Eagle Pt Park Rock Face Info
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MEMORANDUM
July 28, 2004
TO:
The Honorable Mayor and City Council Members
FROM:
Michael C. Van Milligen, City Manager
SUBJECT: Eagle Point Park Rock Face
Corporation Counsel Barry Lindahl has provided a copy of the Rock Face Investigation
prepared by McGhie & Betts Environmental Services, Inc. related to Eagle Point Park.
The cover letter states:
"Our investigation concludes that parts of the rock face that we observed is
currently dangerously unstable and needs additional rock removal to create a
more stable slope. The concrete wall and platform from the rock steps will
require removal but the lookout and the remainder of Eagle Point Park that is
more than 20 feet back from the existing rock face is not at risk."
This rock bluff is on City of Dubuque property. With the recent Court decision, the
developer no longer has zoning approval to continue with this project.
Acting Public Works Director/City Engineer Gus Psihoyos estimates the design and
corrective measures for this job will not exceed $75,000.
As a source for this $75,000, the City currently has $900,000 budgeted in Fiscal Year
2006 to create additional parking opportunities in the Port of Dubuque. There currently
is not a plan to construct that parking and no pending development that needs the
financial support for parking. It is anticipated that the funding will be needed in the
future, so it would be recommended for rebudgeting in the next budget process.
I respectfully recommend that the City issue a Request for Proposals for an engineering
firm to examine the rock bluff, identify any problems, the potential causes for those
problems, and a course of action to remedy the problems. This would include designing
and preparing bid documents to execute the solution. The City would then bid the
remediation work. , "I I : iI.,¡i,
1/II/tAl L~;1;.d-
Michiel C. Van Milligen I
MCVM/jh
Attachment
cc: Barry Lindahl, Corporation Counsel
Cindy Steinhauser, Assistant City Manager
Gus Psihoyos, Acting Public Works Director/City Engineer
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ROCK FACE INVESTIGATION
For
CITY OF DUBUQUE AND ROYAL OAKS
DEVELOPMENT
EAGLE POINT PARK
DUBUQUE, IOWA
May 12, 2004
MBES#Y1249A1Y4168
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Rock Face Investigation
Eagle Villa Condominium Site
Rock Face Geologic Hazard Evaluation
MBESI#: Y1249A/Y4168
I Certify That This Investigation and Report Were Prepared By Me or Under My Direct
Supervision.
j
fIT S. Broberg; LPG, R M
Minnesota Licen ed Professional Geologist #300
Registered Environmental Manager #3009
McGhie ~ Betts Environmental SeJVices. Inc.
McGhie
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Betts
Environmental
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Investigations, Management
& Design
I Asbestos, Lead, & Other
Hazardous Materials
Wetland Delineation
I & Permitting
Indoor Air Quality
Geological Hazards
I UST & Spills
Environmental
Assessment Worksheet
. & Impact Statements
~C (Voluntal)' Investigation
& Clean Up)
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1648 Third Avenue S.E.
Rochester, MN 55904
Tel. 507.289.3919
Fax. 507.289.7333
e-mail. mcghiebetts.com
Established 1991
July 22, 2004
Mr. Barry A. Lindahl
Corporation Counsel
300 Main Street
Harbor View Place, Suite 330
Dubuque IA 52001-6852
Re:
Eagle Point Park
Rock Face Geologic Hazard Evaluation
Dear Mr. Lindahl:
In accordance with the authorization of the City of Dubuque and Royal Oaks
Development Corporation, we have conducted an inspection, investigation and report of
the rock face and excavation being conducted on private land owned by Royal Oaks
Development and Eagle Point Park owned by the City of Dubuque. The two parcels are
unplatted land located in Section 17 in the city of Dubuque in Dubuque County, Iowa.
The area of investigation encompasses a level excavated terrace and rock slope situated
above the railroad and the visitor parking and observation area of Lock and Dam #11
along Lock and Dam Street in Dubuque. The purpose of this investigation was to
evaluate the survey record of excavation and rock removal related to the occurrence of
rock falls and landslides, to inspect and evaluate the current condition of the slope and to
make recommendations to stabilize the rock face in advance of the construction of the
Eagle Villa Condominium.
Our investigation concludes that parts of the rock face that we observed is currently
dangerously unstable and needs additional rock removal to create a more stable slope.
The concrete wall and platform from the rock steps will require removal but the lookout
and the remainder of Eagle Point Park that is more than 20 feet back from the existing
rock face is not at risk.
The entire report detailing our observations and findings is attached.
Sincerely,
McGHIE & BETTS ENVIRONMENTAL SERVICES, INe.
J'~ ~ ~ t'~~G
ViCe~;~~i~ent
Certified Professional Geologists #300
Minnesota Licensed Professional Geologist #30019
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TABLE OF CONTENTS
Executive Summary ........................................................................................................................1
Scope Of Investigation........................................ ...............................................................................3
Results Of Investigation......................................... ............................................................................3
Setting ........................................................................................................................3
Historical Setting .......................................................................................................3
Geologic Setting.........................................................................................................4
Joint And Fracture Pattems........................................................................................5
Drainage.....................................................................................................................6
Survey And Cross Section Evaluation.......................................................................6
Unstable Rock Slabs: Joint Blocks "A" Through "F" ...............................................8
Conclusions: Risk Of Future Rock Failure........................................................................................9
FIGURES:
LOCATION MAPS
HISTORICAL POSTCARDS
PHOTOGRAPHS
DETAILED CROSSECTION
APPENDIX I: BUESING & ASSOCIATES SURVEY AND CROSSECTIONS
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page I
EXECUTIVE SUMMARY
The site of the proposed Eagle Villa encompasses the area historically occupied by the Toll
Bridge Restaurant and the Toll Bridge Road. The site adjoins Eagle Point Park on the west; the
Chicago, Milwaukee and St. Paul Railroad on the east and C.R. Boats the historic Eagle Point
Lime Works Quarry on the south. Historic postcards from before 1900 show Eagle Point before
the lime works and Toll Bridge to be a prominent point in the Mississippi backed by a steep
forested bluff. Before the construction ofthe Toll Bridge, the slope from the railroad up to the
middle of the bluff was a forested hill with the rock faced bluff set back from the railroad. From
the available historic photographs, it appears the existing rock face was excavated near the
current position in 1900-1902. The construction of the Toll Bridge. The engineer and contractor
took advantage ofthe thick, bluff forming, dolomite beds that are naturally fractured at a steep
angle that create a stable, near vertical rock face bluff that stood for over 100 years without
experiencing massive landslides. The original quarry masters, blasters and stonecutters knew the
secret of using the natural fractures and joint faces in the rock to create a stable bluff.
Royal Oaks Development Corporation has designed a condominium building to be developed on
the site ofthe Toll Bridge Road and has commenced grading operations including the removal of
the dimension stone wall and leveling the site to elevations and grades to accommodate the
building. The sequence ofthe work has been surveyed by Buesing & Associates and in
conjunction with our site inspection we have determined that portions of the existing rock face
lie along natural fi-actures creating a stable wall; however, other sections ofthe rock face are
currently unstable wedges and overhangs that risk a catastrophic failure. To stabilize the rock
face it will be necessary to remove rock slabs back to the natural fractures that dip 74° from
vertical to the east to create a tall, freestanding bluff.
During the course of the site work most ofthe Toll Bridge dimension stone wall was removed
and the elevation ofthe former road was excavated 20 feet from an elevation of :1:650' to an
elevation of:1:630'. The excavation involved the removal ofthe dimension stone, fill, talus and
bedrock, including slabs from the rock face that extend upward and west to City property. The
plane ofthe current near-vertical rock face intersects the natural 74° fractures and joint faces and
McGhie ~ Betts Environmeutal SeJVices, Inc.
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page 2
because the joints dip eastward intersecting the near vertical rock face some of the rock slabs on
the exposed face are now inverted wedges pointing downward without adequate foundation.
During the spring freeze/thaw cycles one ofthe unsupported wedges catastrophically failed
creating a landslide that measured 70 feet high, 40 to 60 feet wide and 7 feet thick at the top, but
less than one foot thick on the bottom. The failure occurred along a 74° natural joint face. The
remaining rock face in this area now appears stable except for some poorly supported
overhanging rock on the north end. Six other rock wedge slabs have been identified that could
fail in a similar fashion, including the rock slab that currently supports the dilapidated concrete
step that formerly provided access to the bluff face from Eagle Point Park. The area part of
Eagle Point Park that is now 20 feet back from the rock face, including the developed areas and
observation deck at Eagle Point Park is not at risk.
The failure of the identified unstable rock slabs along the rock face is unpredictable and could
result from a variety of forces including the forces of gravity acting on the unsupported wedges,
rainfall lubricating the joint plane or eroding the weakly supported rocks, vibrations from
adjoining construction, trains or traffic, ice wedging or other physical disturbance. It is my
opinion that the area at the base of the slope and the area within 20 feet of the steps are extremely
hazardous and subject to unexpected catastrophic failure. Access to these areas should be
restricted and stabilized as soon as possible. The rock walls should be cut back by qualified rock
mechanics to create a stable condition and the rock face should be re-inspected to evaluate
stability once the work is done.
The work will require the removal ofthe unstable slabs and to create a stable rock face that is
bound by naturally occurring joints.
The following report provides discussion and observations of the geology, history, sequence of
work and our recommendations supported by the survey of the rock face and photographs ofthe
site.
SCOPE OF INVESTIGAITON
McGhie ~ Betts Environmental SeJVices, Inc.
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Rock Face Investigation
Eagle Poiut Park, Dubuque IA
Page 3
The scope of the investigation included the following elements:
.
A review of current survey data including existing contours and grading cross sections
prepared by Buesing & Associates.
.
A review of available historic photographs and records of the local geology and bedrock
mining, excavation and construction activates on and near the site and a literature review
.
of rockslide hazards in the region.
An on-site inspection and photographic documentation ofthe rock face including
inspections ofthe rock exposures on the Eagle Villa site, the rock exposures, vegetated
slopes and facilities of Eagle Point Park to the west, the rock exposures in the former
Eagle Point Lime Works Quarry now owned and operated as C.R. Boats located to the
south and southwest.
.
Interviews with AJ Siegel of Royal Oaks Development, Jane Smith, Dubuque City
Engineer and the proprietor of C.R. Boats.
.
RESULTS OF INVESTIGATION
SETTING
Historic Setting:
The Royal Oaks/Eagle Point Park site are characterized as river bluffs that overlook the
outfall of Lock and Dam # II where the headwaters of pool 12 has an elevation of 592'
MSL. (Figure I) The Mississippi River Valley is approximately one mile wide and on
the Iowa side a narrow river terrace gives way to Eagle Point, the name given to natural
point bar in the river and steep dolomite bluff that rises to an elevation of 850'. (Figure
2) Historic photographs that postdate the construction of the railroad show the bluff to be
a steep wooded slope with a narrow sand beach and no exposed bedrock except for the
road cut constructed for the railroad. (Figure 3,4 & 5) In 1902 the Eagle Point Bridge,
also known as the Dubuque-Wisconsin Toll Bridge was opened and historic photographs
show the bridge abutment constructed as a massive rock block wall over 75 feet in height.
(Figure 7) The background shows a barren rock bluff that when compared to earlier
photographs appear denuded of vegetation and having the appearance of a quarry face. It
is assumed that the rock face exposed before the most recent excavations by Royal Oaks
Development was a rock cut or quarry rock designed to cut the slope back to make room
McGhie ~ Betts Environmental SeJVices, Inc.
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page 4
for the bridge approach and foundation. The area to the south, on property now known as
C.R. Boats was the historic Eagle Point Lime Works where building stone, crushed rock
and lime were produced from 1374' to the mid 1900's. (Figure 8)
Geologic Setting:
Eagle Point bluff and rock quarry are composed of dolomite ofthe Galena Formation.
The Galena Formation was named from the type locality in Galen Illinois by James Hill
in 1851 who described the unit as "a gray to drab dolomitic limestone which weathers to
a porous, yellow to buff colored, cliff forming mass that caps the bluffs adjacent to the
Mississippi River in Jo Daviess County, Illinois. It is the chief zinc and lead horizon of
the region and attains a thickness of about 250 to 300 feet."
The Galena in this location is exposed from an elevation of 625' to 850' and is exposed
in the former quarry from an elevation of about 620' to about 750' (figure 8 & 9). The
slope that extends below to the railroad tracks and Lock and Dam Road is covered by
broken rocks, talus and soil and the rocks above the working face are covered with thin
soil and are overgrown with trees and shrubs.
On the newly exposed working face, the Galena is composed ofthin (4 to 6 inch) to
massive (1-8 foot) tabular beds of dolomite and limestone and cherty or argillaceous
dolomite with occasional shale partings. (Figure 9) On clean fresh surfaces the dolomite
is gray and ranges from a dense massive microcrystalline texture to a less dense dolomite
with a more porous or vugular texture. A 6-foot thick zone near the base has numerous
white or gray chert nodules, occasional nodular masses of calcite and a vugular texture on
a broken surface. A 4-foot zone with shale partings every I to 4 inch separating the thin
dolomite beds that in turn is overlain by thick, massive tabular beds of dolomite overlies
the cherty zone. Towards the top of the fresh outcrop thin dolomite beds are separated by
shale partings. On weathered surfaces and along face of the periodic joint faces (fracture
planes) the dolomite is light brown to buff colored and shows signs of erosion and
chemical corrosion, re-crystallization in the form of flow stone or travertine and soil or
clay fillings that are often embedded with tree roots.
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Rock Face Investigation
Eagle Point Park. Dubuque IA
Page 5
The Galena overlies the Decorah shale, which can be observed in an excavation at the
base ofthe block wall on the north end of the Royal Oaks property. The Decorah is a
soft, green to blue colored shale with occasional lenses oflimestone and dolomite.
Joint and fracture patterns:
The rock face and quarry display sets of periodic rock joints or fractures that extends
through the entire sequence of the Galena Formation where it is exposed at Eagle Villa,
Eagle Point Park and the former quarry at C.R. Boats. The fractures extend from the
bottom to top ofthe bedrock (Figure *). Photographs and site observations indicate that
there are two major intersecting trends of joint sets. The natural north-south joint sets on
average strike, or are oriented, NI2E, (ranging from N20E to N20W) and dip an average
of 700E (ranging from 67° to 76°) and have an average spacing of four feet between
joints. The major intersecting east-west joint sets on average strike N82E and dip l2°S
and have an average spacing of 18 feet.
The north trending joints seen in the quarry wall (Figure 10) have a period between the
fractures ranging from I foot to 12 feet. The narrow joint sets create thin rock slabs the
height of the bedding planes and often appear to be open or filled with altered or broken
rock and soil, have signs of erosion or corrosion or mineralized coatings indicating water
movement and some of the joints have tree roots extending tens offeet from the thinly
forested slopes above. The thick sets create walls oflarge dolomite blocks that are self
supported and relatively stable. There was no evidence of offset beds or slikenslides and
there was no evidence of normal, reverse or strike-slip faulting along the joint plane. The
joints have the appearance of stress release features that naturally create near vertical
walls
The west trending joints observed in the rock face along the Royal Oaks property line
(Figure 9) are less regular than the north trending joints. The intersection of the joint
planes create cohesive rock wall slabs where the rock between the joints is thicker than
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page 6
three or four feet and the cohesive and massive dolomitic blocks forming columns or
walls that have historically been stable.
Drainage:
I inspected the drainage patters from the land above in Eagle Point Park to evaluate
whether storm water could flow across the rock face or down any of the open joint planes
that are near the face. Accompanied by Jane Smith from the City Engineers Office we
walked down the dilapidated concrete steps. We found that the drainage from the Park
discharges from a point near the top of the slope and has created a gully and wash that
has undermined and destroyed the steps. The main channel of storm water flow follows
the steps to ajoint face that discharges south into the former quarry (Figure 10). The
joint face storm water flow is 40 to 50 feet west of the Eagle Ville rock face and we
concluded that concentrated storm water from the Park does not affect the rock face and
only the precipitation falling on the immediate slope above drains across the rock face.
Survey and Cross section Evaluation:
Survey data of the rock face provided by Buesing and Associates show a map view and a
series of crossections that are stationed and referenced along the property line between
Eagle Point Park and Royal Oaks Development (Appendix and Figures II and 12). The
entire set of survey cross sections in Appendix I are reproduced with a horizontal scale of
I "=40' and a vertical scale of 1"=20' creating a 2: I vertical exaggeration and the sections
from 3+75 to 6+45 are reproduced without vertical exaggeration.
The rock face along Eagle Villa extends from station 3+75 to 6+ 12 with the vertical
elevations ranging from 648 to 700 over the surveyed interval. The "steps", the
dilapidated concrete stairs, wall and platform are near the top at stations 4+25 to 4+65.
The area of the landslide is represented in crossections at station 5+75 and 6+00.
Composite photographs of the rock face are annotated with the approximate stationing
(Figure 9).
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page 7
The cross sections in Appendix I show the sequence of work at the site from 1900 to
2004:
The original surface prior to the recent excavation as a lightweight solid line that was
surveyed in July 2003. This is the surface that represents the pre-existing conditions
before the dimension stone bridge abutment and rock, soil, talus and colluvium was
removed, the rock face surface overlooked the Toll Bridge Road and Restaurant that we
believe to be the rock face surface left when the area was excavated and quarried for the
toll bridge in 1900-02.
The light weight dashed line represents calculations based on soil borings and surveys
completed before December 2003 after most of dimension stone and the loose soil, talus
and colluvium were removed, but prior to blasting and major bedrock removal
operations.
The heavy solid line represent the existing conditions as of June 16 and March 24, 2004
on Sections 5+75 and 6+00, where there are two heavy lines that represent the rock face
before and after the March 2004 landslide. The area between the thick solid lines
represents the area and dimensions of the slab that fell in the landslide.
For the purposes ofthis discussion we have only analyzed the rock wall cross sections
from station 3+50 to 6+45.
Prior to any excavation or site work the former toll Bridge road is seen as a prominent
road fill terrace with a dimension stone wall that was pitched at the base and nearly
vertical at the top with a four foot barrier on the east side. The rock face created during
the road construction rose above the road to Eagle Point on the west side. The roadway
was up to 20 feet higher than the existing ground level and rose from an elevation of 649
at Sta 4+00 to 658.5 at Sta 6+25, a grade of 4.2%. The stone wall abutment and barrier
was 30' high at 3+00 and 45' at 6+25. The roadway between the stone wall and the rock
face averages 50' wide between station 4+00 and 6+00 but varied between 41' and 58'
wide. The rock wall on the west rose at a steep angle from the road shoulder to an
elevation above 700' (the top survey elevation).
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Rock Face Investigation
Eagle Point Park, Dubuque IA
Page 8
Measurements of the angle of the Toll Bridge Road basal rock face average 74 to 75°
over eleven cross sections and are pitched back to an angle of 49 to 61 ° on the back slope
at the top of the section. Because the angle of the rock face parallels the natural angle of
the joints in the bedrock we conclude that the Toll Bridge Road rock face was engineered
to take advantage of the natural cliff forming properties of the Galena formation when the
north trending joint sets are more than 3 or 4 feet apart.
Our onsite observations and an analysis of the crossections before and after the rockslide
indicate that the current near-vertical rock face does not parallel the natural 74° joint
planes intersecting the angled rock slabs to create inverted wedges on the rock wall. The
downward pointing wedges do not have an adequate foundation to provide stability and
explain the landslide and the remaining unstable rock slabs.
Unstable rock slabs:
During the spring freeze/thaw cycles the unsupported wedge that extends from 5+30 to
5+25 catastrophically failed creating a landslide of a rock wedge that measure 70 feet
high, 40 to 60 feet wide and 7 feet thick at the top but less than one foot thick on the
bottom. The failure occurred along a natural joint face. The remaining rock face in this
area now appears stable except for some poorly supported overhanging rock on the north
end.
The earlier excavation and slope failure exposed six other rock wedge slabs, blocks A
through E, that are shown on photographs (Figures 9,10 and 13-19). Rock slabs in these
areas, including the rock slab on block C that currently supports the dilapidated concrete
step that formerly provided access to the bluff face from Eagle Point Park, could fail in a
fashion similar to the earlier landslide.
BLOCK A (Figures 9 and 13): The rock on the north end between stations 5+40 and
6+45 includes the overhanging bedrock rock near the top that did not fall with the
landslide and also includes the soil and loose colluvium (deeply weathered bedrock)
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Rock Face luvestigation
Eagle Point Park, Dubuque IA
Page 9
BLOCK B (Figures 9, 14, 15 and 16): The inverted rock wedge extends from the toe of
the rock face to the soil horizon at the top between stations 5+ 18 and 5+30 (Figure 14).
The photographs viewed from the north and the south dramatically shows the wedge
shape that indicates a lack of foundation support for the rock slab.
BLOCK C (Figures 9,15,16,17, 18): This block is divided into four specific areas and
generally extend from above the massive chert bearing strata at an elevation of
approximately 667' upward to include the rock steps. C-l is a thin-wedged slab from
Sta. 4+60 to 5+ 15 that includes overhanging rock near the top of the rock exposure. C-2
includes a pair of separate wedges from the top of the cherty layer to the middle of the
rock exposure. C-3 and C+4 are the overhanging rock and wedge that underlies the
concrete wall and steps and encompasses two thin joint slabs. (Figures 9, 17, 18)
BLOCK D (Figures 9,19): This small block near the top of the rock face from Station
4+ 18 to 4+20 and appears to have smaller loose and overhanging rocks.
BLOCK E (Figure 9,19): This block near the top of the rock face on the south end from
Sta. 3+85 to 3+97 has loose and overhanging blocks and fractured rock.
. BLOCK F (Figure 9,15): The overhanging rock slab on the comer of the exposure above
the cherty horizon appears deeply fractured and weathered.
CONCLUSION: RISK OF FUTURE FAILURES:
The failure of the unstable rock slabs is unpredictable and could result from a variety offorces
including the forces of gravity acting on the unsupported wedges, rainfall lubricating the joint
plane or eroding the weakly supported rocks, vibrations from adjoining construction, trains or
traffic, ice wedging or physical disturbance. It is my opinion that the area at the base of the slope
and the area within 20 feet of the steps are extremely hazardous and subject to unexpected
catastrophic failure. Access to these areas should be restricted and stabilized as soon as possible.
The rock walls should be cut back by qualified rock mechanics to create a stable condition and
the rock face should be re-inspected to evaluate stability once the work is done.
McGhie ~ Betts Environmental SeJVices. Inc.
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Eagle Point Park
Figure I: Site Map
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Eagle Point Park
Figure 2: Elevation
Map
5/12/20041:55 PM
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Page I of 1
Eagle Point Park
Figure 3: Pre-1900
View of Eagle Point
Looking Down
Stream
http:/ /freepages.history .rootsweb.coml-tdlarsonldubuque/postcards/eaglepoint/ eagleptbluff... 5/10/2004 "3
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Eagle Point, MI..a..lppl Rlv.,', D"buG"e, Iowa.
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Eagle Point Park
Figure 4: Pre-1900
View of Eagle Point
Looking Upstream
http://freepages.history.rootsweb.coml-tdlarson/dubuq ue/postc ards/ eaglepoint/EaglePoint...
5/10/2004
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http://www ,ffiVr. usace.army,mil/Bosse/Plates/imagesI1116Bosse/p1ate3 O. jpg
Page 1 of I
Eagle Point Park
Figure 5: 1885 View
of Eagle Point
Looking Upstream
5/1 0/2004
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Eagle Point Park
Figure 6
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Eagle Point Park
Figure 7
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Eagle Point Park
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Eagle Point Park
Figure 9: Eagle Villa Rock Face with Quarry to the left
Note: Appropliate stations from Buesing Survey
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Eagle Point Park
Figure 10: North wall of Quarry.
Note: periodic joint sets and path of storm
water flow
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