geology and Landforms of Eastern Peace River Region,
British Columbia, by N.R. Catto 1991 These six cautionary quotes
were made researching the potential for exploration or exploitation
of aggregate sites in the eastern Peace River area:
1. “Mass movements, including rotational and translation glacial
slides and a variety of sediment gravity flows, commonly occur
along all the major streams.”…..Page 2 2.“The high concentrations
of montmorillonite and bentonite in the strata, however, together
with their poorly consolidated nature, greatly increases
susceptibility of these rocks to slope failure following fluvial
(or anthropogenic) undercutting or overloading.”…..Page 2 3."The
clays are generally plastic, susceptible to sediment gravity flow
if disturbed, and contain a high proportion of material derived
from the local Cretaceous bedrock.”…..Page 5 4. “Mass movements in
the region can be induced by the fluvial undercutting, natural
overloading of the slopes (e.g. by debris flow from above), loss of
internal cohesion due to sudden saturation (as was common during
June, 1990), or by human activity. Evidence of past colluviation in
the region is extensive (Bobrowsky et al. 1991), and extreme
caution is required in any effort to exploit or utilize river
valley slopes.”…..Page 10 5. “Thus, all of the major terrain slopes
present in the eastern Peace River Region are subject to slope
failure. Extreme caution should therefore be observed in any effort
to exploit or utilize river valley slopes.”…..Page 15 6."Valley
slopes throughout the region are subject to slope failure and
colluviation, and the development of these sites should be
minimized."…..Page 17 summary excerpt
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PEACE RIVER REGIONAL DISTRICT
PLEASE REPLY TO:■ BOX 810, 1981 ALASKA AVENUE, DAWSON CREEK, BC
VIG 4H8 TELEPHONE: 250) 784-3200 OR (800) 670-7773 FAX: (250)
784-3201
EMAIL: [email protected] – 100th Street, Fort St. John, BC
V1J 4N4 Telephone: (250) 785-8084 Fax: (250) 785-1125 EMAIL:
[email protected]
email to: [email protected]
Office of: Electoral Area ‘C’ Director October 24, 2014
The Honourable Michael de JongMinister of FinancePO Box 9048,
Stn Prov Gov’t.,Victoria, BC v8W 9E2
Dear Mr. Minister:
Re: Costs of proposed Site C
In your capacity as Minister of Finance you will soon be engaged
in a decision making process whether or notto proceed with
construction of the proposed Site C project.
In my capacity as Director for Electoral Area ‘C’ of the Peace
River Regional District, which coincidentlycontains the proposed
Site C dam site I have presented an impact statement and a request
for compensation,attached. This is known as Undertaking #28 as
requested by the Joint Review Panel on January 14, 2014.These
conditions, which are designed to protect the interests of my
constituents, have not been addressed byeither the Joint Review
Panel or the proponent, BC Hydro.
I would request that you read the attachment (Undertaking #28)
and consider these costs and cumulativeimpacts prior to your
decision. These issues need to be addressed prior to any consent to
proceed.
It is worthy to note that the W.A.C. Bennett Dam was estimated
to cost $400 million in 1961 by the thenPremier W.A.C. Bennett. The
actual construction costs including the transmission line to the
coast cost $950million by 1968. This is a cost escalation in excess
of 100% of the original estimate. This suggests anescalated cost to
build Site C of $16 billion plus.
Former BC Hydro CEO Charles Reid, in a June 18, 2013 Alaska
Highway news article stated that thecombined debt load of our
public entity was $70 Billion. Additionally the agency borrowed the
annual dividendto contribute to the Provincial budget. This would
suggest that BC Hydro is bankrupt.
This information adds fuel to the need to have this project
referred to the BC Utilities Commission (BCUC) foran independent
review. After all this was the intended purpose of BCUC when it was
commissioned in theearly 1980’s.
Your due consideration of this letter would be appreciated.
Yours truly,
Director Arthur HadlandElectoral Area ‘C’
Attachments:c.c. – Liberal Caucus c.c. – Mike Bernier, MLA – PR
South Peacec.c. – John Horgan, Leader of the Official Opposition
c.c. - Pat Pimm, MLA – PR North Peacec.c. – Adam Olsen, Interim
Leader, Green Party c.c. - Vicki Huntington, Independent MLA
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mailto:[email protected]
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PEACE RIVER REGIONAL DISTRICT
Office of: Director, Electoral Area ‘C’ January 14, 2014
POST PRESENTATION RESPONSE AS PER THE PANEL REQUEST
Dear Panelists
As per your request of December 13, 2013 (undertaking #28) for a
more specificmitigation for the 6300 citizens of Area C with the
understanding that theywould be faced with reduced access to
services due to the constructionactivities of proposed Site C.
Firstly, a comment on cumulative impacts plus a discussion of
the need forPeace Basin Trust parallel to the Columbia River Basin
Trust.
Secondly, mitigation requests for the citizens of Area C
specific to the activitiesof proposed Site C. This will be
complemented by a suggestion forimplementation.
Lastly there is a discussion of items that do not have a
meaningful mitigationoption, including a comment on the lack of a
social licence within the PeaceRegion on the part of BC Hydro and
Power Authority (BCHPA).
Arthur A. HadlandDirector of Area C
PLEASE REPLY TO:
BOX 810, DAWSON CREEK. BC VIG 4H8 TELEPHONE: (250) 784-3200 or
(800) 670-7773 FAX: (250) 784-3201 EMAIL: [email protected]
100 STREET, FORT ST. JOHN. BC V1J 4N4 TELEPHONE: (250) 785-8084
Fax: (250) 785-1125 EMAIL: [email protected]
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Firstly, students of history understand that the past predicts
the future.
BCPHA’s commitment to ensuring health and prosperityfor the
Peace Region
over the past 57 years is sadly lacking...
Therefore, there needs to be a directed effort to ensure that
this public utility
(BCHPA) be held accountable for returning and contributing to
our community
for future and past benefits accruing to BCHPA.
As Director of Area C, the first request is to have the Panel
require the
establishment of the Peace Basin Trust in the amount of $400
Million. This
Trust would be dedicated to the future of the Peace Valley and
the community
of Hudson’s Hope in recognition of the negative aspects of the
57 year Flood
Reserve and the loss of economic opportunities caused by the two
existing
reservoirs.
This trust would be a contractual agreement and be fully funded
and in place
prior to any issuance of an Environmental Assessment Certificate
for the
proposed Site C.
The beneficiaries to this Trust would be limited to Electoral
Areas lying within
the Peace River Valley and the District Municipality of Hudson’s
Hope.
This represents a small step focused on gaining a social licence
on the part of
BCHPA.
Another part of this request is the Panel recommending a
Minority Legacy
Agreement specific to Electoral Areas B and C and the District
of Hudson’s
Hope.
The current Legacy Term Paper did not have the accord of
Electoral Areas B, Cor the District Municipality of Hudson’s Hope.
Again a contractual agreement
and full funding (to be determined) must be in place and begin
immediately
upon the issue of an Environmental Assessment Certificate.
A management committee comprising of one member of the
Comptroller ofWater Rights and four nominees from the affected
areas are suggested as ameans to govern the mitigation points
provided for this request.
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Secondly, the following mitigation measures are proposed as
measures thatwould partially recognize the sacrifices that the
citizens of Area C would makeduring the construction of proposed
Site C. They are as follows:
1. The North Peace Solid Waste Site lies in a potential slumpage
zone,adjacent to the proposed reservoir, It has the potential to
negativelyimpact the proposed reservoir. Please refer to Weisgerber
Report:Quaternary Geology and Landforms of the Eastern Peace River
Region ofBritish Columbia by N.R. Catto
Requested mitigation would be the closure of the landfill and
replacementof a new site in a central area (e.g. Del Rio) utilizing
a cogeneration facilityproducing electricity for the grid in
conjunction with recycling initiatives.The cost of relocating and
upgrading this facility would be a mitigationcost borne by the
proponent.
2. The placement and retention of a permanent bridge across
anddownstream of Site C is recommended. This would complement
themain access to the proposed dam site and provide a needed
westerlyaccess to the southern part of the Province.
3. Siteing of a 500 person camp above the Old Fort will be
tantamount toplacing a small village beside this rural community.
Issues such as traffic,nuisance factors, policing, hospital,
ambulance and utility services are allitems that have not been
adequately addressed. The residents ofGrandhaven and the Old Fort
need full consideration prior to anyconstruction activity. This
site needs to be moved to the south side of thePeace River. Another
option is to construct residential capacity withinthe City of Fort
St. John (with their consent). Precedence exists for thissuggestion
wherein Pacific Petroleum constructed 70 new homes withinthe then
town to accommodate workers for the Taylor Refinery in 1957.
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4. The bulk of the residential area within Area C remains under
serviced inspite of booms caused by hydro dam construction and oil
& gasactivities over the past 60 years As a current mitigation
measure for thecitizens of Old Fort, Grandhaven, Clairmont and
McLeod areas(approximately 1200 homes lying within Area C) need to
be providedwith water & sewer service. A provision for a liquid
transfer station alsoneeds to be incorporated into this
request.
Another factor is the discharge into the Peace River. It may
be
undesirable to continue this practice if a reservoir replaces
the flowing
river. It is suggested that spray irrigation on agricultural
land would be an
alternative. This extra cost needs to be borne by BCHPA as a
mitigation
measure.
5. Water Load Out BCHPA would be constructing a bulk water load
out forthe proposed Site C project. It is requested that this be
retained solely asa domestic water source for the Area C community,
after the project iscomplete.
6. Fire Protection: The growth of population within Area C will
beunprecedented with the construction of the proposed dam site. It
isrequested that a fully manned and maintained fire hall be
constructed byBCHPA in the vicinity of Old Fort/Grandhaven. The
capital andoperational costs to be fully paid by BCHPA for the life
of the dam.
7. HEALTH CAREOur Hospital staffing will be over-taxed. It is
understood that theexisting hospital has 55 beds available. It will
be the professionalstaffing that needs to be expanded to
accommodate the increasein population during the seven year
construction period. It isproposed that the increased operating
costs be solely attributableto Site C be borne by BCHPA during the
dam construction. Moredoctors, specialists and nurses funded by
BCHPA are paramount.
• Ambulance service. This service also needs to be enhanced as
it is
also taxed to the maximum. There needs to be additional
capital
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and operational funding to respond to the extra population
demands anticipated during the 7 years of construction.
• Seniors Care facilities are in dire need of expansion. It is
requestedthat the proponent for this project fund the capital costs
for PeaceVilla Ill. This request is justified by the influx of more
people andthe need for more senior’s care. In addition, there is an
immediateneed for expansion of the North Peace Seniors Independent
LivingSpaces. A letter from the North Peace Seniors Association
will beforwarded later this week. It is requested that this be a
migrationitem that would be funded by BCHPA. This request is based
on thefact that there are a significant number of resident seniors
whoworked on the first 2 dams.
8. Schools The local School District is anticipating the need
for additionalspace for 1000 pupils by 2017. Proposed Site C would
accelerate thisneed beyond the pace of the Ministry of Education’s
ability toaccommodate SD #60 needs. A prime example is the slowness
of theMinistry of Education to complete land acquisition needs.
Area C willneed more school space at Charlie Lake. It is the
Director’srecommendation that a new site be located in the
Grandhaven area. Thissite would service Clairmont and the new
expansion on the West side ofthe City of Fort St. John. In order to
provide for safe passage over theAlaska Highway, it is requested
that an overpass be constructed either atthe junction of Old Fort
Road #148 or Road 269. Both the capital fundingof the school and
the overpass would be a direct consequence ofproposed Site C and
this cost needs to be borne by that project.
9. Policing: Another local service that is taxed to the max.
Additionalpolicing costs (both capital and operating) need to be
funded by theproponent during the dam construction period. This
mitigation requestwill need to complement the City of Fort St.
John’s concerns in this arena.
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1O.Noise, dust and light disturbance: The network of
construction accessroads, conveyor running 24/7 and the actual
excavation at the quarry on8S’ Avenue will be intrusive and
overwhelming for these surroundingcitizens. Firstly, the most
identifiable and constant impact will be thenoise on a 24/7
basis.“Noise is more than just a nuisance. It constitutes a real
and presentdanger to people’s health. Day and night, at work and at
play, noise canproduce serious physical and psychological stress.
No one is immune tothis stress. People appear to adjust to noise by
ignoring but the ear infact, never closes. The body at times still
responds with extreme tension,such as to a strange sound at
night.The most outward symptom of stress building up in humans,
when facedwith noise is annoyance.Exposure to excessive noise can
also induce or aggravate stress relatedhealth outcomes, including
those on the cardiovascular system, immunesystem, sleep, task
performance, behavior, and mental health”. (Healthand Welfare
Canada
1989)http://www.sciencedirect.com/science/articIe/pii/0165178189900474
This information and the significant noise, light and
disturbance factorsneed to be fully satisfied prior to any future
decision-making. At presentthe proponent (BCHPA) is not recognizing
the interests of these impactedcitizens.
A second impact that the proponent (BCHPA) has missed or ignored
isthat the noise and disturbance will cause the impacted residents
to lose isa significant and measurable loss of the rural lifestyle
including actualdepreciation of the real property. It is doubtful
that the surroundingproperties could be sold at fair market value
during the constructionphase due to the previously mentioned
negative impacts. In real propertyterms the owners of these lands
will lose a portion of their Bundle ofRights described as quiet
enjoyment. It is doubtful that this loss and thepeoples’ lifestyle
losses can be meaningfully compensated.The residents of the valley
and surrounding uplands will suffer these sameeffects plus the
cumulative loss of quiet enjoyment going back to thegranting of
Wenner-Gren’s charter over the Valley in 1957.
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It is suggested a specific policy designed to address these
impositions onimpacted residences be developed recognizing the BC
Expropriation Act.The amending suggestions that Blair Lekstrom, the
former Minister ofEnergy, Mines and Petroleum Resources, made at
the Dawson CreekPanel Hearing January 9th 2014 bear consideration
in addressing Site Cland acquisitions. He certainly recognized that
a 5% premium overmarket value was not adequate compensation;
instead he suggested afactor of up to 100%, to recognize forced
displacement.
11.PUBLIC SAFETY is an issue surrounding the proposed Site C
reservoir.The need to address and ensure public safety has become a
priority at alllevels of Canadian government. A September 2009
Klohn Crippen Bergerand SNC Lavelin report produced for BC Hydro
draws this factor to thefore within the pondage of the proposed
Site C project. Quote...“The uncertainties in predicting both the
extent and rate of the shorelineimpacts lead to the proposal to
adopt an observational approach forperiodically reviewing and
updating the reservoir impact lines after thereservoir has been
filled.’The 200+ citizens of Old Fort (within Area C) lie
immediately downstreamof the proposed dam site. This is a very real
issue and they arevulnerable to a dam break. The Teton Dam (Idaho)
failed in 1976. It layin a sedimentary basin similar to the
proposed Site C.It is requested that BCHPA provide a written
guarantee to thoseresidents of Area C that they and their property
is totally safe and securefrom any dam breaks. It is further
requested that the Panel recommendthe Federal, Alberta &
British Columbia Ministries responsible for PublicSafety be
co-signors of this guarantee. It is these ministers responsiblefor
public safety who have the role to investigate, report, and form
theirrespective opinions on the measures that will be taken to
ensure publicsafety or to recommend that the proposed project is
too risky in terms ofensuring public safety to be undertaken.
12.Land Use Issue on 35I Avenue (Shaman property), the proposed
borrowpit for fill for the dam site: This land has been zoned
light-industrial bythe Peace River Regional District (PRRD). After
the $14 Million purchaseby BCHPA, the use would potentially become
heavy-industrial with all of
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its inherent impacts on the surrounding community. i.e. noise,
dust,traffic, etc. This needs to be mitigated to the satisfaction
of theneighboring property owners. Also this sale has removed 27
lightindustrial properties from the local real estate market right
when theRegional community is on the cusp of extraordinary
expansion in the gassector. As a mitigation measure it is requested
that the proponentreplace these 27 lots in a location that is
compatible with PRRD’s land usebylaws. Secondly, as another
mitigation measure there needs to be abond posted (accessible by
Electoral Area C) that would provide fullrehabilitation of this
site so that it is useable for future light industrial
orresidential purposes. This action would take place immediately
after thesite is not required for dam construction purposes.
13.MUSEUM: Our Heritage River, the oldest Caucasian habitations,
RockyMountain Fort (1794) and Rocky Mountain Portage Fort (1805),
thesteamship landing areas, ancient archeological sites, and
colonial historyneed to be permanently celebrated. As a mitigation
measure, it isrequested that the proponent be responsible for the
capital cost andoperating costs of a world class museum. (To be
located within Area C) forthe duration of the proposed Site C
dam.Location, focus and themes of the proposed museum would
beundertaken by a management committee consisting of the local
HistoricalSociety, the Curator of the Simon Fraser Museum and the
ProvincialMinistry responsible for Museums.As a note aside, the
former Minister of Education, A. J. Brummet, MLA forPeace River
North requested this facility in a letter to BCUC in 1981.
14.Expropriation threats and procedures: Residents inside and
outside theproposed pondage have been or will be subject to
expropriation threatsand procedures. The passive land acquisition
program has not been verypassive according to Mr. Roy Kelly’s
presentation in Dawson Creek onJanuary 8, 2014. These forces have
been in place since 1957. It issuggested that this has stymied
growth and development in the valleyand surrounding area. This is
an ugly vehicle of convenience used byGovernment authorities over
people who through no fault of their ownare very negatively
impacted by this power. It is all of the people of the
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valley who have lived this threat for the past 50+ years with
norecognition or compensation for this silent but omnipresent cloud
overtheir lives. This needs to be addressed in a meaningful
manner.
15. Specific course curriculum on food production: As mitigation
it isrequested that the Panel recommend to the Premier of BC that a
specificcourse curriculum on food production
(agriculture/horticulture) bemandatory at the primary, elementary
and senior school levels. In asmall way this will serve to educate
future generations about theimportance of BC’s river valleys and
their food producing capabilities.NOTE: Less than Y4 of 1% of BC’s
population is currently engaged and hasknowledge of larger scale
food production.
16.Reservoir rehabilitation: It is doubtful that much can be
accomplished inthe rehabilitation of the valley after the pondage
is no longer useable. Itis requested that an annual reserve fund be
incorporated by legislationinto the operating budget for Site C for
the duration of the dam. It willbe necessary to develop methods to
undertake rehabilitation for thedrained reservoir prior to
commencement of construction.
17.Weed control: an annual budget needs to be developed to
ensure thatthe pondage and its impact areas are managed to control
or eliminatenoxious weeds.
18.Recreation: As a small mitigation measure, it is requested
that theProvince enact a Provincial Park Status over fractional
N1/2 of theSl/219-83-18 W6M. This site is a vacant piece of Crown
Land that is locallyknown as the Peace View Point or Old Fort View
Point. It is a very highuse recreation area. It is located at the
south end of 100th Street andprovides for a spectacular view of the
Peace Valley. It is currently anunregulated site of Vacant Crown
Land. This request would be in additionto enhanced public access to
the reservoir after it is safe.
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19.North Peace Leisure Pool: This Regional District recreation
facilitylocated within the City of Fort St. John is at its
half-life. This facility willbe requiring replacement in 12 years.
This facility is jointly funded byElectoral Areas B and C and the
City of Fort St. John. Replacement andcapital funding will be a
challenge for our communities. It is requestedthat BCHPA be engaged
in providing a minimum of 50% of the capitalfunding at the time of
replacement, in recognition of the impacts thatthe construction
phase of Site C will have on our Regional Facility.
It is requested that all of these mitigation requests complete
withcontractual agreements and committed funding be in place, prior
to theissuance of an Environmental Assessment Certificate.
Factors that are not mitigatable:
o losses to agriculture & horticultureo loss of the land to
farms, ranches and residentso the loss of the river recreational
experienceo loss to river fisherieso loss of wildlife habitato loss
of river history, archaeology and paleontology
This is a modest attempt to recognize the need for
mitigationeffects for proposed Site C.
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SUMMARY
As Director of Area C I have real concerns that my constituents
will beovercome by the demands and logistics of this project. It is
my earliersuggestion that a moratorium be placed on this process.
This would thenbe followed up by the scrutiny and overview by
BCUC.
Furthermore the projected expenditures and growth of the natural
gasindustry and its potentially overloading impact unto the
Peacecommunity needs to be addressed. These cumulative effects have
beensuggested as becoming a five year industrial tsunami imposed
over thePeace Region. It is the constituents of Area C and their
neighbours whomust be placed first before any power project
development. Area C ofthe PRRD would need significant extra
financial resources to cope withthe effects of proposed Site C.
If the decision is to continue there needs to be written
material and plansensuring that our Region’s mitigation concerns
are fully addressed with acontingency for ones that will
undoubtedly surface. Fully committedfunds for the requested
mitigation items and corresponding contractualarrangements need to
be in place, prior to the issuance of anEnvironmental Assessment
Certificate.
In addition I believe that the current governance model for Area
C is
inadequate. This will need to be addressed by her citizens in
the very
near future. An option is the consideration of a District
Municipality
initiated by the citizens of Area C.
Sincerely,
Arthur A HadlandDirector of Area C
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ADDENDUM
Social Licence on the part of BCHPA is sadly lacking. A social
licence may includeinclusiveness, accommodations, adhering to the
principles of stewardship,responsibility, commitment to the long
term welfare of impacted communities,acceptance, openness and
transparency. The population of the Valley’s ruralcommunity has
been devastated and demoralized by 57 years of the shadow ofBCHPA’s
flooding plans. The Hudson’s Hope community has shrunk from
apopulation of 1400 in 1978 down to present day population of 970.
Sid Parker(former mayor of Revelstoke) visited our Peace Region in
July 2010. In in a talkJuly 12 he confirmed that BC Hydro
devastated his community and thesurrounding rural areas when the
Columbia River was flooded.This is also captured very well in
Laurie Dressier’s research on the genesis of theWAC Bennett Dam.
(Reference: Designs for Disciplines An Introduction toAcademic
Writing, 2003, Harnessing of the Peace: Economic and
EnvironmentalThemes Amid Public Responses to the Construction of
the Bennett Dam, 1957-1968, page 253)
I will iterate that the Proponent has not earned social licence•
Area C Director was excluded from participation in the April 19,
2010
grand announcement ceremony• Area C Director was initially
excluded from the ‘Regional Government
Liaison Committee’ process• Purpose of proposed Site C has
shifted 5 times in 3 years• In 1976 the Peace region was threatened
with blackouts and brownouts if
Site C was not built ( did not happen)• Exclusion of Site C from
BCUC oversight• Approximately $1/2 Billion was spent to justify the
project with virtually
NO resources allocated to the other side of the story• Polling
of the uninformed used to justify the project• Refusal to provide
Trust Funding for the last 50 years for the existing WAC
Bennett and Peace Canyon completed projects• Marginalizing the
future value & utility of high quality farmland within the
valley
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• Unwillingness to recognize the negative aspects of cumulative
impacts onthe valley, it’s resources and people
• Fiscal irresponsibility— How can BCHPA and its ratepayers have
a debt of$70 Billion?
• The unwillingness to recognize and respect community planning
processesReference is made to PRRD By-law 1870, 2009 which enacts
the North
Peace Fringe Area Official Community Plan. The purpose of this
plan is toprovide a general statement of the existing and proposed
land use and
service requirements in the areas covered by the Plan. It is
important to
note that nowhere in the Plan is there reference to heavy
industrial useassociated with hydro-electric dam or inundation.
Rather there are strongstatements supporting agriculture (3.1) and
recognizing the Peace River as
a proclaimed ‘Heritage River’ in support of Stewardship of the
River
(Policy 10.3.15). This document has been signed off by The
Ministry of
Community and Rural Development.
While it is recognized that the Act governing BCHPA activity
gives the
agency precedence over Regional Law (seesection32,BCHPA). It is
the
writer’s contention that the non-involvement of the Site C
proponents in
the Regional land use planning process demonstrates a lack of a
social
licence on the part of the proponent.
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BC Hydro CEO admits $70 billion obligationJuly 4, 2013
Responding to Arthur Hadland, during a public discussion at a
Fort St John Chamber of Commercemeeting on June 18, BCHydro CEO
Charles Reid confirmed that in total the corporation owed almost$70
billion: $15 billion in longterm debt, $4.5 billion in deferral
accounts, and some $50 billion infuture contractual obligations. He
defended the position saying, deferral accounts representborrowings
to finance current projects (such as smart meters and Demand Side
Management) whichare expected to be paid back out of revenue from
the corporation’s customers. The contractualobligations mainly
consist of guaranteed commitments to Independent Power Producers
(IPP).These obligations do not appear on the books of either
BCHydro or the provincial government. Thedebt, Reid said, was
secured by $100 billion of assets. However, as these assets show up
on the2012 Annual Report as assets of a mere $21 billion. It would
appear he is citing a replacementcost—hardly an asset. According to
BCHydro’s 2012 financial statements: net income was $558million
from total revenues of $4.7 billion; $230 million was paid to the
provincial
government.http://islandtides.com/assets/reprint/bchydro_20130704.pdf
________________________________________________________________________________________________________________
Debt not okay: Hadland
Gaven Crites PhotoCharles Reid, BC Hydro president, speaks to a
room of people gathered at the Stonebridge Hotel in Fort St. John
June18.
June 19, 2013 Gaven CritesBC Hydro’s $14 billion debt was
criticized in Fort St. John yesterday when the president of the
public electricutility company was speaking at the invitation of
the Fort St. John Chamber of Commerce.
Charles Reid, president of BC Hydro, spoke about the company and
gave an update on their ongoing projectsin the area, including the
Site C dam.
Arthur Hadland, Peace River Regional District Area C director,
asked Reid about the debt following Reid’sspeech to close to 50
people in a room at the Stonebridge Hotel.
“I feel that debt, especially with a public utility, is not a
good thing,” Hadland said. “If the organization islooking after
business, and we have that much debt, I don’t think business is
being looked at that well.”
Reid said it was a difficult question to answer.
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“It’s my opinion that our asset base is worth well over $100
billion, so is $14 billion of debt on an asset baseof that size
badly leveraged? I’m not sure,” Reid said.
He said BC Hydro is working with the province on debt reduction
and the company has to borrow money topay a dividend to the
province, which doesn’t help the debt situation.
“What we’re doing with the debt, we’re investing,” Reid added.
“We’re investing in B.C. We’re investing inthe asset.”
Hadland said he didn’t buy Reid’s argument.
“That was an accountant speaking,” Hadland said. “Debt is not
okay. It’s not okay in your household, andespecially if it’s our
public utility.”
Reid also talked about the Site C dam project. He said it’s
currently under a very rigorous environmentalassessment process and
he wouldn’t comment on whether he is confident it will get final
approval from theprovince.
“I believe in my heart that we need this,” Reid said of Site C.
“We’re doing lots of work on that. That has to goto fruition and we
have to get a ruling. I’m just optimistic generally. I’m hopeful.
Our people have done agreat job on that and we’ve put together a
very good case from the environmental point of view. Once
thatdecision is reached, it’s entirely up to the province. It’s not
our call. “
The proposed dam and hydroelectric generating station on the
Peace River has been a contentious issue inthe Northeast for many
years. Many residents, organizations and First Nations oppose the
project on bothenvironmental and economic grounds. Reid said Site C
is a big project, so it’s bound to attract many points ofview.
“You’re going to have your supporters and you’re going to have
your opponents,” he said. “We face this on asmaller scale with
transmission lines that impact people. We face this with almost
every single project wework on. What we try to do is look at a
balanced, fair way. You can’t totally mitigate everything. We do
ourbest. It’s more of a social thing where we’re trying to do
things for the greater good. There may be someindividuals impacted.
Well, let’s try to make that as less impactful as we possibly can.
We really work onthat.”
Reid also spoke about a change in BC Hydro’s philosophy with
doing business with different communities andstakeholders.
“I was very pleased to hear the philosophy is changing,” said
Mayor Lori Ackerman, who attended theluncheon. “Their philosophy is
now to leave communities better off. We’re used to working with
thepetroleum producers and the pipeline companies – those who are
involved in the oil and gas industry. Ascommunities, working with
those companies, there are ups and downs, the bad and the ugly, but
on thewhole, we have a good relationship with those organizations
and entities. So, it’s nice to see Hydro has takenthat same
approach to leave communities better off.”
Reid said the $7.9 billion price tag for Site C has not
changed.
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“As far as we’re concerned, that’s the number,” he said. “The
majority of the time, when we work on ourcapital projects, we are
at or below budget. Occasionally you might get one that’s outside
that, but that’susually ones we don’t spend so much up-front work
on. We’ve done a tremendous amount of up-front workon Site C. So,
I’m very confident in the number.”
http://www.alaskahighwaynews.ca/article/20130619/FORTSTJOHN0101/130619922/-1/fortstjohn/debt-not-okay-hadland
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PEACE RIVER REGIONAL DISTRICT
PLEASE R