appendix d—geotechnical engineering and ......wp-43d oxbow-hickson-bakke ring levee system ii...

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


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


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 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 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



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.



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



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



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.



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.



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



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.



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



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.



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.




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 -



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



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



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 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 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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SB-7

SB-6

SB-2

SB-1

SB-4SB-3

93-1M

CPT3A

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

oter: A

rcGIS 1

0.3, 20

15-01-

28 09:

46 File

: I:\Pro

jects\3

4\09\1

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ps\Rep

orts\WP

43D_95

Pct_Su

bmitta

l\Fig01

Geote

chnical

Invest

igation

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ser: ar

m2

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

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Boring Designation 13-2M

LEG

EN

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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


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


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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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

73.8

HORIZONTALNAD83

917.4

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/12/13


42

OHB-13


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




CH

6

5

5

25


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


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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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

73.8

HORIZONTALNAD83

917.4

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/12/13


43

OHB-13


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 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


ELEV DEPTH

MC

Gra

vel

PI

LL

San

d

60.0

62.5

65.0

67.5

70.0

72.5


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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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

73.8

HORIZONTALNAD83

917.4

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/12/13


44

OHB-13


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


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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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

57.0

HORIZONTALNAD83

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling Service

Scott Anderson14. DEPTH GROUND WATER

31

OHB-13


100

100

2

3


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


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EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

57.0

HORIZONTALNAD83

VERTICAL


INSTALLATION

NAVD88



32

OHB-13


100 4



ELEV DEPTH

MC

Gra

vel

PI

LL

San

d

40.0

42.5

45.0

47.5

50.0

52.5

55.0


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 3 of 3

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

57.0

HORIZONTALNAD83

VERTICAL


INSTALLATION

NAVD88



33

OHB-13


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


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 1 of 5

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

79.8

HORIZONTALNAD83

916.7

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/13/13


51

OHB-11


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


CH

CH

7

5

8

6


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 2 of 5

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

79.8

HORIZONTALNAD83

916.7

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/13/13


52

OHB-11


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





4

6

5

5


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 3 of 5

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

79.8

HORIZONTALNAD83

916.7

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/13/13


53

OHB-11


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





SC

CL

SP-SC

CL

6

48

65

79


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 4 of 5

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

79.8

HORIZONTALNAD83

916.7

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/13/13


54

OHB-11


4

3

3

4

5

20

28

35

25

65

19

29

50

50



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


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

79.8

HORIZONTALNAD83

916.7

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling

Scott Anderson

9/13/13


55

OHB-11


100 1


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 1 of 4

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION






N/A---

---

61.8

HORIZONTALNAD83

VERTICAL


INSTALLATION

NAVD88

Interstate Drilling


41

OHB-11


100 2


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


%REC

Sam

p N

o.

Blo

ws/

0.5

ft

Fin

es

DEC 07SHEET 2 of 4

REMARKSN60

Laboratory


LEG

EN

D

Nf

3. DRILLING AGENCY




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





State Plane

OF

UNDISTURBED

---

SHEET


VERTICAL


DISTURBED

DIVISION


17. TOTAL CORE RECOVERY

appendix d—geotechnical engineering and ......wp-43d oxbow-hickson-bakke ring levee system ii...

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