mariager fjord, onshore geotechnical ......october 2015 mariagerfjord vand a/s mariager fjord,...
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OCTOBER 2015
MARIAGERFJORD VAND A/S
MARIAGER FJORD,
ONSHORE GEOTECHNICAL
INVESTIGATION VIVE
GEOTECHNICAL REPORT NO. 1
OCTOBER 2015
MARIAGERFJORD VAND A/S
MARIAGER FJORD,
ONSHORE GEOTECHNICAL
INVESTIGATION VIVE
GEOTECHNICAL REPORT NO. 1
ADDRESS COWI A/S
Visionsvej 53
9000 Aalborg
Denmark
TEL +45 56 40 00 00
FAX +45 56 40 99 99
WWW cowi.com
PROJECT NO. A073020-002
DOCUMENT NO. A073020-Geotechnicalreport_Vive.00
VERSION 1.0
DATE OF ISSUE 20. October 2015
PREPARED KRLR
CHECKED SPN
APPROVED KRLR
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Contents
1 Purpose of the investigation 5
2 Project 5
3 Field investigation 5
4 Laboratory work 6
5 Levels and coordinates 6
6 Subsurface and ground water conditions 7
6.1 General geology 7
6.2 Site conditions 7
6.3 Water levels 8
7 Foundation conditions 8
7.1 General 8
8 Temporary bracing shoring 9
9 Structural fill 10
10 Execution 11
10.1 Dewaterting of excavation 11
10.2 Excavations 12
11 Geotechnical inspections 12
12 Handling of soil 12
13 Final remarks 12
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Enclosures
Legend for borehole logs A-1
Borehole profile, borehole B16-B24 2.1 - 2.9
Location Plan 2.10
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1 Purpose of the investigation
A geotechnical investigation for a sewer pipeline, has been carried out for Mariagerfjord
Vand A/S in September 2015 by COWI A/S.
The purpose of the investigation has been to determine geological and geotechnical data
in sufficient detail for planning and design of a new sewer pipeline at Vive.
2 Project
The project comprises a gravitational sewer, linking a pressure pipeline under Mariager
Fjord to the existing sewer system in Vive.
It is planned to start the alignment at borehole B1, north of Mariager Fjord, proceeding
north towards Vive.
Between borehole B17 and B19 a burial depth of 6m below ground (m b.g.) is planned.
Between borehole B21 and B22 a burial depth of 1.5m b.g. is planned.
At borehole B20 a pumping station is planned to a depth of 8m b.g.
3 Field investigation
The geotechnical field investigation included 9 geotechnical borings, denoted B16 – B24.
The borings were drilled during the period 4. – 9. September 2015 by a truck mounted
drilling rig, using 6" shell and auger drilling equipment.
The geotechnical borings were generally drilled to depths of 5-14m b.g.
The positioning and elevation of the boreholes were measured by our technicians using
precision GPS. The locations of the boreholes are shown on the Location plan, Encl. No.
2.10.
During the drilling works, the thickness and depth of all strata were determined.
Furthermore, representative samples were extracted from all layers and at intervals not
exceeding 0.5m.
A number of soil samples were extracted in order to determine the particle size
distribution.
In-situ vane shear tests were performed at depth intervals of about 0.5m. The vane
generally used, type V4, has a width of 40mm and a height of 80mm. The max.
measuring capacity of this vane corresponds to an vane shear strength of 702 kN/m².
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Piezometer standpipes, consisting of 25mm tubes with slots in the lower 1m, were
installed in the boreholes to allow observation of the ground water level in the boreholes.
Monitoring of the water levels were performed on the 15. September 2015. The results of
the water level monitoring are presented in Table 1 in section 6.3.
The results of the field investigation, including vane tests, stratification and depth of soil
samples are shown on the borehole profiles, Encl. Nos. 2.1 – 2.9.
A legend for borehole logs is shown on Encl. No. A-1.
4 Laboratory work
A geological classification of all soil samples in the geotechnical borings has been carried
out in the laboratory.
The classification has been performed in accordance with the guidelines in the Danish
Geotechnical Society's publication "A guide to engineering geological soil description"
dated May 1995.
The lime content of the soil samples has been qualitatively evaluated by the reaction of
the samples to 10 % hydrocloric acid.
The encountered limestone is generally known as "skrivekridt" and has a degree of
induration of H2. There can be weaker zones of H1, as well as stronger zones of H3.
The natural water content, w, of the soil samples has been determined on all suitable
samples, according to DS/CEN ISO/TS 17892-1.
The results of the above classification and laboratory testing are presented on the
borehole profiles, Enclosure Nos. 2.1 - 2.9.
5 Levels and coordinates
All levels refer to the Danish national survey system, “Dansk Vertikal Reference 1990”
(DVR90).
The grid system used for determining coordinates for the borehole locations is "UTM32
ETRS89".
The levels and coordinates at the boreholes are shown on the borehole profiles.
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6 Subsurface and ground water conditions
6.1 General geology
The entire Mariager Fjord is a part of so-called tunnel valleys stretching to Kattegat from
Hald outside of Viborg. Around the fjord, embankments of clay till and sand till, raising
to a height of up to 100m above sea-level, are encountered. Below the late glacial and
glacial deposits of sand till and clay till, limestone from the Danien period and the older
Cretaceous period is encountered.
After the glaciers retreated, a deep valley was left behind. In this period the valley was
not connected to the sea due to an embankment at the inlet of the fjord. As the glaciers
melted in Europe and North America the sea level rose and at some point, approximately
8500 to 7700 years ago, the sea broke through the barrier and flooded the valley.
The deposits on the side of the fjord is predominantly sand till and clay till - in places the
top layers comprise meltwater sand.
6.2 Site conditions
Based on the investigations performed, the stratigraphy and subsurface conditions at the
site have been found to be non-uniform.
The subsurface conditions can in general terms be described as follows:
The site is generally covered by about 0.2m to 1.0m of humic topsoil and locally fill. In
borehole B18 – B 20 the topsoil is underlain by fill of sand, clay and limestone to 3.9 to
appr. 5.5m b.g.
Under the topsoil in borehole B17 deposits of postglacial sand and clay is found to a
depth of about 2.3m b.g. Hereunder, postglacial/late glacial sand is found to 3.9m b.g.
Under the topsoil in borehole B21-B23 deposits of postglacial sand is found to a depth of
about 3.0m to more than 5.0m b.g. Borehole B21 – B22 have not penetrated through the
postglacial layers.
Below the post- and late glacial deposits, glacial deposits consisting of sand till and clay
till are found to 0.8 – 6.1m b.g. In borehole B16 and B18 no glacial layers have been
found. Borehole B23 has not penetrated through the glacial layers.
Below the glacial layers, cretaceous limestone are found to the depth of the borings.
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6.3 Water levels
The water levels in the standpipes in the boreholes were monitored as presented below:
Table 1: Water level measurements
Bore
hole
No.
Ground level
Elevation
m
Water level
15. September 2015
Depth
m b. g.
Elevation
m
B16 +3.1 2.3 +0.8
B17 (upper filter) +9.8 > 3.5 < +6.3
B17 (lower filter) +9.8 > 8.0 < +1.8
B18 +9.4 > 8.0 < +1.4
B19 +8.7 7.7 +1.0
B20 +5.7 5.0 +0.7
B21 +6.8 4.0 +2.8
B22 +11.4 > 5.0 < +6.4
B23 +13.1 > 5.0 < +8.1
B24 +12.7 > 5.0 < +7.7
The water levels in the standpipes are expected to have stabilized at the time of
monitoring on the 15. September 2015.
The ground water table must be expected to be dependent on the time of year as well as
on precipitation.
For a more detailed description of subsurface conditions reference is made to the borehole
profiles.
7 Foundation conditions
7.1 General
The structures shall be designed and executed according to DS/EN 1997-1, Eurocode 7:
Geotechnical Design - part 1: General rules (EC 7, part 1), with assosiated National
annexes - Denmark, EN 1997-1 DK NA (DK-Annex).
Partial coefficients and correlation factors, as given in DK-Annex A, shall be used.
The geotechnical investigations shows that the project on the present basis can be treated
in Geotechnical Category 2, as per EC7, part 1, section 2.1 and DK-Annex K.
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For the boreholes performed the evaluated levels of the surface of bearing soils (SBS) for
pipelines are listed in Table 2.
Table 2: Level of Surface of Bearing Soils (SBS)
Bore
hole
No.
Ground level
Elevation
m
SBS
Depth
m b. g.
Elevation
m
B16 +3.1 0.8 +2.3
B17 +9.8 0.3 +9.5
B18 +9.4 0.7 * +8.7 *
B19 +8.7 0.3 * +8.4 *
B20 +5.7 0.8 * +4.9 *
B21 +6.8 1.0 +5.8
B22 +11.4 0.2 +11.2
B23 +13.1 0.5 +12.6
B24 +12.7 1.2 +11.5
* Fill is found under SBS. The type and composition of fill can change within short distances
8 Temporary bracing shoring
During the construction work the stability of the excavations, surrounding structures,
roads and pipelines must be ensured. For areas where open pit slopes are not an option, it
is recommended that the excavation for the new pipelines is performed in shoring boxes.
The shoring boxes shall be designed in accordance with EC 7, part 1, chapter 9.
In the calculations loads from surrounding structures with foundation level above the
excavation level, as well as loads from traffic and other relevant surface loads.
The earth pressure on the shoring boxes can be based on the boreholes and the design
parameters presented in table 3. Table 3 presents unit weights above and below the
ground water table (γ/γ'), effective friction angle and cohesion (ϕ'k,pl and c'k).
The values have been determined on the basis of testing, experience and evaluations.
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Table 3: Unit weight and characteristic strength parameters.
Soil type γ/γ'
(kN/m3)
ϕϕϕϕ'k,pl
(°°°°)
c'k
(kN/m2)
Fill: Sand, Re 18/10 30 0
Fill: Clay, Re 18/8 25 0
Fill: Limestone, Re 18/8 30 0
Sand, Pg 18/10 30 0
Sand Till, Gc 21/11 38 0
Clay till, Gc 21/11 30 20*
Limestone, Ct 20/10 30 10*/**
*When calculating active earth pressure it must be assumed that the cohesive soil layers have a
characteristic effective cohesion, c'k = 0 kN/m2.
**When calculation the earth pressure at B16 a characteristic effective cohesion, c'k = 5 kN/m²
must be applied.
Within the excavation the water level must be assumed at excavation level. Before the
excavation can be initialised the ground water table must be minimum 0.5 m below
excavation level, in accordance with chapter 9.1.
9 Structural fill
It is recommended that structural fill to be placed around the pipeline and under paved
areas shall consist of clean sand.
The sandfill may be similar to subbase material having the following characteristics:
› a coefficient of uniformity U = D60/D10 of at least 2.5
› a maximum of fines (material <0.06mm) of 9%
› no grains greater in size than 90mm
› additionally the sand shall be free of lumps of clay, silt og organic material
The sandfill shall be conditioned to an appropriate water content, placed in layers of not
more than 0.3m and compacted with suitable compaction equiment such a vibratory roller
og plate.
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It is recommended that the requirements for compaction listed in Table 4 is used for the
structural fill. The requirements pertain to measurements performed using a nuclear
density probe.
Table 4: Recommended compaction requirements for structural sand fill
using a nuclear density probe.
Standard Proctor Vibration table
Mean Least value Mean Least value
98 % 95 % 95 % 92 %
The mean value is determined as the average of at least 5 tests. No value should be lower
than the "Least value".
While placing and compacting the sand, it is important that the sand is conditioned to a
water content close to optimum water content.
Structural sand fulfilling the above criteria and compacted as recommended can be
assumed to have the unit weights as well as characteristic strength and deformation
parameters presented in Table 5.
The values have been determined on the basis of testing, experience and evaluations.
Table 5 presents unit weights above and below the ground water table (γ/γ'), plane
friction angle (ϕk,pl), as well as the modulus of consolidation, Eoed (drained value).
Table 5: Unit weights and characteristic strength and deformation parameters
for structural sand fill.
γγγγ/γγγγ' (kN/m3)
ϕϕϕϕk
(°°°°) Eoed
(MN/m2)
18/10 38 50
In case a different type of sand fill material is used, the above parameters shall be revised
accordingly.
10 Execution
10.1 Dewaterting of excavation
Excavations are expected to be conducted in clay soils to a depth of or slightly below the
groundwater. It is therefore expected that dewatering can be limited to the use of regular
pumps, pump sumps and drainage ditches.
In the limestone there is a risk of waterfilled fissures. Therefore it can be neccesary to
dewater by wells.
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The discharge of pumped up water may - depending on the quantities of pumped water,
require permission from the municipal authorities according to Danish law
(Vandforsyningslovens § 26).
10.2 Excavations
Prior to excavation a temporary lowering of the ground water table, in accordance with
chapter 9.1, must be performed.
During the construction work the stability of the excavations, surrounding structures,
roads and pipelines must be ensured.
Due to the safety of workers, temporary, open pit slopes should not be steeper than
1.0:1.5 (vertical:horizontal). In case of special conditions, like water filled layers of
gravel, sand or silt, sudden thaw or loads on top of the slope, the slope should be less
inclined to prevent dangerous slippage. It is noted that there are steep slopes in the area.
The stability of these slopes must be insured during excavation.
Possible loose, soaked or frozen soil shall be excavated before laing the pipeline.
11 Geotechnical inspections
In connection with the excavation works, geotechnical inspections shall be conducted, as
per EC7, part 1, chapter 4.
12 Handling of soil
According to the law of handling of soil, "Jordforureningsloven", special requirements
can be asked for handling of soil deposited outside the ground area ("matrikel").
Such requirements can have significant influence on the time schedule and the economy
of the project, and should therefore be handled as soon as possible, and before the start of
the building.
13 Final remarks
The extracted soil samples will be stored for a period of 3 months from the date of this
report. After this period the samples will be disposed of unless other agreement has been
made.
COWI will be available for further discussion of terms of geotechnical and foundation
issue in relation to this project.
Water content
Sounding resistance
remoulded
Shear strength,
SPT-probe, closed/open
Plastic limit
Shear strength
Plastic index
Liquid limit
Ig
Te
Gc
Pg
Lg
Postglacial
Glacial
Danian
Ct
Da
Ls
Mw
Ts
Ma
Wd
Re Recent
Topsoil
Ae
Fill
Environment :
Aeolian (wind) deposit
Landslide deposit
Meltwater deposit
Clay till
Gravel till
Sand till
Flint
Silt till
Interglacial
Cretaceous
Age :
Tertiary
Late Glacial
Solifluction soil
Washdown deposit
Freshwater deposit
Glacier deposit
Marine deposit
Gl
Water content at yield point
Weight of water in percent of solid matter
Water content at plastic limit
No. of strokes pr. 300 mm penetration
Ss
Fi
Fw
in disturbed soil
Shear strength measured with a vane test
in undisturbed soil
Shear strength measured with a vane test
Ratio between total weight and total volume
L P
gl - ka
w - w
Reaction w. hydrochoric acid: - = no lime; (+) = low content
of lime; + = limy; ++ = high content of lime
Weight loss of combustion in percent of solid matter
Location Plan
Backfill
Stand pipe
Bentonite filling
date of observation
Water level and
Sand filling
Filter
Concrete pipe
Mull
Peat
Gyttja
Fill
remainsPlant
Shells Clay
Silt
Sand
Rock
Cobbles
Gravel
DefinitionUnitSym.ParameterSignature
Definitions
300
-
%
%
%
%
%
%
%
BES
BOREHOLE LOGS
LEGEND FORData sheet
Prepared Approved
SSMO
Page 1 of 1
07.10.2014
Date
-/(+)/+/++
Rf
q
fvc
c
ka
redgl
gl
P I
P w
w
w
L
A-1
SPT sample
sample or
10 kg disturbed
Disturbed sample
Layer boundary
Undisturbed sample
Sample number3
Soil Signature
LEGEND FOR BOREHOLE LOGS
Borehole log
Geological abbreviations Stand pipe
2014.01.06
Borehole with soil sampling
kN/m³
Weight of CaCo³ in percent of solid matter
kN/m²
kN/m²
c
Insitu shear vane test
X
N
Cone Penetration Test
Standard Penetration Test
N
CPT log
qc = Cone resistance
fs or Rf
u = Pore water pressure
fs = Sleeve friction
Rf = Friction ratio
Mi Miocene
EoceneEo
Ol Oligocene
Rev. 3.0
cobbles and boulders (not apparent in boreholes).
Till deposits can be expected to contain
Unit weight
Loss on ignition
on ignition
Reduced loss
+
+
Carbonate content
Carbonate content
Y
,fs,u MPa
CPT
Cone resistance, sleeve friction resistance, pore water pressure
Friction ratio
vr
%
Chalk
Br Brackish water deposit
Checked
LNJE / DRA
N:\1531\5. Geoteknik og fundering\Signaturforklaring_bilagA1\Engelsk\Legend_A1.dgn
2015.09.04 B16SNC
2.1
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284582 (m)X: 563684 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:16
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
-3
-2
-1
0
+1
+2
+30
1
2
3
4
5
6
1
-
++
++
++
++
++
++
++
++
++
++
++
Ts ReTOPSOIL, sandy, highly organic, contains
root remains, very dark brown
Ma CtLIMESTONE, partly reworked, sandy,
muddy, occasionel root remains, organic
lenses, off white, yellow grey, stained dark
brown
Ma CtLIMESTONE, muddy, occasionel coarse flint
gravel, pebble, off white
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
11
12
DVR90 +3.1 m
20150915
W
W
Cfv
Cfv
W=43.8
W=40.5
W=40.6
W=44.1
W=41.9
W=40.2
W=40.5
2015.09.04 B17SNC
2.2
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284713 (m)X: 563637 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:21
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+1
+2
+3
+4
+5
+6
+7
+8
+9
0
1
2
3
4
5
6
7
8
12
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
+
Ts ReTOPSOIL, sandy, highly organic, roots, dark
brown
Fw PgSAND, fine, well sorted, brown
Fw/
Br
PgCLAY, very sandy, thinly interbedded with
sand sequences, occasionel gravel, dark
brown
Fw/
Br
PgCLAY - -
Fw/
Br
PgCLAY - -
Br/
Ma
Pg/
Lg
SAND, fine - medium, well sorted, brown
Br/
Ma
Pg/
Lg
SAND - -
Br/
Ma
Pg/
Lg
SAND - -
Gl GcCLAY TILL, very sandy, silty, gravelly,
limestone fragments, bown
Gl GcCLAY TILL - -
Gl GcCLAY TILL - -
Gl GcCLAY TILL - -
Gl GcCLAY TILL - -
Gl/
Ma
Gc/
Ct
LIMESTONE, muddy, contains clay till
nodnes and lenses, occasionel flint gravel
Ma CtLIMESTONE, sandy, muddy, off white
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
DVR90 +9.8 m
Dry:20150915
Dry:20150915
W
W
Cfv
CfvCrv
2015.09.07 B18SNC
2.3
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284856 (m)X: 563646 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:27
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+1
+2
+3
+4
+5
+6
+7
+8
+9
0
1
2
3
4
5
6
7
8
1
-
(+)
(+)
(+)
-
++
+
+
+
+
++
++
++
++
++
++
++
Ts ReTOPSOIL, fine, sandy, silty, highly organic,
dark brown
Fi ReFILL: CLAY, very sandy, silty, slightly
gravelly, dark brown
Fi ReFILL: SAND, fine - medium, partly clayey,
sily, contains limestone fragments, brown
Fi ReFILL: CLAY, very sandy, silty, slightly
gravelly, dark brown
Fi?/
Fw
Re?/
Pg
FILL?: SAND, fine - medium, containts
sandy clay lenses, brown
Fi?/
Gl
Re?/
Gc
FILL?: LIMESTONE, reworked with clay till,
moduel sand lenses, off white, brown spots
Fi?/
Gl
Re?/
Gc
FILL?: CLAY TILL, very sandy, contains
limestone fragments, dark brown, dotted
offwhite
Fi?,
sm
Re?/
Ig?
FILL?: SAND, fine - coarse, contains
limestone fragments, light brown
Fi?/
Mw
Re?/
Ig
FILL?: SAND, fine - coarse, slightly clayey,
contains limestone fragments, brown
Fi?/
Mw
Re?/
Ig
FILL?: SAND - -
Fi?/
Ma
Re?/
Ct
FILL?: LIMESTONE, sandy, muddy, slightly
reworked, contains clastics sand lenses, off
white, dotted brown
Ma CtLIMESTONE, sandy, muddy, contains
occasionel flint
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
DVR90 +9.4 m
Dry:20150915
W
W
Cfv
Cfv
Crv
Crv
2015.09.07 B19SNC
2.4
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284969 (m)X: 563673 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:33
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
0
+1
+2
+3
+4
+5
+6
+7
+8
0
1
2
3
4
5
6
7
8
1
-
-
(+)
++
++
++
++
++
++
+
+
++
++
++
++
++
++
Ts ReTOPSOIL, fine, sandy, silty, highly organic,
dark brown
Fi ReFILL: SAND, fine - medium, slightly gravelly,
brown
Fi ReFILL: SAND, fine - medium, partly slightly
clayey, limestone fragments, occasionel
organic stains, dark brown
Fi ReFILL: LIMESTONE, sandy, muddy, contains
plant remains, off white
Fi ReFILL: LIMESTONE - -
Fi ReFILL: LIMESTONE - -
Fi ReFILL: LIMESTONE - -
Fi ReFILL: LIMESTONE - -
Fi Gc/
Re/
Ct
FILL: LIMESTONE, sandy, muddy, with
clastic fine to coarse sand, contains gravel,
off white, dotted brown
Fi/
Mw
Re/
Gc/
Ig
FILL: SAND, fine - coarse, contains
limestone fragments, off white
Fi/
Mw
Re/
Gc/
Ig
FILL: SAND - -
Fi/
Ma
Re/
Ct
FILL: LIMESTONE, sandy, muddy, contains
clastic fine sand, plant remains
Ma CtLIMESTONE, sandy, muddy, contains goethit
fall out, contains fliint, off white
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
DVR90 +8.7 m
20150915
W
W
Cfv
Cfv
W=40.4
W=40.2
2015.09.08 B20SNC
2.5
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6285122 (m)X: 563734 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:38
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/2
Continues
-3
-2
-1
0
+1
+2
+3
+4
+5
0
1
2
3
4
5
6
7
8
9
1
-
-
-
-
-
-
-
+
++
++
++
++
++
++
++
++
++
++
Ts ReTOPSOIL, sandy, highly organic, dark brown
Fi ReFILL: SAND, fine - medium, well sorted,
grey brown
Fi ReFILL: SAND, fine - medium, contains gravel
or pebble, grey brown
Fi ReFILL: SAND, fine - medium, very clayey,
contains gravel, brown
Fi ReFILL: CLAY, very sandy, contains fine gravel,
brown
Fi ReFILL: CLAY - -
Fi ReFILL: CLAY - -
Gl GcCLAY TILL, very sandy, silty, gravelly,
contains limestone fragments, dark brown
Ma CtLIMESTONE, sandy muddy, contains goethit
fall out, off white, light brown dots
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE, sandy, muddy, contains
occasionel flint
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
DVR90 +5.7 m
20150915
W
CfvCrv
W=41
W=41.7
W=40.8
W=45
W=40.5
Cfv=463kPa
Cfv=617kPa
Cfv=477kPa
2015.09.08 B20SNC
2.5
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6285122 (m)X: 563734 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:38
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 2/2
Continued
-9
-8
-7
-6
-5
-4
9
10
11
12
13
14
++
++
++
++
++
++
++
++
++
++
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
19
20
21
22
23
24
25
26
27
28W
Crv
Cfv=505kPa
Cfv=533kPa
Cv>702
Cv>702
Cv>702
Cv>702
Cv>702
Cv>702
Cv>702
Cv>702
2015.09.09 B21SNC
2.6
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6285229 (m)X: 563677 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:46
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+1
+2
+3
+4
+5
+6
0
1
2
3
4
5
1
-
-
-
-
-
-
-
-
-
-
Fi ReFILL, fine - coarse, slightly silty, slightly
gravelly, dark grey - brown
Ts ReTOPSOIL: SAND, fine - medium, highly
organic, root remains, very dark brown
Fe PgSAND, fine - medium, slightly silty, slightly
clayey, occasionel gravelly, occasionel roots,
brown
Fe PgSAND - -
Fe PgSAND - -
Fe PgSAND - -
Fe PgSAND - -
Fe PgSAND - -
Fe PgSAND - -
Ma PgSAND, medium, well sorted, contains heavy
minerals
1
2
3
4
5
6
7
8
9
10
DVR90 +6.8 m
20150915
2015.09.09 B22SNC
2.7
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6285383 (m)X: 563657 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:49
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+6
+7
+8
+9
+10
+11
0
1
2
3
4
5
1
-
-
-
-
-
-
-
-
++
++
TOPSOIL, sandy, gravelly, root remains,
dark brown, according to driller
Ts/
Ma
Re/
Pg
SAND, fine - medium, slightly gravelly,
slightly organic, root remains, dark brown
Fw/
Ma
PgSAND, fine - medium, occasionel single
gravel, occasionel root remains, brown
Fw/
Ma
PgSAND - -
Fw/
Ma
PgSAND - -
Fw/
Ma
PgSAND - -
Fw/
Ma
PgSAND - -
Fw/
Ma
PgSAND - -
Fw/
Ma
PgSAND - -
Gl GcSAND TILL, fine - coarse, slightly clayey,
slightly silty, gravelly, limestone fragments,
brown
Gl GcSAND TILL - -
1
2
3
4
5
6
7
8
9
10
DVR90 +11.4 m
Dry:20150915
2015.09.07 B23SNC
2.8
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284909 (m)X: 563731 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:52
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+8
+9
+10
+11
+12
+130
1
2
3
4
5
1
-
-
-
++
++
++
++
++
++
++
++
Fi ReFILL: SAND, fine - medium, contains, single
gravel, root remains, organic lenses, grey
brown
Fw PgSAND, fine - medium, occasionel clay
lenses, single gravel, brown
Fw PgSAND - -
Ma PgSAND, fine, slightly clayey, contains shells,
light grey brown
Ma PgSAND - -
Ma PgSAND, fine, partly clayey, gravelly, contains
till fragments, light brown
Ma PgSAND - -
Gl GcCLAY TILL, sandy, silty, gravelly, limestone
fragments, brown, stained off white
Gl GcCLAY TILL - -
Gl GcSAND TILL, very clayey, silty, gravelly,
limestone fragments, brown, stained off
white
Gl GcSAND TILL - -
1
2
3
4
5
6
7
8
9
10
11
DVR90 +13.1 m
Dry:20150915
W
W
CfvCrv
Cv>0
Cv>702
2015.09.08 B24SNC
2.9
MARIAGER FJORD. HDD SITE INVESTIGATION.A073020-002
2015.09.24KRLRHJT
KMCH
Boring with casing
Y: 6284781 (m)X: 563737 (m)
UTM32E89
GeoGIS2005 2.3.97 - Aalborg - PSTVUK1 - 08-10-2015 10:28:56
KRLR
Level
(m)
Depth
(m)
10 20 30 W (%)
100 200 300 Cfv, Crv (kPa)
12 16 20 γ (kN/m³)
2 4 6 Glr. (%)
Method:Coordinate System: Location plan:
Profile
Job:
Drilled by: Date: Geologist: Synonym: Boring:
Executed by: Checked by: Approved by: Date: Encl. No.:
Test Results Geological Description
Ge
olo
gy
Sa
mp
le
No
.
En
v.
Ag
e
Fro
st
Ch
alk
P. 1/1
+7
+8
+9
+10
+11
+12
0
1
2
3
4
5
1
(+)
++
++
++
++
++
++
++
Ts ReTOPSOIL, silty, roots, darkly
Fi ReFILL: SAND, fine - medium, slightly gravelly,
organic stained, brown
Gl GcCLAY TILL, very sandy, gravelly, occasionel
pebble, brown
Ma CtLIMESTONE, sandy, muddy, white
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
Ma CtLIMESTONE - -
1
2
3
4
5
6
7
8
9
10
DVR90 +12.7 m
Dry:20150915
W
W
Cfv
CrvCfv=407kPa