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WP-43D Oxbow-Hickson-Bakke Ring Levee System
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D—Geotechnical Engineering and
Geology
APPENDIX D—GEOTECHNICAL ENGINEERING AND GEOLOGY
WP-43D Oxbow-Hickson-Bakke Ring Levee System i
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D—Geotechnical Engineering and
Geology
D1 TABLE OF CONTENTS
Appendix D—Geotechnical Engineering and Geology .................................................. 1
D2 Introduction ...................................................................................................... 1
D3 Site Geology ...................................................................................................... 3
D3.1 Field Work ............................................................................................................3
D3.1.1 Soil Borings ............................................................................................................................. 3
D3.2 Laboratory Work ...................................................................................................4
D3.3 Groundwater Conditions .......................................................................................4
D3.4 Stratigraphy and Parameters .................................................................................4
D3.4.1 Stratigraphy ............................................................................................................................ 4
D3.4.2 Laboratory Test Results .......................................................................................................... 5
D3.4.3 Shear Strengths....................................................................................................................... 5
D3.4.4 Compressibility ....................................................................................................................... 7
D3.5 Geotechnical Analysis ............................................................................................8
D3.5.1 Pump Station and Gatewell Bearing Capacity ........................................................................ 8
D3.5.2 Settlement Analyses ............................................................................................................... 8
D3.5.3 Interior Drainage Pond Slope Stability .................................................................................... 9
D3.5.4 Pipe Alignment Offset North of levee ................................................................................... 14
D4 Design Quality Control ..................................................................................... 16
D4.1 Quality Control .................................................................................................... 16
D5 Technical Guideliness and Reference Standards................................................ 17
Tables
Table 3-1 Summary of Soil Stratigraphy by Cross Section .......................................................................... 5
Table 3-2 Summary of Moisture Content and Unit Weight by Soil Stratigraphy ....................................... 5
Table 3-3 Summary of UU Test Results by Soil Stratigraphy ...................................................................... 6
WP-43D Oxbow-Hickson-Bakke Ring Levee System ii
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D—Geotechnical Engineering and
Geology
Table 3-4 Summary of Drained Peak Strengths by Soil Stratigraphy .......................................................... 6
Table 3-5 Summary of USACE Unit Weights and Ultimate Shear Strength Parameters Used in Slope
Stability Analyses ............................................................................................................................................ 7
Table 3-6 Summary of Consolidation Test Values by Soil Stratigraphy ...................................................... 7
Table 3-7 Summary of Factors of Safety Against Heave on Landward Leeve Toe and Pond Cut Toe of
Levee During USACE Case 3 `and 3b Analyses .............................................................................................. 12
Table 3-8 Slope Stability Results for USSA Conditions .............................................................................. 13
Table 3-9 Slope Stability Results for ESSA Conditions .............................................................................. 14
Table 3-10 Slope Stability Results for Sudden Drawdown Conditions ................................................... 14
Attachments
Attachment D1 Geotechnical Investigation Locations
Attachment D2 Boring Logs
Attachment D3 Laboratory Results
Attachment D4 Piezometer Readings
Attachment D5 Strength Plots
Attachment D6 Bearing Pressure Computation
Attachment D7 Settlement Computation
Attachment D8 Gatewell Preconsolidation Report
Attachment D9 Seepage and Slope Stability Analysis
Attachment D10 Pipe Offset Model Output
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-1
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Introduction
INTRODUCTION D2
The Oxbow-Hickson-Bakke (OHB) Ring Levee under current design will incorporate construction of a levee
with an assumed top elevation of 927.6 feet to surround the three target communities and portions of
Pleasant Township for flood protection. In addition, to provide access to the towns within the levee, the
two primary roadways will need to be raised: Highway 81 at the northeast corner of the proposed levee
and Highway 18 from the southwest corner of the proposed levee, extending to Interstate Highway I-29
to the west.
Appendix D provides support for the geotechnical aspects associated with the pump station and interior
drainage system for the OHB Ring Levee. The north interior drainage pond (North Pond) is located along
the interior of the north levee to the west of Highway 81, which will be drained by the combination of a
pumping system and gravity drain system. Major structural components of the drainage system consist of
a pump station structure, located near the northeast corner of the North Pond; a gatewell structure,
located in the levee north of the pump station structure; and an outlet structure to discharge the water
into the Red River of the North. These structures are connected by piping that extends from the North
Pond through the pump station and gatewell passing through the levee, east along the northern exterior
of the levee underneath Highway 81, then to the outlet structure and the river. There will be a second
west interior drainage pond (West Pond) constructed along the interior of the west levee, south of Bakke.
This pond, however, will have only gravity drainage; therefore, design of significant structures such as a
pump station will not be required. Both the North and West Ponds will be operated as dry ponds. The
North and West ponds are connected via an underground storm sewer reinforced concrete pipe.
At the time of this report, the following design parameters were understood for each of the proposed
components:
• The North Pond will be excavated to a bottom elevation of 898 feet and the West Pond will be
excavated to a bottom elevation of 902.5 feet (compared to surrounding final grades on the
order of elevation 914 to 916.5 feet).
• The pump station will be a deep-well structure with the foundation bearing at elevation 889.5
feet (approximately 26 to 26.5 feet below surrounding grade). It will be founded on a mat
foundation, roughly 33.5 feet by 34 feet. The calculated applied bearing capacity of the soil
underlying the pump station is 6,000 psf (drained) surpassing the applied bearing pressure of
2,470 psf from the structure and water in the well (normal operating condition).
• The gatewell will also be a deep-well structure, founded on a mat foundation about 20.5 feet by
21.5 feet in plan dimension, with the foundation bearing at an elevation of 893.45 feet (22.5 feet
below surrounding grade or 37.25 feet below the crest of the levee). The calculated applied
bearing capacity of the soil underlying the gatewell is 6,100 psf (drained) surpassing the
calculated applied bearing pressure for this structure of 3,800 psf from the structure and water
in the well (normal operating condition).
• The gravity drain piping system will generally be comprised of 60-inch diameter RCP pipe that will
extend through the proposed structures, below the levee section, along the toe of the north
levee, and underneath Highway 81 before daylighting at the outflow. For the gravity drain
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-2
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Introduction
segment under Highway 81, the 60-inch RCP pipe will transition to dual 42” welded steel pipes as
a road raise consolidation mitigation measure. In general, the gravity drain pipe will be
constructed 20 to 30 feet below surrounding grades.
• The gravity drain outlet structure to the Red River will be a cast-in-place concrete stilling basin 26
feet long by 12 feet wide bearing on grade, with sheet pile erosion cutoff protection and a riprap
armored channel at the downstream end to allow for the gravity drain pipe to daylight to the Red
River of the North.
Geotechnical analysis is required for the structures, piping, and North Pond and West Pond to be
designed. The geotechnical analyses included: (1) calculation of the bearing capacity and settlement for
the structures, (2) estimation of the amount of settlement that will result from the levee or roadway
embankment fill affecting pipes and structures, (3) stability of construction excavations and final grades
for location of piping, and (4) seepage and slope stability of the West Pond and North Pond adjacent to
the levee. This document includes a discussion of the exploration methodology, seepage and slope
stability modeling, bearing capacity and settlement analyses, and results for geotechnical aspects of the
95% submittal of WP-43D, which is based on the available information and assumptions at this time.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-3
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
SITE GEOLOGY D3
Site geology generally consists of glacio-lacustrine clay formations underlain by glacial till. General
regional geology is described extensively in USACE (2011).
The shallowest material, the Sherack Formation, was deposited during higher lake levels and may contain
clays and silts as well as organics. The Sherack Formation is continuously present, except in areas where it
has been eroded by relatively recent alluvial or fluvial processes. It is often absent at riverbanks, where
the alluvial deposit directly overlies the Brenna Formation.
Deposition of weaker clay below the Sherack Formation and above the glacial till is associated with
temperature fluctuations of Glacial Lake Agassiz. Regionally, Argusville and Brenna Formations are the
two predominant lower glacio-fluvial units. Due to the location of the OHB site, near the southern extent
of Lake Agassiz, these two units are understood to be highly interbedded in the project area. Laboratory
results defining the Lower Lake Agassiz Clays (highly interbedded Argusville and Brenna Formations) are
discussed extensively in Design Documentation Report (DDR), Oxbow, Hickson, Bakke Ring Levee,
Attachment D-1, Geotechnical Engineering Parameters (dated 3 January 2014) (USACE Attachment D-1).
The glacial till is characterized as a clayey hard ground moraine till deposited by the retreating glaciers
that formed Glacial Lake Agassiz. In some locations, a sandy layer is found immediately overlying the
clayey glacial till.
Groundwater is typically found 10 feet below the ground surface regionally. However, the phreatic
surface, which is depressed due to riverward groundwater flow, is usually lower in elevation near the
river. Site specific piezometer data is discussed in Section D3.3.
D3.1 FIELD WORK
As part of the seepage and slope stability analysis, a geotechnical field exploration was performed. Field
work used for the analysis was completed in three phases. The first phase, in March 2013, was completed
under the direction of the Houston Moore Group (HMG) and focused on an area of the golf course near
Oxbow identified as the proposed WP-43C levee alignment. The second phase of the field investigation,
beginning in September 2013, encompassed the entire ring levee corridor. The third phase of
investigations was performed for the northeast area of the site where major structural components of the
pump station and gatewell will be located. Investigation locations were identified by HMG and the U.S.
Army Corp of Engineers (USACE) in collaboration. In the third phase of work, borings were completed in
2014 by Interstate Drilling under contract to the USACE and under the supervision of a USACE geologist. A
limited number of sites were equipped with fully-grouted, vibrating-wire piezometers. Piezometer data
was provided by USACE through September 3, 2014.
D3.1.1 SOIL BORINGS
Soil borings were completed to: (1) determine the stratigraphy at specific levee cross-section locations,
the ponds, and outfall, (2) collect soil samples for laboratory testing, and (3) collect in-situ testing data
from tests such as the standard penetration test (SPT). A map illustrating the completed borings across
the site is provided in Attachment D1. Both disturbed and relatively undisturbed (Shelby tube) samples
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-4
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
were sealed to minimize moisture loss and delivered to Soil Engineering Testing (SET) in Richfield,
Minnesota, for additional testing. USACE boring logs in the vicinity of this portion of the project are
provided in Attachment D2
D3.2 LABORATORY WORK
The laboratory testing program including index properties, shear strength, grain-size distribution,
standard Proctor compaction density, and consolidation characteristics was performed. Test results were
used to identify important characteristics of the soils for use in design. This characterization was used to
attempt to identify the different soil formations at the site including: Sherack, Brenna, Argusville, Glacial
Till (Unit “A” Till), and the newly characterized Lower Lake Agassiz Clays (LLA) (interbedded combination
of the Brenna and Argusville Formations).
Index property testing was performed in accordance with ASTM D422, ASTM D2216, and ASTM D4318.
Standard Proctor and consolidation testing was completed in accordance with ASTM D698 and ASTM
D2435. Undrained shear strength properties were determined by performing consolidated-undrained
triaxial compression tests with pore pressure measurements (ASTM D4767) on undisturbed samples.
Torsional ring-shear tests, in accordance with ASTM D6467, were also performed but ultimately were not
used in the analysis. The laboratory reports for the testing program are included Attachment D3.
D3.3 GROUNDWATER CONDITIONS
Piezometer results provided by USACE through September 3, 2014, indicated that ground water levels
were roughly 15 to 17 feet below grade. Installation and monitoring of piezometers at select locations
within the OHB site is ongoing. Due to the limited time period that site-specific data have been collected,
this report assumes the static groundwater surface to be 10 feet below the ground surface. Based on
piezometer reading to date, this is a slightly conservative assumption. However, it is consistent with other
analyses performed for the overall flood control project and with groundwater depths from piezometers
installed throughout the region. A design water level of 10 feet below grade will be used for analysis.
Piezometer readings are provided in Attachment D4.
D3.4 STRATIGRAPHY AND PARAMETERS
Results of the soil borings and laboratory analyses were used to determine the soil stratigraphy at the site
and appropriate design parameters for each soil layer. These analyses are discussed in detail below.
D3.4.1 STRATIGRAPHY
Our understanding of site stratigraphy is based on field investigations and knowledge of the geology of
the Red River Valley. The site stratigraphy consists of a thin layer of topsoil followed by (in order of depth)
the Sherack Formation, interbedded Brenna Formation and Argusville Formation (termed LLA Clay), a
glacial outwash deposit (where encountered), and clayey glacial till.
Soil stratigraphy was based on the USACE field boring logs from the geotechnical investigation. Soil
stratigraphy by cross section is presented in Table 3-1.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-5
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
TABLE 3-1 SUMMARY OF SOIL STRATIGRAPHY BY CROSS SECTION
Material Contact
West Pond North Pond Pump Station and
Gatewell Structures
Formation Contact Elevation [ft]
Ground Surface 915 914 914
Sherack/Brenna Contact 885 885 894
Brenna/Argusville Contact 868 865 874
Argusville/Outwash 849 846 837
Outwash/Unit “A” Till Contact 845 832 832
D3.4.2 LABORATORY TEST RESULTS
Laboratory testing performed by the USACE on similar geologic materials for the Fargo-Moorhead
Diversion project was provided to HMG. Additional testing was done on borings for the OHB project and
the pump station and gatewell, specifically. These site-specific parameters results and accompanying
analyses are discussed in the following sections of this report and have been used to determine soil
parameters for the analyses discussed herein, unless specifically noted.
The Sherack and LLA Clays (interbedded Brenna and Argusville Formations) all consist of fat clay soils with
liquid limits ranging from 50 to 97.1 percent, plastic limits ranging from 21.8 to 29.1 percent, and
plasticity index values ranging from 24.1 to 68.3 percent.
Natural moisture contents and unit weights of the Sherack and LLA Clays (interbedded Brenna and
Argusville Formations) are provided in Table 3-2.
TABLE 3-2 SUMMARY OF MOISTURE CONTENT AND UNIT WEIGHT BY SOIL STRATIGRAPHY
Material
Moisture Content Dry Unit Weight In Situ Unit Weight
Range Average Range Average Range Average
(%) (pcf) (pcf)
Sherack Formation 16.4-45.2 37.6 78.3-85.7 82.8 111.7-114.7 113.5
Brenna Formation 31.7-43.7 38.3 80.4-88.4 84.4 111.4-116.4 113.9
Argusville Formation 29.3-43.7 39.0 76.2-91.4 82.3 108.8-118.2 113.1
Outwash/Unit “A” Till 15.6-18.8 17.2 Too stiff for Shelby Tubes–Assumed 123 pcf in situ weight
Since the in situ unit weights were calculated from the dry unit weight values and corresponding moisture
contents, it was assumed that these values are representative of saturated unit weights below the water
table.
D3.4.3 SHEAR STRENGTHS
Shear strengths for each soil stratigraphy were determined using site-specific values and previous USACE
testing results for the Fargo-Moorhead Diversion project (at feasibility and pre-engineering design stages).
The results of the USACE laboratory testing can be found in Attachment I-04 of Appendix I, Geotechnical
Design and Geology of the Fargo-Moorhead Metropolitan Area Flood Risk Management Final Feasibility
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-6
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
Report and Environmental Impact Statement and Attachment I-05 of General Report: Geotechnical Design
and Geology of the Fargo-Moorhead Metropolitan Area Flood Risk Management Project North Dakota
Diversion Alignment. Values were obtained for both undrained and drained slope-stability analysis
conditions determined by USACE. Values were also obtained for both peak strengths (for use in bearing
capacity/short-term analysis) and “ultimate” (15% strain) strengths (for use in long-term slope-stability
analysis).
Peak undrained strengths for the pump station and gatewell structures were determined from triaxial
unconsolidated-undrained (UU) test results. A summary of the site-specific UU test results for the pump
station and gatewell is provided in Table 3-3.
TABLE 3-3 SUMMARY OF UU TEST RESULTS BY SOIL STRATIGRAPHY
Material
Site Specific Peak
Undrained Shear Strengths
Range
(psf*)
Average
(psf*)
Sherack Formation 4,060-5,540 4,800
Brenna Formation (or LLA Clay) 3,370-3,840 3,600
Argusville Formation 3,080-4,200 3,600
* PSF = pounds per square foot
Laboratory data from borings obtained for the OHB Ring Levee project was used to determine the peak
drained strengths of materials for the bearing pressure analysis. The strength envelopes were determined
using the 1/3-2/3 method. The peak drained strength values used for design are provided in Table 3-4.
Shear strength envelopes are illustrated Attachment D5.
TABLE 3-4 SUMMARY OF DRAINED PEAK STRENGTHS BY SOIL STRATIGRAPHY
Material Normal Stress
Range (tsf) ɸ’ (degrees) c’ (psf)
Normal Stress
Range (tsf) ɸ’ (degrees) c’ (psf)
Levee fill 0-0.75 28 150 >0.75 21 372
Sherack 0-1.0 30 0 >1.0 25 222
LLA clays 0-1.0 30 0 >1.0 13 693
Till All 25 225 ― ― ―
Material properties and ultimate strengths determined by USACE and used for the slope stability analysis
are summarized in Table 3-5. Development of these parameters is discussed extensively in USACE
Attachment D-1 and takes into account site-specific testing where possible. Shear strength properties
were also developed for a new material classification type, Lower Lake Agassiz Clays (ESSA-only), and are
presented in Table 3-5.
Laboratory torsional ring shear testing to determine the fully softened strength of the clay was also
performed on three samples of fat clay obtained during the soil borings for the levee. One test was
performed on a sample of the Brenna Formation clay and two tests were performed on samples of the
LLA Clays. Fully softened and residual tests were performed on each sample. The results of the testing are
provided in Attachment D3 and shown on the strength plots for the drained ultimate strengths for the
Sherack and Brenna Formation clay provided in Attachment D5. The results of the torsional ring shear
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-7
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
testing indicated the fully softened strengths were roughly equivalent to though slightly higher than the
ultimate strength (defined by the USACE as the strength at 15 percent axial strain) for the lower
overburden pressure range of the bilinear function. Therefore, the bilinear ultimate strength of the clay at
15 percent strain was used for the long-term drained analysis of the clay soils for the project.
TABLE 3-5 SUMMARY OF USACE UNIT WEIGHTS AND ULTIMATE SHEAR STRENGTH PARAMETERS USED IN SLOPE
STABILITY ANALYSES
Material
Unit
Weight
[pcf]
ESSA-Ultimate USSA-Ultimate
c'
[psf]
φ’
[deg]
c
[psf] φ [deg]
Sherack Formation 115 c’ = 0, φφφφ’ = 28 until σ’ = 2,000, φφφφ’ = 11
at higher stresses
900 0
Brenna Formation 106 Use Lower Lake Agassiz Clays 575 0
Argusville Formation 110 Use Lower Lake Agassiz Clays c = 575, increasing 10 per foot depth
Lower Lake Agassiz Clays Note 1 c’ = 0, φφφφ’ = 25 until σ’ = 2000,
φφφφ’ = 11 at higher σ’
Use Brenna and Argusville
Formations
Levee fill 120 c’ = 150, φφφφ’ = 24 at 1,500, φφφφ’ = 11 at
higher σ’
900 0
Unit “A” till 123 225 22 1900 0
Unit “A” till (Sta. A17+00.00)2 Impenetrable
1 Lower Lake Agassiz Clays were assigned unit weight properties of the Brenna or Argusville Formation based on the
formation delineation presented in Table 3-2. See USACE Attachment D-1 for further information.
2 Used in evaluation of block or truncated circular potential failure surfaces where the failure surface intersects the Unit
“A” Till layer.
D3.4.4 COMPRESSIBILITY
Compressibility for the Sherack, Brenna, and Argusville Formation clay soils was determined for the pump
station and gatewell structures by laboratory testing of relatively undisturbed Shelby-tube samples
obtained from the borings in the vicinity of these structures. Based on this laboratory testing, the
settlement parameters contained in Table 3-6 were used to evaluate settlement for the structures.
TABLE 3-6 SUMMARY OF CONSOLIDATION TEST VALUES BY SOIL STRATIGRAPHY
Material
Compression
Index
Recompression
Index
Max Past
Pressure
Initial Void
Ratio
Average Average Average Average
(--) (--) (tsf) (--)
Sherack Formation 0.45 0.08 4.1 1.166
Brenna Formation 0.39 0.05 4.5 1.003
Argusville Formation 0.48 0.10 4.8 1.095
The values in this table will be used to estimate settlement beneath the pump station structure as
discussed in Section D3.5.2. Slightly different values, provided in USACE Attachment D-1, for the entire
OHB Ring Levee have previously been used to evaluate settlement beneath the levees and road raises.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-8
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
D3.5 GEOTECHNICAL ANALYSIS
Geotechnical analyses for the ponds, pump station, gatewell, and piping included (1) bearing capacity and
settlement analysis for the pump station and gatewell structures, (2) settlement analysis for the piping,
(3) offset analysis for pipe installation excavations near the levee toe, and (4) stability analysis for the
interior drainage pond.. These efforts are discussed below.
D3.5.1 PUMP STATION AND GATEWELL BEARING CAPACITY
Bearing capacity for the pump station and gatewell structures was performed using the soil parameters
shown in Table 3-3 and Table 3-4 of this report. The Meyerhoff model presented in EM 1110-1-1905
(USACE 1992) was used for preliminary bearing capacity analysis of the pump station, which is located on
roughly flat ground between the levee and North Pond. Bearing capacity was performed for both peak
undrained and drained strengths.
Based on the foundation depths of both the pump station and the gatewell, the foundations are near the
transition between the Sherack and Brenna Formations. The soil characteristics for the Brenna Formation
have been used since these are generally lower strength than the Sherack Formation.
Calculated allowable net bearing capacity for the pump station is 8,600 pounds per square foot (psf) for
the undrained condition and 6,000 psf for the drained condition. The allowable net bearing capacity for
the gatewell is 9,300 psf for the undrained condition and 6,500 psf for the drained condition. The
allowable bearing pressure calculations use a factor of safety of 3.0 and are determined by the structural
engineer. The detailed bearing capacity calculation is provided in Attachment D6. The applied bearing
pressures below the current mat foundation for of the pump station exceed determined by the structural
engineer are structure of 4,000 psf for the high-water level/flood case (undrained conditions) and 2,530
psf for the normal operating condition (drained conditions). The applied bearing pressures of the
gatewell determined by the structural engineer are 5,200 psf for the high- water level/flood case
(undrained conditions) and 3,800 psf for the normal operating condition (drained conditions). Based on
the values discussed above, the allowable bearing capacity of the soil will be able to support the applied
bearing pressures of the structures.
D3.5.2 SETTLEMENT ANALYSES
Construction of the levee and the road raises will cause significant settlement of the underlying lacustrine
clay soils. This settlement will potentially affect the design, construction method, construction sequence,
schedule, and long-term operation and maintenance for the pump station structures and piping system—
as well as the roadways over the levees. From previous geotechnical analysis of gatewell preconsolidation
(Attachment D7), the magnitude of settlement for the levees is estimated at 4 to 6 inches below the crest
of the levee. The estimated time for primary settlement to occur (the bulk of the estimated settlement) is
10 to 15 years following construction, assuming double-faced or horizontal drainage of pore pressure
occurs. Single-faced or drainage in one direction will significantly increase the time for completion of
primary consolidation.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-9
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
Since the gatewell will be located within the levee, it is assumed that the settlement of the structure will
be similar to the ground beneath the levee—4 to 6 inches. This settlement will not be tolerated by the
gatewell structure and mitigation will be needed. Settlement mitigation will also be needed for the piping
entering and leaving the structure to avoid stress from differential settlement. Differential settlement is
caused when spanning occurs between areas where settlement is allowed to occur naturally and areas
where mitigation has been performed.
Two options for settlement mitigation beneath the gatewell and adjacent piping were considered: (1)
surcharging and wick drains to accelerate settlement prior to construction and (2) soil improvement (such
as deep-soil mixing or controlled modulus columns) to reduce compressibility of the underlying lacustrine
clay soils. Considering that preconsolidation could be performed starting this year and start 180 to 200
days before start of the subsequent construction activities, and that the anticipated costs for using wick
drains and surcharge in this area, preconsolidation was selected to preconsolidate the clay soil below the
gatewell structure. Design methodology for the preconsolidation beneath the gatewell is discussed in
Attachment D8 of this appendix. Construction of the wick drains and surcharge took place in early fall
2014. The preconsolidation is currently underway began in 2015 with regular monitoring being performed
to evaluate settlement progress.
Settlement of the gravity drain pipe beneath the Highway 81 road raise may also be an issue for design.
Settlement beneath the roadway embankment is expected to be greater than away from the
embankment, where little-to-no settlement is anticipated. Differential settlement and pipe stress will
occur if settlement at the pipe crossing is not considered in the design. To counter the potential for
differential settlement, the gravity drain below Highway 81 will be two 42-inch diameter steel pipes,
extending outside of the anticipated settlement zone of the road raise. The steel pipes selected are
capable of withstanding the differential settlement while allowing proper gravity drainage of the system.
The pump station structure is located on roughly level ground between the levee and the North Pond.
Settlement of the pump station will be due to the load from the structure added to unloading from the
excavation and compressibility of the underlying clay soils. The compressibility of the clay was determined
from the laboratory consolidation tests of site-specific soil borings, as shown in Table 3-6. EM 1110-1-
1904 (USACE 1990) was used as a guidance document for settlement calculations.
Using these consolidation test values and the current pump station mat foundation design, a total
settlement of about 1 inch is estimated for the pump station at the applied bearing pressures provided for
the current design. The materials are over-consolidated, even with the additional pump station loads;
therefore, secondary compression and creep are considered negligible. It is anticipated that settlement of
about 1 inch will be tolerable for the pump station.
D3.5.3 INTERIOR DRAINAGE POND SLOPE STABILITY
The interior drainage pond slope stability analysis incorporated the following features: (1) the levee with
respect to the West Pond, (2) the levee with respect to the North Pond, and (3) the Highway 81 road raise
with respect to the North Pond. These locations were considered critical. The analysis was completed
using the shear strength parameters developed in USACE Attachment D-1. Design methodology is
provided in Design Documentation Report (DDR), Oxbow, Hickson, Bakke Ring Levee Attachment D-2
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-10
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
Geotechnical Engineering Seepage and Slope Stability Methodology (dated 6 February 2014, USACE
Attachment D-2).
MODELING METHODS
Seepage conditions and slope stability were analyzed with software created by GEO-SLOPE International
Ltd. The integrated software suite is called GeoStudio 2007, which includes modules SEEP/W and
SLOPE/W. SEEP/W is a finite-element program that analyzes groundwater flow within porous materials
like rock and soil using traditional steady-state or transient analyses. The computed pore-water pressures
and corresponding phreatic surface can then be imported into a SLOPE/W analysis. SLOPE/W uses limit-
equilibrium methods to perform slope stability analyses.
MODEL STRATIGRAPHY/GEOMETRY
Three cross sections were analyzed to assess the stability of the interior drainage pond slopes
(Attachment D1). The cross sections through the levees in the North and West Ponds were provided by
Moore. The Moore cross section through Highway 81 in the North Pond was offset 500 feet to the
northeast to examine a greater volume of fill necessary to complete the road raise. The existing ground
surface, levee alignment/configuration, and pond cuts used in the models were constructed using
information provided by Moore. Both the North Pond and West Pond are designed to be dry, except
during storm events.
The West Pond levee model consists of a 176.2-foot offset from the toe of the levee to the crest of the
pond slope. Beginning at the crest of the pond slope, the slope is 7H:1V (horizontal:vertical) for
80 horizontal feet. The elevation of the modeled pond bottom is approximately 902.5 feet at the toe of
the pond slope.
The North Pond levee model consists of a 63-foot offset from the toe of the levee to the crest of the pond
slope. Beginning at the crest of the pond slope, the slope is 7H:1V for 80 horizontal feet. The elevation of
the modeled slope toe is approximately 902.7 feet at the toe of the 7H:1V slope with a ditch bottom
elevation of 896.3 feet.
The North Pond road-raise model consists of a 114-foot offset from the toe of the road-raise slope to the
crest of the pond slope. Similar to the north interior drainage pond levee model, the pond slope is 7H:1V
for 102 horizontal feet. The elevation of the slope toe is approximately 899.3 feet at the toe of the 7H:1V
slope with a ditch bottom elevation of 896.9 feet.
HMG understands the North Pond configuration has been changed, such that the pond bottom has been
increased in elevation to have an upstream ditch bottom at 900.4 feet sloping to a downstream elevation
of 898.0 feet. Because the original modeling assumed an even deeper pond bottom, the factor of safety
should also slightly increase and re-evaluation was not necessary.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-11
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
MODELING PARAMETERS
The model parameters were developed based on the with-diversion project design scenario. Seepage and
stability parameters used for the interior drainage pond modeling are discussed in USACE Attachment D-
1.
The hydraulic boundary conditions on the wet side of the levee were established at 10 feet below the
ground surface, at an elevation of 922.5 feet or 926.0 feet (max pool). Because the analyzed embankment
cross section is located completely within the ring levee and adjacent to a pond (considered a critical
cross section), flood conditions were modeled with the phreatic surface coincident with the ground
surface. Hydraulic boundary conditions on the dry side of the levee were assigned considering dry ponds
(both West Pond and North Pond) for flood events, as well as for a 500-year, 24-hour storm coinciding
with and without a 100-year flood event. Sudden draw-down conditions within the pond were evaluated
for the 500-storm, expected to raise the water level in the West Pond to an elevation of 911.3 feet (pump
drainage in North Pond) or 911.1 (gravity drainage in North Pond). This slight difference in maximum pond
elevation is due to the how the North Pond and West Pond water surfaces respond water flow between
backings up from the north pond during instance when water is pumped from the North Pond verses
being drained by gravity. This slight difference in maximum pond elevation is due to the water flow
between backings up from the North Pond during instance when water is pumped from the North Pond
versus being drained by gravity.
Assuming it can be emptied by gravity drain during a 500-year storm event (non-flood event outside of
the levee perimeter) the anticipated pond water elevation for the North Pond is 908.0 feet. If a flood
event occurs outside the levee perimeter, the pond will be drained by pumps, with an anticipated
elevation of 911.2 feet for a 500-year precipitation event. Variations of these scenarios were modeled and
are reported in the following section. If additional site-specific data (piezometer data) indicates
groundwater depths less than 10 feet below the ground surface, the models should be updated.
SEEPAGE ANALYSIS
Seepage modeling was conducted to gain a better understanding of the groundwater conditions for the
slope stability analysis and to assess the heave potential at the toe of the upstream levee and each pond
cut.
As stated in USACE Attachment D-2, the minimum required factor of safety against heave at the landward
toe of the levee cross sections is 1.6 for USACE Case 3 (100-year-flood event is 922.5 feet) and 1.3 for
USACE Case 3b (maximum pool elevation is 926.0 feet). The factor of safety is estimated by dividing the
critical gradient (buoyant soil unit weight/unit weight of water) by the exit gradient (change in
head/distance between measured heads). The exit gradient was calculated between the ground surface
and 2 feet below the toe of the landward levee/cut.
SEEPAGE RESULTS
Results of the seepage analysis for USACE Case 3 and Case 3b are provided in Table 3-7. Because the
phreatic surface did not exist at the surface for all locations, heave could not be calculated. Heave is not
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-12
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
expected to occur in these instances. The seepage analysis indicates the interior drainage pond slopes
maintain adequate factors of safety for levee toe and pond cut toe heave.
TABLE 3-7 SUMMARY OF FACTORS OF SAFETY AGAINST HEAVE ON LANDWARD LEEVE TOE AND POND CUT TOE
OF LEVEE DURING USACE CASE 3 `AND 3B ANALYSES
Cross Section
Case 3 (Water Surface Elev=922.5
ft) Req’d FoS2 = 1.6
Case 3b (Water Surface Elev=926
ft) Req’d FoS2 = 1.3
West Pond Levee Toe 5.58 2.28
West Pond Cut Toe 2.94 2.79
North Pond Levee Toe N/A1 3.24
North Pond Cut Toe 3.17 2.94
1. Modeling indicates seepage does not exist at the toe of the levee in this condition (total
head < elevation).
2. Based on requirements found in USACE Attachment D-2.
SLOPE STABILITY ANALYSIS
The main objective of the slope stability analysis of the interior West Pond and North Pond was to
evaluate the stability of the pond slopes while considering offsets to the toes of the levees and the
Highway 81 road raise.
Two types of slope stability analyses are typically performed for slopes: the undrained strength stability
analysis (USSA) and the effective stress stability analysis (ESSA).
The USSA is performed to analyze the case in which loading or unloading is applied rapidly and excess
pore-water pressures do not have sufficient time to dissipate during shearing. This scenario typically
applies to loading from embankment construction, where the loadings take place quickly relative to the
permeability of the soils. It is often referred to as the “end-of-construction” case.
The ESSA is performed to account for much slower loading or unloading, or no external loading, where the
drained shear strength of the materials is mobilized and no excess pore-water pressures are allowed to
develop. For example, a slowly moving landslide is best analyzed using the ESSA method. For this reason,
the ESSA is often referred to as the “long-term” case.
Both the USSA and ESSA were performed as part of the slope stability analysis for this project. The factor
of safety was computed by incorporating the results of the seepage analysis under steady-state
conditions. Incorporating the groundwater flow with the limit-equilibrium calculations captures the effect
of fluid/soil interaction on the factor of safety calculation. In this manner, emphasis was placed on
evaluating the impact of groundwater flow on stability.
Stability of a slope is often reported using a factor of safety value. The factor of safety is the ratio of the
summation of forces and moments resisting slope movement to the summation of forces and moments
that cause slope movement. These forces and moments could be the result of increased loading or
decreased resistance caused by pore-water pressure changes that result from fluctuations in the ponded
water level, changes in the buttressing effect caused by the flood events, and the removal of material
during excavation of the ponds.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-13
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
The grid-radius method was used to determine the size and location of the potential failure surface. This
method was selected because the search examines localized potential failure surfaces (pond slope only or
levee slope only) in addition to larger global potential failure surfaces encompassing both the pond and
levee slopes.
Initial factors of safety were identified by Slope/W from circular failure surfaces defined by the grid-radius
method. The optimize failure surfaces option in Slope/W was used as preferred by USACE. The
optimization adjusts the shape of the failure surface to preferentially pass through weaker soil layers
which will slightly reduce the computed factor of safety. The optimized factors of safety are discussed in
the following sections of this report.
Seepage gradients at the toe of the levee are also commonly evaluated as a part of levee stability.
However, the levee analysis contained herein was only to assess stability of the pond slopes adjacent to
the levees and road raises. Seepage gradients for the purposes of levee analysis and design will be
performed for levee design in a separate work package of this project.
SLOPE STABILITY RESULTS
Factor of safety requirements for the interior drainage pond slope stability analyses were defined by
USACE Attachment D-2. The factors of safety for end-of-construction (USSA) and long-term (ESSA) are 1.3
and 1.4, respectively, and 1 for (sudden drawdown). A 2-foot-minimum slip surface was used in all
analyses eliminating the need to consider very thin failures which will not affect levee or pond
performance. Model outputs from the slope stability analyses are included Attachment D9. Results of the
analyses are provided in Table 3-8, Table 3-9, and Table 3-10. The slope stability analysis indicates the
interior drainage pond slopes maintain adequate factors of safety for USSA, ESSA, and sudden drawdown
conditions.
TABLE 3-8 SLOPE STABILITY RESULTS FOR USSA CONDITIONS
Analysis
Required
Minimum
Factor of
Safety2
West Pond
Levee Cross Section
Factors of Safety1
North Pond
Levee Cross Section
Factors of Safety1
North Pond Hwy. 81
Road Raise
Cross Section
Factors of Safety1
Groundwater= 10' below Ground Level
Surface : Empty Pond 1.3 2.72 1.82 2.03
1. Reported factors of safety are from optimized failure surfaces.
2. Based on requirements found in USACE Attachment D-2.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-14
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
TABLE 3-9 SLOPE STABILITY RESULTS FOR ESSA CONDITIONS
Analysis
Required
Minimum
Factor of
Safety2
West Pond
Levee Cross Section
Factors of Safety1
North Pond
Levee Cross Section
Factors of Safety1
North Pond Hwy. 81
Road Raise
Cross Section
Factors of Safety1
Groundwater= 10 feet below ground-level
surface: empty pond 1.4 2.69 2.72 2.49
100-year flood stage H= 922.5 feet: empty
pond 1.4 2.01 1.77 2.21
Max Pool H= 926 feet: empty pond 1.4 1.76 1.77 -
1. Reported factors of safety are from optimized failure surfaces.
2. Based on requirements found in USACE Attachment D-2.
TABLE 3-10 SLOPE STABILITY RESULTS FOR SUDDEN DRAWDOWN CONDITIONS
Analysis
Required
Minimum
Factor of
Safety2
West Pond
Levee Cross
Section Factors
of Safety1
North Pond Levee
Cross Section
Factors of Safety1
North Pond Hwy. 81
Road Raise
Cross Section
Factors of Safety1
Groundwater=10 feet below ground-level surface:
500-year rain event emptied via gravity drain 1 1.57 1.46 1.39
100-year flood H=922.5 feet: 500-year rain event
emptied via pump 1 1.56 1.32 1.27
1. Reported factors of safety are from optimized failure surfaces.
2. Based on requirements found in USACE Attachment D-2.
D3.5.4 PIPE ALIGNMENT OFFSET NORTH OF LEVEE
Construction of the gravity pipe will occur north of the proposed levee alignment, extending from north of
the gatewell structure and east across Highway 81 to the outflow. Stability analyses of the construction
excavations were performed to determine an appropriate offset for the pipe excavation to prevent failure
caused by the surcharge from the previously constructed levee. Review of the levee stability was
performed using methods similar to those discussed in Section D3.5.3.
Peak undrained shear strengths were used to evaluate potential stability of the construction excavations
along the toe of the north levee. Peak undrained strengths are considered appropriate for these analyses
due to the relatively short time period the excavations will remain open. It is estimated that several
months may be required to complete the pipe installation. Due to low permeability of the clay, drainage
should not occur and drained or effective stress should not govern the analyses. In fact, near-vertical
excavations have been observed in borrow pits near Fargo, North Dakota, within similar clay formations
over extended periods of time. Based on the analyses, a suitable pipe alignment offset is about 75 feet
from the toe of the levee to the shoulder of the trench cut and sloped trench 25 to 30 feet deep. For the
analysis it was assumed the excavation sidewalls would be constructed at 2H:1V and meet a factor of
safety of 1.3 (end-of-construction condition). A 4-foot minimum slip surface was used to evaluate the pipe
alignment offset. Model output is provided in Attachment D10.
Because HMG does not dictate the means and methods the contractor will use to construct the gravity
drain, a trench box was not considered in the design. The analysis considered a worst case (widest) offset
from the levee, which could reasonably be considered in lieu of a trench box. HMG anticipates a trench
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-15
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Site Geology
box will be considered/used for gravity drain installation. The design and incorporation of any shoring or
trench box in any excavation for this project will be the responsibility of the contractor, with the
exception of the drain excavation within the 75-foot offset after the levee is in place. A trench box or
other means of excavated sidewall protection would be required in this case.
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-16
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D – Design Quality Control
DESIGN QUALITY CONTROL D4
D4.1 QUALITY CONTROL
Quality control for all geotechnical analysis was completed in accordance with the project quality control
plan.
Geotechnical Component Designer Calculations Check Engineer of Record
Geostudio Models Bill Kussman Jed Greenwood Bill Kussman
Bearing Capacity Analysis Bill Kussman Joel Swenson Bill Kussman
Settlement Analysis Bill Kussman Joel Swenson Bill Kussman
Appendix D Bill Kussman Jed Greenwood Bill Kussman
Technical Specification
31 00 00 04 Earthwork for
Non-Road Raise Features
Bill Kussman Mike Haggerty Bill Kussman
WP-43D Oxbow-Hickson-Bakke Ring Levee System D-17
WP-43D BCOE 4/1/2016 DDR Pump Station, Volume 2 – Appendix D –
Technical Guideliness and Reference Standards
TECHNICAL GUIDELINESS AND REFERENCE STANDARDS D5
The following listed technical guidelines and reference standards were used to complete the structural
evaluation within this appendix.
1. EM 1110-1-1905, Bearing Capacity of Soils, U.S. Army Corps of Engineers, Washington DC, 10
October 1992.
2. EM 1110-1-1904, Settlement Analysis, U.S. Army Corps of Engineers, Washington DC, 30
September 1990.
3. U.S. Army Corps of Engineers. “Final Feasibility Report and Environmental Impact Statement.”
Fargo-Moorhead Metropolitan Area Flood Risk Management. July 2011.
4. U.S. Army Corps of Engineers. “Design Documentation Report (DR), Oxbow, Hickson, Bakke Ring
Levee Attachment D-1 Geotechnical Engineering Parameters.” Fargo-Moorhead Metropolitan
Area Flood Risk Management. January 2014.
5. U.S. Army Corps of Engineers. “Design Documentation Report (DR), Oxbow, Hickson, Bakke Ring
Levee Attachment D-2 Seepage and Slope Stability Methodology.” Fargo-Moorhead Metropolitan
Area Flood Risk Management. February 2014.
Oxbow-Hickson-Bakke Ring Levee System
Attachment D1 – Geotechnical Investigation Locations
ATTACHMENT D1 – GEOTECHNICAL INVESTIGATION LOCATIONS
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CPT4A
CPT2A
13-20M
13-9M
13-8M
13-7M13-6M
13-5M13-4M
13-3M
13-2M
13-17M
13-18M13-19M
13-16M
13-15M
13-14M
13-13M
13-12M
13-11M
13-10M
13-3MU
13-2MU
CPT1Aalt
13-21M
A05+57
.07
A34+25.85
C37+37.16
C26+67.69
C11+40.96
C17+33.53
C0+80.00
A21+09.02
A11+10.94
A17+00.00
West Interior DrainagePond 1 ext
North Interior DrainagePond 1
North InteriorDrainage Pond 2
West Pond
North Pond
14-24M14-23M
14-22P14-22M
13-11P
14-24MU14-23MU
13-5P
Geotech Locations") Completed CPT Location (Barr, 2013)!!(
Completed Boring Location andPiezometer Location (Barr, 2013)!( Completed Boring Location (NTI, 2010)!( Completed Boring Location (USACE, 2013)!!(
Completed Boring and PiezometerLocation (USACE, 2013 & 2014)Cross-Section
WP-43A and WP-43C AreasDrainage Ponds
Proposed LeveePhase WP-43APhase WP-43BPhase WP-43B
Figure 1GEOTECHNICAL INVESTIGATIONWP-43D 95% SubmittalOxbow, Hickson, Bakke LeveeFM Metro Flood Risk Reduction ProjectCass County, North Dakota
Barr Fo
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15-01-
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: I:\Pro
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43D_95
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I0 1,200 2,400Feet
Oxbow-Hickson-Bakke Ring Levee System
Attachment D2 – Boring Logs
ATTACHMENT D2 – BORING LOGS
916.6
912.8
0.8
4.629
42
40
41
50
47
51
52
74
72
76
77
0' to 0.8' Gravelly lean clay (CL); black;slightly moist; about 100% fines, lowplasticity; clay; with gravel; and organics.
0.8' to 4.6' Fat clay (CH); greenish gray toyellowish brown; slightly moist; about 100%fines, low plasticity; clay.
4.6' to 26.3' Fat clay (CH); yellowish brown;moist; laminated structure; about 100%fines, high plasticity; clay; with gypsumcrystals.
80
100
100
100
1
2
3
4
SPT=140lbs at a 30" drop,autohammer usedBoring located at N5169639E0667560 UTM NAD83
Set 3" HSA to 5.0'
Set 3" HSA to 10.0'
Set 3" HSA to 15.0'
CL
CH
CH
7
8
7
6
13-2M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
0.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 1 of 4
REMARKSN60
Laboratory
Boring Designation 13-2M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/11/13
N 383,774.0 E 2,894,731.0
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
73.8
HORIZONTALNAD83
917.4
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/12/13
14. ELEVATION GROUND WATER
41
OHB-13
Grant Riddick Geologist
2
3
4
6
3
4
4
5
2
3
4
4
3
3
3
5
891.1
886.2
26.3
31.2
37
57
38
42
44
12
40
38
67
37
64
60
4.6' to 26.3' Fat clay (CH); yellowish brown;moist; laminated structure; about 100%fines, high plasticity; clay; with gypsumcrystals. (continued)
26.3' to 31.2' Fat clay (CH); yellowishbrown to gray; moist to saturated; beddedstructure; about 100% fines, high plasticity;clay; with interbedded clayey silt;interbedded with clayey silt consisting of60% silt, 40% clay.
31.2' to 45' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; trace fine gravel; and coarsesand.
100
100
100
100
5
6
7
8
Set 3" HSA to 20.0'
Set 3" HSA to 25.0'
Set 3" HSA to 28.0'Mixed 80 gallons of waterwith 10 pounds of bentonite;drilled out and cleaned holeto 35.0' with roller bit
CH
CH
8
5
6
7
13-2M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
20.0
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 2 of 4
REMARKSN60
Laboratory
Boring Designation 13-2M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/11/13
N 383,774.0 E 2,894,731.0
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
73.8
HORIZONTALNAD83
917.4
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/12/13
14. ELEVATION GROUND WATER
42
OHB-13
Grant Riddick Geologist
3
4
4
5
2
3
2
4
3
2
4
4
3
4
3
4
872.4
858.1
45.0
59.3
46
43
39
46
58
37
76
85
60
31.2' to 45' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; trace fine gravel; and coarsesand. (continued)
45' to 59.3' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; some fine gravel; tracecoarse sand.
100
90
100
100
9
10
11
12
Cleaned hole to 40.0' with3" roller bit
Cleaned hole to 45.0' with3" roller bit
Cleaned hole to 50.0' with3" roller bit
Cleaned hole to 55.0' with3" roller bit
CH
6
5
5
25
13-2M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
40.0
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 3 of 4
REMARKSN60
Laboratory
Boring Designation 13-2M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/11/13
N 383,774.0 E 2,894,731.0
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
73.8
HORIZONTALNAD83
917.4
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/12/13
14. ELEVATION GROUND WATER
43
OHB-13
Grant Riddick Geologist
2
3
3
4
2
2
3
3
2
2
3
3
3
8
17
14
852.8
845.9
843.6
64.6
71.5
73.8
59.3' to 64.6' Clayey sand with gravel (SC);gray; wet; about 30% fines; sand.(continued)
65' to 71.5' Sandy lean clay with gravel(CL); gray; moist to wet; about 65% fines,low plasticity; clay.
71.5' to 73.8' Poorly graded sand with clay(SP-SC); gray; saturated; about 5% fines;sand.
75
100
38
13
14
15
Cleaned hole to 60.0' with3" roller bit
Cleaned hole to 64.6' with3" roller bitDrill outCleaned hole to 65.0' with3" roller bit
Cleaned hole to 70.0' with3" roller bitDrill out
Backfilled boring with tremied high solids bentonite grout
SC
CL
SP-SC
18
58
50
13-2M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
60.0
62.5
65.0
67.5
70.0
72.5
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
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0.5
ft
Fin
es
DEC 07SHEET 4 of 4
REMARKSN60
Laboratory
Boring Designation 13-2M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/11/13
N 383,774.0 E 2,894,731.0
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
73.8
HORIZONTALNAD83
917.4
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/12/13
14. ELEVATION GROUND WATER
44
OHB-13
Grant Riddick Geologist
8
8
10
50
18
23
35
45
57
50
100 1
13-2MU Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
0.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
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0.5
ft
Fin
es
DEC 07SHEET 1 of 3
REMARKSN60
Laboratory
Boring Designation 13-2MU
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
8" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
57.0
HORIZONTALNAD83
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling Service
Scott Anderson14. DEPTH GROUND WATER
31
OHB-13
Grant Riddick Geologist
100
100
2
3
13-2MU Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
20.0
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
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0.5
ft
Fin
es
DEC 07SHEET 2 of 3
REMARKSN60
Laboratory
Boring Designation 13-2MU
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
8" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
57.0
HORIZONTALNAD83
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling Service
Scott Anderson14. DEPTH GROUND WATER
32
OHB-13
Grant Riddick Geologist
100 4
Backfilled boring with tremied high solids bentonite grout
13-2MU Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
40.0
42.5
45.0
47.5
50.0
52.5
55.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
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0.5
ft
Fin
es
DEC 07SHEET 3 of 3
REMARKSN60
Laboratory
Boring Designation 13-2MU
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
8" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
57.0
HORIZONTALNAD83
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling Service
Scott Anderson14. DEPTH GROUND WATER
33
OHB-13
Grant Riddick Geologist
916.0
910.7
0.7
6.0
27
32
38
44
55
53
49
51
78
76
73
80
0' to 0.7' Fat clay (CH); black; slightlymoist; about 100% fines, medium plasticity;clay; some organics.
0.7' to 6' Fat clay (CH); greenish gray toyellowish brown; slightly moist; about 100%fines, medium plasticity; clay; traceorganics.
6' to 27' Fat clay (CH); yellowish brown;moist; laminated structure; about 100%fines, high plasticity; clay; some gypsumcrystals.
80
100
100
100
1
2
3
4
SPT=140lbs at a 30" drop,autohammer usedBoring located at N5169729E0667927 UTM NAD83
Set 3" HSA to 5.0'
Set 3" HSA to 10.0'
Set 3" HSA to 15.0'
CH
CH
CH
10
8
8
7
13-3M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
0.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
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0.5
ft
Fin
es
DEC 07SHEET 1 of 5
REMARKSN60
Laboratory
Boring Designation 13-3M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/13/13
N 384,092.3 E 2,895,929.2
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
79.8
HORIZONTALNAD83
916.7
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/13/13
14. ELEVATION GROUND WATER
51
OHB-11
Grant Riddick Geologist
5
5
5
6
2
4
4
5
3
3
5
5
3
3
4
5
889.7
885.9
27.0
30.8
50
43
37
42
72
12
58
45
99
36
79
69
6' to 27' Fat clay (CH); yellowish brown;moist; laminated structure; about 100%fines, high plasticity; clay; some gypsumcrystals. (continued)
27' to 30.8' Fat clay (CH); yellowish brownto gray; wet to saturated; laminatedstructure; about 100% fines, high plasticity;clay; thin bedded with clayey silt.
30.8' to 63.6' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; well developed siltylaminations.
100
100
100
100
5
6
7
8
Set 3" HSA to 20.0'
Set 3" HSA to 25.0'
Set 3" HSA to 30.0'Mixed 80 gallons of waterwith 5 pounds of bentonite;drilled out and cleaned holeto 30.0' with roller bit
Cleaned hole to 35.0' with3" roller bit
CH
CH
7
5
8
6
13-3M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
20.0
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
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0.5
ft
Fin
es
DEC 07SHEET 2 of 5
REMARKSN60
Laboratory
Boring Designation 13-3M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/13/13
N 384,092.3 E 2,895,929.2
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
79.8
HORIZONTALNAD83
916.7
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/13/13
14. ELEVATION GROUND WATER
52
OHB-11
Grant Riddick Geologist
3
3
4
5
3
2
3
4
2
4
4
5
2
3
3
4
41
44
44
41
41
46
50
49
66
71
73
75
30.8' to 63.6' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; well developed siltylaminations. (continued)
100
100
100
100
9
10
11
12
Cleaned hole to 40.0' with3" roller bit
Cleaned hole to 45.0' with3" roller bit
Cleaned hole to 50.0' with3" roller bit
Cleaned hole to 55.0' with3" roller bit
4
6
5
5
13-3M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
40.0
42.5
45.0
47.5
50.0
52.5
55.0
57.5
60.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 3 of 5
REMARKSN60
Laboratory
Boring Designation 13-3M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/13/13
N 384,092.3 E 2,895,929.2
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
79.8
HORIZONTALNAD83
916.7
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/13/13
14. ELEVATION GROUND WATER
53
OHB-11
Grant Riddick Geologist
2
2
2
3
2
3
3
3
2
2
3
3
2
2
3
3
853.1
848.5
847.7
842.7
836.9
63.6
68.2
69.0
74.0
79.8
30.8' to 63.6' Fat clay (CH); gray; wet;laminated structure; about 100% fines, highplasticity; clay; well developed siltylaminations. (continued)
63.6' to 68.2' Clayey sand with gravel (SC);gray; wet; about 30% fines, no plasticity;sand.
68.2' to 69' Gravelly lean clay with sand(CL); gray; moist to wet; about 60% fines,low plasticity; clay.
73' to 74' Poorly graded sand with clay(SP-SC); gray; saturated; about 10% fines;sand.
78' to 79.8' Gravelly lean clay with sand(CL); gray; wet; about 60% fines, lowplasticity; clay.
100
90
100
100
13
14
15
Cleaned hole to 60.0' with3" roller bit
Cleaned hole to 65.0' with3" roller bit
Cleaned hole to 69.0' with3" roller bitDrill out
Cleaned hole to 74.0' with3" roller bitDrill out
SC
CL
SP-SC
CL
6
48
65
79
13-3M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
60.0
62.5
65.0
67.5
70.0
72.5
75.0
77.5
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 4 of 5
REMARKSN60
Laboratory
Boring Designation 13-3M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/13/13
N 384,092.3 E 2,895,929.2
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
79.8
HORIZONTALNAD83
916.7
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/13/13
14. ELEVATION GROUND WATER
54
OHB-11
Grant Riddick Geologist
4
3
3
4
5
20
28
35
25
65
19
29
50
50
Backfilled boring with tremied high solids bentonite grout
13-3M Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
dFIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 5 of 5
REMARKSN60
Laboratory
Boring Designation 13-3M
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
9/13/13
N 384,092.3 E 2,895,929.2
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
3" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
79.8
HORIZONTALNAD83
916.7
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson
9/13/13
14. ELEVATION GROUND WATER
55
OHB-11
Grant Riddick Geologist
100 1
13-3MU Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
0.0
2.5
5.0
7.5
10.0
12.5
15.0
17.5
20.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 1 of 4
REMARKSN60
Laboratory
Boring Designation 13-3MU
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
8" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY FOR BORING
6. THICKNESS OF OVERBURDEN
7. DEPTH DRILLED INTO ROCK
8. TOTAL DEPTH OF BORING
N/A---
---
61.8
HORIZONTALNAD83
VERTICAL
Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring Levee
INSTALLATION
NAVD88
Interstate Drilling
Scott Anderson14. DEPTH GROUND WATER
41
OHB-11
Grant Riddick Geologist
100 2
13-3MU Fargo-Moorhead Metro PED - Oxbow, Hickson, Bakke Ring LeveeMVP FORM 1836-A
ELEV DEPTH
MC
Gra
vel
PI
LL
San
d
20.0
22.5
25.0
27.5
30.0
32.5
35.0
37.5
40.0
FIELD CLASSIFICATION OF MATERIALS(Description)
%REC
Sam
p N
o.
Blo
ws/
0.5
ft
Fin
es
DEC 07SHEET 2 of 4
REMARKSN60
Laboratory
Boring Designation 13-3MU
LEG
EN
D
Nf
3. DRILLING AGENCY
LOCATION COORDINATES
16. ELEVATION TOP OF BORING
COMPLETED15. DATE BORING
BEARING
SHEETS
1. PROJECT
4. NAME OF DRILLER
DEG FROMVERTICAL
DRILLING LOG
12. TOTAL SAMPLES
STARTED
2. HOLE NUMBER
---
8" Roller Bit
Diedrich D-50
---
INCLINED ---
St. Paul District
5. DIRECTION OF BORING
13. TOTAL NUMBER CORE BOXES
9. COORDINATE SYSTEM
10. SIZE AND TYPE OF BIT
State Plane
OF
UNDISTURBED
---
SHEET
Mississippi Valley Division
VERTICAL
18. SIGNATURE AND TITLE OF INSPECTOR
DISTURBED
DIVISION
11. MANUFACTURER'S DESIGNATION OF DRILL
17. TOTAL CORE RECOVERY