Deep Foundation Report and Analysis

Deep Foundation Report and Analysis

PROJECT NO. SS-8-018(091)121

PCN 22013

COUNTY Traill

Bridge #: 0018-121.131

PREPARED BY: Colter Schwagler, PE

NORTH DAKOTA DEPARTMENT OF TRANSPORTATION MATERIALS AND RESEARCH DIVISION

November 2019

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Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics,CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GISUser Community

0 200 400100 Feet

Minot

BismarckDickinson

Williston

Fargo

Devils Lake

Valley City

Grand Forks

Goose River BridgeDeep Foundation Borings

Project: SS-8-018(091)121PCN: 22013Bridge: 0018-121.131Scope: Structure ReplacementLocation: 1 MI S of Mayville³

Boring #5

ND 18

Boring #1

Boring #4Boring #3

Boring #2Goose River BridgeBridge #0018-121.131

Table of Contents Introduction ..................................................................................................................... 1 Existing Structure Information ......................................................................................... 1 Soil Borings ..................................................................................................................... 1 Sampling and Testing Procedures: ................................................................................. 2 Test Results .................................................................................................................... 2 Proposed Structure ......................................................................................................... 2 Foundation Recommendation ......................................................................................... 2

Steel Piling ................................................................................................................... 2

Pile Tips ....................................................................................................................... 6

Downdrag..................................................................................................................... 6

Scour ........................................................................................................................... 6

Compaction Recommendation ........................................................................................ 6 End Slope Recommendation ........................................................................................... 7 Drainage Recommendation ............................................................................................. 8 Settlement ....................................................................................................................... 8 Pre-Boring ....................................................................................................................... 8

List of Tables Table 1 - Boring #1 and #4 Simplified Soil Profile-South Pier ......................................... 3 Table 2 - Boring #4 Simplified Soil Profile-South Abutment ............................................ 3 Table 3 - Boring #1 and #5 Simplified Soil Profile-North Pier and Abutment ................... 3 Table 4 - Pile Length Information .................................................................................... 6

List of Figures Figure 1: Nominal Resistance for Pile at South Pier........................................................ 4 Figure 2: Nominal Resistance for Pile at South Abutment ............................................... 4 Figure 3: Nominal Resistance for Pile at North Pier ........................................................ 5 Figure 4: Nominal Resistance for Pile at North Abutment ............................................... 5

Appendix Appendix A – Boring Logs Appendix B – Lab Results Appendix C – Stability Analysis Output

Foundation Report and Recommendation SS-8-018(091)121 Page 1 Introduction The purpose of this project is to replace the Goose River Bridge at RP 121.131 on ND 18. Due to the endslope embankment instability and resulting movement of the south pier and south abutment, both the Bridge and Materials & Research Divisions have recommended that the bridge be replaced. This report will provide foundation and slope stability recommendations for the construction of the proposed permanent Goose River Bridge structure on ND 18. Existing Structure Information

Bridge #0018-121.131 Main Structure Type: Steel Stringer Length: 213’ Foundation Types: Abutments - Treated Timber Pile

Piers - Concrete Spread Footing Year Constructed: 1960

Soil Borings A total of 5 borings were completed near the proposed structure. See the project location map for the boring locations.

Boring #1 Boring #1 has an elevation of approximately 941 feet at the top of boring and is located on the east side near the south existing pier. This boring extends to a depth of 71 feet.

Boring #2 Boring #2 has an elevation of approximately 944 feet at the top of boring and is located on the east side near the south existing abutment. This boring extends to a depth of 70 feet.

Boring #3 Boring #3 has an elevation of approximately 947 feet at the top of boring and is located on the east side near the south existing approach slab. This boring extends to a depth of 72 feet.

Boring #4 Boring #4 has an elevation of approximately 957 feet at the top of boring and is located just south of the existing south approach slab. This boring extends to a depth of 96 feet.

Foundation Report and Recommendation SS-8-018(091)121 Page 2

Boring #5 Boring #5 has an elevation of approximately 952 feet at the top of boring and is located on the west side near the north existing abutment. This boring extends to a depth of 81 feet.

Sampling and Testing Procedures: Shelby tube sampling and split spoon sampling were used to extract the samples from a hollow stem auger. Shelby tube sampling provides an “undisturbed” sample of fine grained soils for laboratory testing via a thin wall tube that is slowly pushed into the soils to be sampled. Densities were calculated according to AASHTO test method T-296. Split spoon samplers are utilized during advancement of the boring to perform the Standard Penetration Test (SPT). The samples are considered “disturbed”, due to the driving nature in which they are obtained. The SPT results in an N-value, or number of blows required to drive the split spoon sampler 1 foot. This N-value is used to estimate the friction angle of non-cohesive soils and define the consistency of cohesive soils. For cohesive soils, the shear strength values were determined from the Unconsolidated Undrained and Consolidated Undrained tests utilizing Shelby tubes samples. The samples from the split spoon and Shelby tubes are submitted to the laboratory for determination of AASHTO classification, moisture content, dry density, sieve analysis, and Atterberg limits. Test Results A summary of the lab analysis has been included in the Appendix B. Proposed Structure

Main Structure Type: 3 Span Foundation Type: Steel H-Piles

Foundation Recommendation

Steel Piling Pile recommendations are given as termination elevations. The pile sizes that have been analyzed are HP10x42, HP12x53, HP14x73, and HP14x102. See table 6 below for the recommended termination elevations. The software “APile” was used in conjunction with engineering judgment and past experience in pile driving in these types of soils to estimate the pile lengths.


The output from this analysis is available upon request from the NDDOT Geotechnical Section.

Below are simplified soil profiles for each boring that was used to predict the unfactored nominal resistance in APile. A graphical representation of the unfactored nominal resistance is also shown below in figures 1-4. The nominal resistance is used to help predict the pile termination elevations which can be found in table 4 below. Boring #1 and #4 information was used for the south pier piling, Boring #4 information was used for the south abutment piling and Boring #1 and #5 information was used for the north pier and abutment piling.

Table 1 - Boring #1 and #4 Simplified Soil Profile-South Pier

Layer Depth (feet)

Elevation (feet)

Cohesion (lb/ft2)

Friction Angle

Effective Unit Weight

(lb/ft3) Sandy Clay 0.0-8.6 941.1-932.5 c=447 psf - 118.5 Water Table - 932.5 - - - Sandy Clay 8.6-20.0 932.5-921.1 c=447 psf - 56.1 Silty Sand 20.0-23.0 921.1-918.1 - ɸ=32.0° 76.5

Sandy Clay 23.0-34.0 918.1-907.1 c=4254 psf - 61.7 Silt & Sandy Clay 34.0-46.0 907.1-895.1 c=6029 psf - 64.9

Sandy Clay 46.0-61.0 895.1-880.1 c=2318 psf - 62.8

Table 2 - Boring #4 Simplified Soil Profile-South Abutment

Layer Depth (feet)

Elevation (feet)

Cohesion (lb/ft2)

Friction Angle


(lb/ft3) Silt and Clay 0.0-24.5 957.0-932.5 c=2352 psf - 112.8 Water Table - 932.5 - - Silt and Clay 24.5-33.00 932.5-924.0 c=1504 psf - 44.5 Silty Sand 33.0-37.0 924.0-920.0 - ɸ=45° 62.1

Sandy Silty Clay 37.0-44.0 920.0-913.0 c=6240 psf - 64.9 Clay 44.0-77.0 913.0-880.0 c=2318 psf - 62.8

Table 3 - Boring #1 and #5 Simplified Soil Profile-North Pier and Abutment

Layer Depth (feet)

Elevation (feet)

Cohesion (lb/ft2)

Friction Angle


(lb/ft3) Clay 0.0-8.0 952.0-944.0 c=3954 psf - 115.3 Clay 8.0-16.0 944.0-936.0 c=762 psf - 113.0

Silty Sand 16.0-19.0 936.0-933.0 - ɸ=28.0° 133.4 Sandy Clay 19.0-19.5 933.0-932.5 c=1649 psf - 121.6 Water Table - 932.5 - - Sandy Clay 19.5-24.0 932.5-928.0 c=1649 psf - 59.2 Silty Sand 24.0-34.0 928.0-918.0 - ɸ=42.0° 62.3

Silt and Clay 34.0-72.0 918.0-880.0 c=6029 psf - 62.1


Figure 1: Nominal Resistance for Pile at South Pier

Figure 2: Nominal Resistance for Pile at South Abutment

875

900

925

950

0 250 500

Elev

atio

n

Unfactored Nominal Resistance (kips)

Boring 1 - South Pier

HP 10 x 42

HP 12 x 53

HP 14 x 73

HP 14 x 102

875

900

925

950

0 250 500 750

Elev

atio

n


Boring 4 - South Abutment

HP 10 x 42

HP 12 x 53

HP 14 x 73

HP 14 x 102


Figure 3: Nominal Resistance for Pile at North Pier

Figure 4: Nominal Resistance for Pile at North Abutment

875

900

925

950

0 250 500 750

Elev

atio

n


Boring 5 - North Pier

HP 10 x 42

HP 12 x 53

HP 14 x 73

HP 14 x 102

875

900

925

950

0 250 500 750

Elev

atio

n


Boring 5 - North Abutment

HP 10 x 42

HP 12 x 53

HP 14 x 73

HP 14 x 102

Foundation Report and Recommendation SS-8-018(091)121 Page 6 Table 4 below has the recommended pile termination elevations. From the Apile outputs the borings did not extend deep enough to reach the expected ultimate axial capacity. However, from past experience and engineering judgement the pile termination elevations were selected as shown in Table 4 below.

Table 4 - Pile Length Information

Pile Type

90% Ultimate

Axial Capacity

South Abutment

South Pier

North Pier

North Abutment

kips Termination Elevation

Termination Elevation



HP10x42 558 880 880 880 880 HP12x53 698 880 880 880 880 HP14x73 963 880 880 880 880 HP14x102 1355 880 880 880 880

Pile Tips

It is not anticipated that pile tips will be required for this bridge.

Downdrag

Downdrag is caused by settlement occurring in the soil in which a pile is already in place. The structure requires minimal grade change and therefore requires very little additional fill. Therefore both settlement and downdrag will not be an issue.

Scour Based on the hydraulic report, 6.4’ of scour was estimated at the bridge piers and no scour was estimated at the bridge abutments. This was incorporated into the Apile analysis.

Compaction Recommendation The roadway embankment shall be compacted to 90% of the maximum dry density as determined by AASHTO T-180 and the moisture contents shall comply with section 203.04 E.2. The aggregate transitions at the bridge ends shall be compacted to 90% of the maximum dry density as determined by AASHTO T-180 and the moisture contents shall comply with section 714.04 A.7.

Foundation Report and Recommendation SS-8-018(091)121 Page 7 End Slope Recommendation The stability analysis was conducted with Slope/W developed by Geo-Slope International. The analysis was a two-dimensional limit equilibrium method. The end slope recommendation and proposed geometries can be found below. The stability analysis outputs can be found in Appendix C.

Bridge #0018-121.131 The slope stability analysis models were built using a surface provided by Design Division of the NDDOT. The analysis was based on two cross sections and five soil borings. The sections will be referred to as Section 0+55 and Section 1+15. Section 1+15 passes through a small landslide that is failing into the South Pier of the Bridge. Water levels were determined using piezometer data, minimum water elevations due to the low head dam roughly 300 feet downstream, and the high-water elevation listed in the old bridge plans. Section 1+15 was used to back-calculate the soil parameters to a factor of safety of approximately 1.0 and a failure plane that roughly matched the landslide that was observed in the field. When a satisfactory failure plane and factor of safety were achieved the bridge end slope was then flattened until an acceptable factor of safety of 1.5 was acquired. The slope needed to be flattened to a 4:1 to achieve this factor of safety. The parameters from the back calculation at Section 1+15 were then applied to Section 0+55. Then the Section 0+55 end slope was flattened a 4:1. This resulted in an acceptable factor of safety of 1.5. Through a review of the Bridge Inspection Reports and an inspection of the site by Geotechnical personnel it was apparent that the guardrail sections adjacent to the abutments have experienced settlement throughout the life of the bridge and continued to settle after being replaced in 1990. It is unlikely that the guardrail is still settling due to the fill placed to build the bridge in 1960. We installed inclinometer tubes as close as possible to the South Abutment and South Pier as well as a third approximately 75’ South of the South Abutment. The three inclinometers showed no signs of movement over a year of observation. However, we decided to run a back analysis on a possible bearing capacity failure caused by the initial fill placement in 1960. The results showed that undrained shear strengths of the existing material the fill was placed on would need to be no more than 425 psf. We then set up a drained model with a failure surface that approximated the previously attained undrained failure surface. This model was used to determine the affect that end slope flattening had on a possible failure due to the original placement of fill. using this analysis method a 4:1 slope with a 15 foot horizontal bench at an elevation of 939 was required to achieve the desired factor of safety of 1.5. Therefore a 4:1 slope with a 15 foot horizontal bench at an elevation of 939 feet is recommended for both bridge end slopes.

Foundation Report and Recommendation SS-8-018(091)121 Page 8 Drainage Recommendation The drainage off the bridge should be controlled so that water does not drain directly off the bridge ends and cause erosion around the wing-wall. A combination of inlets, downdrains, and/or deckdrains should be used to control water runoff. Water should not be allowed to drain off the bridge as to allow the in slopes and end slopes to become saturated, which is a common cause of slope failure. Settlement

The grades will have minimal change for this structure replacement. Therefore settlement will not be an issue.

Pre-Boring

Pre-Boring will not be necessary for this bridge.

APPENDIX A

Boring Logs

Soft to Stiff Moist Brown Sandy Lean Clay

921.1 ftLoose Moist Grey Silty Sand918.1 ftStiff to Hard Moist Grey Sandy Lean Clay

907.1 ftStiff to Hard Moist Grey Silt and Lean Claywith Sand

900.1 ftHard Moist Grey Sandy Lean Clay

895.1 ftStiff Moist Grey Fat Clay

890.1 ftVery Stiff Moist Grey Sandy Lean Clay

882.1 ftHard Moist Grey Sandy Lean Clay

870.1 ftBottom of borehole at 71.0 ft

65

50

50

75

90

10070

10075

90

50

90

90

90

90

90

10

85

90

75

70

20.0 ft

23.0 ft

34.0 ft

41.0 ft

46.0 ft

51.0 ft

59.0 ft

71.0 ft

D95=1.05mm

D95=0.14mm

D95=0.21mm

d = 88.5 pcf = 118.5 pcf

UU = 447 psf D95=0.23mmD95=0.35mm

D95=4mmD95=6mm

d = 98.5 pcf = 124.1 pcf

UU = 4254 psf D95=0.85mmD95=2mm

D95=0.7mm

d = 104.0 pcf = 127.3 pcf

UU = 6029 psf D95=1.2mm

CL

CL

CL

CL

CL

CL

SM

CL

CL

CL

CLML

CL

ML

CL

CH

CL

CL

SC

CL

CL

A-6

A-7-6

A-6

A-6

A-6

A-6

A-4

A-7-6

A-6

A-6

A-6A-4

A-6

A-4

A-6

A-7-6

A-7-6

A-6

A-4

A-6

A-6

3TW32

SS33

SS34

3TW35

SS36

SS37SS38

3TW39SS40

SS41

3TW42

SS43

SS44

SS45

SS46

SS47

SS49

SS50

SS51

SS52

SS53N

DD

OT

LO

G -

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NORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504

PROJECT NUMBER SS-8-018(091)121

PCN 22013

DRILLED BY Dallan LOGGED BY Jamie

NOTES

DATE STARTED 3/12/18 COMPLETED 3/12/18

DRILLING METHOD Hollow Stem Auger

LOCATION Traill County

ELEVATION 941.1 ft

ENGINEER Schwagler

Easting 2754042.78 ftNorthing 194289.72 ft

PAGE 1 OF 1LOG OF BORING SB - 1

DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)

MATERIAL DESCRIPTION

RE

CO

VE

RY

(%

)

GR

AP

HIC

LO

G

TESTS &REMARKS

20 40 60 80

PL LL MC

SPT N VALUE

20 40 60 80

CLAY FRACTION(%)

20 40 60 80

US

CS

AA

SH

TO

SA

MP

LE T

YP

E&

NU

MB

ER

0

10

20

30

40

50

60

70

940

930

920

910

900

890

880

21 3838

25 4545

21 3737

223535

193131

17 3434000

25 434322 3838

21 4040

22 3939243434

23 3939

263636

23 4040

27 6060

24 4949

18 3333

213030

213333

223434

3

3

4

910

38

22

34

27

38

9

17

26

26

100

100

62

Medium Stiff to Stiff Moist Brown SandyLean Clay

927.3 ftMedium Stiff Moist Brown/Grey Fat Clay

919.3 ftVery Stiff to Hard Moist Dark Grey LeanClay

901.3 ftHard Moist Dark Grey Silt

894.3 ftHard Moist Grey Fat Clay

889.3 ftHard Moist Dark Grey Fat to Lean SandyClay

882.3 ftHard Moist Dark Grey Sandy Lean Clay


70

75

60

65

90

100

25

100

75

75

65

90

75

75

90

85

85

17.0 ft

25.0 ft

43.0 ft

50.0 ft

55.0 ft

62.0 ft

70.0 ft

d = 80.0 pcf = 113.1 pcfUU = 1252 psf

CL

CL

CL

CL

CL

CH

CL

CL

CL

CL

ML

ML

CH

CL-ML

CL

SC

CL

A-7-6

A-6

A-6

A-6

A-7-6

A-7-6

A-6

A-6

A-6

A-7-6

A-6

A-6

A-7-6

A-4

A-6

A-4

A-6

3TW54

SS55

SS56

3TW57

SS58

SS59

3TW60

SS61

SS62

SS63

SS64

SS65

SS66

SS67

SS68

SS70

SS71N

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NOTES




ELEVATION 944.3 ft

ENGINEER Schwagler



DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


RE

CO

VE

RY

(%

)

GR

AP

HIC

LO

G

TESTS &REMARKS

20 40 60 80 SPT N VALUE

20 40 60 80

CLAY FRACTION(%)

20 40 60 80

US

CS

AA

SH

TO

SA

MP

LE T

YP

E&

NU

MB

ER PL LL

MC

0

10

20

30

40

50

60

940

930

920

910

900

890

880

7

9

5

5

60

34

29

35

32

37

38

50

100

100

26 4949

22 3838

213434

233737

25 4949

24 6060

193030

22 3838

25 4040

22 4343

253737

263737

25 5555

19262616 3131

202929

243636

Medium Stiff to Stiff Moist Brown Elastic Siltand Fat Clay

924.9 ftVery Stiff to Hard Moist Grey Sandy LeanClay

914.9 ftVery Stiff to Hard Moist Grey Silt

886.9 ftHard Moist Grey Lean Clay


85

50

100

85

100

100

100

75

90

50

90

85

70

75

75

75

100

60

50

85

22.0 ft

32.0 ft

60.0 ft

72.0 ft

d = 83.7 pcf = 111.7 pcf

CU = 29.5° 303 psf

d = 75.0 pcf = 110.5 pcf

CU = 22.5° 22 psf

MH

MH

CH

MH

CH

CH

CL

CL

ML

CL

ML

ML

ML

ML

ML

ML

ML

CL

CL

ML

A-7-5

A-7-5

A-7-6

A-7-5

A-7-6

A-7-6

A-6

A-6

A-7-6

A-7-6

A-4

A-6

A-4

A-4

A-7-6

A-6

A-6

A-6

A-4

A-4

3TW72

SS73

3TW74

SS75

SS76

3TW77

SS78

SS79

SS80

SS81

SS82

SS83

SS84

SS85

SS86

SS87

SS88

SS89

SS90

SS91N

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NOTES




ELEVATION 946.9 ft

ENGINEER Schwagler



DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


RE

CO

VE

RY

(%

)

GR

AP

HIC

LO

G

TESTS &REMARKS

20 40 60 80

PL LL MC

SPT N VALUE

20 40 60 80

CLAY FRACTION(%)

20 40 60 80

US

CS

AA

SH

TO

SA

MP

LE T

YP

E&

NU

MB

ER

0

10

20

30

40

50

60

70

940

930

920

910

900

890

880

30 5656

32 6464

29 6060

32 6161

28 7171

24 6161

233636

203131

26 4242

25 4444

263232

253636

253535

273636

26 4141

273838

273838

23 3939

213030

263636

7

6

9

22

64

41

44

43

42

43

50

29

33

27

39

100

78

Brown Medium Stiff to Stiff Moist Fat Clayand Elastic Silt

924.0 ftGray Loose Wet Silty Sand920.0 ftGray Hard Moist Sandy Silty Clay

913.0 ftVery Stiff to Hard Moist Lean Clay

888.0 ftGray Hard Wet Silt with Sand886.0 ftGray Hard Moist Silt and Lean Clay


7575

7525

7575

75100

100100

100100

100100

100100

100

75

85100

85100

10090

10075

100

75

75

90

90

33.0 ft

37.0 ft

44.0 ft

69.0 ft71.0 ft

96.0 ft

d = 80.8 pcf = 114.5 pcfUU = 2352 psf d = 83.0 pcf = 112.8 pcf

CU = 31° 453 psf d = 77.5 pcf = 106.8 pcf

d = 89.2 pcf = 115.5 pcfUU = 3155 psf

d = 78.5 pcf = 112.5 pcf

UU = 1504 psf d = 69.0 pcf = 106.9 pcf

d = 73.8 pcf = 108.3 pcf d = 77.2 pcf = 111.6 pcf d = 85.5 pcf = 113.9 pcf

d = 107.0 pcf = 127.3 pcfUU = 6240 psf

d = 96.4 pcf = 122.9 pcf d = 96.7 pcf = 122.8 pcf

d = 101.1 pcf = 125.2 pcfUU = 2318 psf

d = 109.0 pcf = 131.9 pcf

d = 104.0 pcf = 127.2 pcf

MH

MH

MH

CL

CH

MH

MH

CH

CH

CH

CL

SMCL-ML

CL-ML

CL

SC-SM

CL

CL

CL

CL

CL

CL

CL

CL

ML

CL-ML

CL

CL

CL

ML

ML

A-7-5

A-7-6

A-7-5

A-7-6

A-7-6

A-7-5

A-7-5

A-7-6

A-7-6

A-7-6

A-6

A-2-4A-4

A-4

A-6

A-2-4

A-7-6

A-7-6

A-6

A-7-6

A-7-6

A-7-6

A-7-6

A-6

A-7-5

A-4

A-6

A-4

A-6

A-4

A-4

3TW450SS451

3TW452SS453

3TW454SS455

3TW456SS457

3TW458SS459

3TW460SS461

3TW462SS463

3TW464SS465

SS466

SS467

3TW468SS469

3TW470SS471

3TW472SS473

3TW474SS475SS476

SS477

SS478

SS479

SS480N

DD

OT

LO

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PCN 22013


NOTES




ELEVATION 957 ft

ENGINEER Schwagler



DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


RE

CO

VE

RY

(%

)

GR

AP

HIC

LO

G

TESTS &REMARKS

20 40 60 80

PL LL MC

SPT N VALUE

20 40 60 80

CLAY FRACTION(%)

20 40 60 80

US

CS

AA

SH

TO

SA

MP

LE T

YP

E&

NU

MB

ER

0

10

20

30

40

50

60

70

80

90

950

940

930

920

910

900

890

880

870

30 505029 5151

35 6565

25 464629 5555

30 545431 5757

28 878725 7676

26 717119 3737

000 212727212626

23 3939152020

25 4141

24 4343

22 404023 4545

20 454525 4949

23 434321 3737

364949182424

17 3333

223232

233636

243333

243434

9

10

5

6

5

6

39

48

25

15

18

16

23

33

64

100

77

81

93

Brown Soft to Very Stiff Moist Lean Clay

936.0 ftBrown Loose Wet Silty Sand933.0 ftGray Medium Stiff Moist Sandy Lean Clay

928.0 ftGray Dense Moist Silty Sand

918.0 ftGray Hard Moist Silt and Lean Clay

891.0 ftGray Hard Moist Lean Clay888.0 ftGray Very Dense Silty and Clayey Sand

871.0 ft

Bottom of borehole at 81.0 ft

25

35

75

65

75

50

85

90

35

100

100

100

100

85

100

75

100

100

75

100

100

100

85

85

100

75

15

16.0 ft

19.0 ft

24.0 ft

34.0 ft

61.0 ft

64.0 ft

81.0 ft

d = 93.3 pcf = 115.3 pcfUU = 3954 psf

d = 85.8 pcf = 113.0 pcfUU = 762 psf

d = 95.5 pcf = 121.6 pcfUU = 1649 psf

d = 104.0 pcf = 127.4 pcf

d = 101.9 pcf = 124.5 pcf

d = 103.0 pcf = 126.1 pcf

d = 106.0 pcf = 128.3 pcf

MH

CL

CL

CL

CL

CL

CL

SM

CL

CL

SC-SMSM

CL

SM

CL

CL

CL

ML

ML

ML

CL

ML

CL

CH

CL

SC

SC

SM

SM

A-7-5

A-7-6

A-7-6

A-7-6

A-7-6

A-6

A-6

A-4

A-6

A-6

A-4

A-6

A-2-7

A-6

A-6

A-6

A-4

A-4

A-4

A-7-6

A-4

A-6

A-7-6

A-6

A-6

A-4

A-6

A-4

SS481

SS482

3TW483

SS484

3TW485

SS486

3TW487

SS488

3TW489

SS490

3TW491

SS492

3TW/

SS494

3TW495

SS496

3TW497

SS498

SS499

SS500

SS501

SS502

SS503

SS504

SS505

SS506

SS507

SS508

ND

DO

T L

OG

- 2

017

1219

.GD

T -

10/

30/

19 1

5:17

- F

:\LA

B\P

RO

JEC

TS

\GIN

T\8

-018

(091

)121

.GP

JNORTH DAKOTA DEPARTMENT OF TRANSPORATION300 AIRPORT ROADBISMARCK, ND 58504


PCN 22013


NOTES




ELEVATION 952 ft

ENGINEER Schwagler



DE

PT

H (

ft)

ELE

VA

TIO

N (

ft)


RE

CO

VE

RY

(%

)

GR

AP

HIC

LO

G

TESTS &REMARKS

20 40 60 80

PL LL MC

SPT N VALUE

20 40 60 80

CLAY FRACTION(%)

20 40 60 80

US

CS

AA

SH

TO

SA

MP

LE T

YP

E&

NU

MB

ER

0

10

20

30

40

50

60

70

80

950

940

930

920

910

900

890

880

31 5656

25 4545

26 4343

26 4545

26 4646

24 4040

203232

000

183131

193131

182222000

182929

27 4242

20 3737

22 3939

223636

263636

000

253434

25 4444

000

24 3838

26 5454

23 3838

15 3131

202929

26 4040

000

10

16

6

2

4

5

30

41

35

38

40

40

40

48

46

17

39

52

>>

100

100

APPENDIX B

Lab Results

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60

U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS

D100

9.5

9.5

4.75

2

2

AASHTO Classification

CL

CL

CL

CL

CL

21

25

21

22

19

0.038

0.018

0.024

0.031

0.067

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

0.005

0.007

0.01

D10 %Clay

28.2

35.3

29.4

23.5

20.4

%Gravel

0.9

0.2

0.0

0.0

0.0

%Sand

28.2

10.2

17.2

21.5

38.1

%Silt

42.7

54.3

53.4

55.0

41.5

38

45

37

35

31

CuLL PL

17

20

16

13

12

GRAIN SIZE DISTRIBUTION

COBBLESGRAVEL SAND

GRAIN SIZE IN MILLIMETERS

coarse fine

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

3 100

24 16 30

1 2006 10

4.0

6.0

9.0

14.0

16.0

4.0

6.0

9.0

14.0

16.0

A-6 (11)

A-7-6 (20)

A-6 (13)

A-6 (9)

A-6 (5)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

33 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

25

9.5

9.5

9.5


CL

SM

CL

CL

CL

17

NP

25

22

21

0.113

0.157

0.026

0.044

0.019

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

0.025

0.005

0.006

D10

0.007

%Clay

28.6

7.1

29.4

26.7

34.5

%Gravel

3.8

7.4

0.1

1.3

0.6

%Sand

42.7

44.9

20.0

30.7

12.7

%Silt

24.9

40.5

50.5

41.3

52.1

34

NP

43

38

40

CuLL PL

22.570.55

17

NP

18

16

19


COBBLESGRAVEL SAND


coarse fine

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

3 100

24 16 30

1 2006 10

19.0

20.0

24.0

25.0

29.0

19.0

20.0

24.0

25.0

29.0

A-6 (6)

A-4 (0)

A-7-6 (15)

A-6 (9)

A-6 (17)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

33 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

9.5

9.5

4.75

9.5


CL

ML

CL

ML

CL

22

24

23

26

23

0.027

0.021

0.025

0.021

0.025

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

0.007

0.006

0.007

D10 %Clay

27.0

22.9

27.6

23.6

37.5

%Gravel

1.0

0.0

0.9

0.0

1.7

%Sand

18.5

2.6

16.2

2.4

23.3

%Silt

53.5

74.5

55.3

74.1

37.5

39

34

39

36

40

CuLL PL

17

10

16

10

17


COBBLESGRAVEL SAND


coarse fine

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

3 100

24 16 30

1 2006 10

34.0

35.0

36.0

39.0

44.0

34.0

35.0

36.0

39.0

44.0

A-6 (14)

A-4 (11)

A-6 (13)

A-4 (11)

A-6 (12)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

9.5

25

25

9.5


CH

CL

CL

SC

CL

27

24

18

21

21

0.005

0.011

0.096

0.2

0.101

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.009

0.019

0.013

D10 %Clay

62.1

49.0

23.4

15.9

17.0

%Gravel

4.7

1.6

4.9

14.1

2.2

%Sand

5.1

16.9

38.0

38.5

41.9

%Silt

28.1

32.5

33.6

31.5

39.0

60

49

33

30

33

CuLL PL

33

25

15

9

12


COBBLESGRAVEL SAND


coarse fine

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 1

SB - 1

SB - 1

SB - 1

SB - 1

3 100

24 16 30

1 2006 10

46.0

49.0

56.0

59.0

64.0

46.0

49.0

56.0

59.0

64.0

A-7-6 (34)

A-7-6 (22)

A-6 (6)

A-4 (1)

A-6 (4)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

9.5

9.5

4.75

4.75


CL

CL

CL

CL

CL

22

26

22

21

23

0.059

0.016

0.027

0.029

0.026

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.01

0.005

0.007

0.007

D10 %Clay

19.8

40.9

31.4

26.2

23.3

%Gravel

1.1

0.1

0.2

0.0

0.0

%Sand

34.9

16.7

22.4

20.6

15.1

%Silt

44.1

42.4

46.0

53.2

61.6

34

49

38

34

37

CuLL PL

12

23

16

13

14


COBBLESGRAVEL SAND


coarse fine

SB - 1

SB - 2

SB - 2

SB - 2

SB - 2

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 1

SB - 2

SB - 2

SB - 2

SB - 2

3 100

24 16 30

1 2006 10

69.0

6.0

8.0

10.0

13.0

69.0

6.0

8.0

10.0

13.0

A-6 (6)

A-7-6 (21)

A-6 (12)

A-6 (9)

A-6 (12)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

4.75

9.5

25

25

9.5


CL

CH

CL

CL

CL

25

24

19

22

25

0.01

0.004

0.118

0.045

0.019

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.013

0.008

0.006

D10 %Clay

46.5

68.1

18.9

23.9

26.8

%Gravel

0.0

0.9

5.7

4.3

0.3

%Sand

6.9

10.4

40.3

26.9

3.6

%Silt

46.5

20.6

35.2

44.9

69.3

49

60

30

38

40

CuLL PL

24

36

11

16

15


COBBLESGRAVEL SAND


coarse fine

SB - 2

SB - 2

SB - 2

SB - 2

SB - 2

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 2

SB - 2

SB - 2

SB - 2

SB - 2

3 100

24 16 30

1 2006 10

15.0

18.0

25.0

28.0

38.0

15.0

18.0

25.0

28.0

38.0

A-7-6 (25)

A-7-6 (35)

A-6 (3)

A-6 (10)

A-6 (16)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

4.75

9.5

25

9.5

9.5


CL

ML

ML

CH

CL-ML

22

25

26

25

19

0.014

0.019

0.019

0.006

0.065

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

0.006

0.009

D10 %Clay

38.4

26.6

27.0

57.5

22.0

%Gravel

0.0

0.2

1.1

0.1

2.1

%Sand

5.8

2.6

2.1

6.9

35.6

%Silt

55.8

70.6

69.7

35.5

40.3

43

37

37

55

26

CuLL PL

21

12

11

30

7


COBBLESGRAVEL SAND


coarse fine

SB - 2

SB - 2

SB - 2

SB - 2

SB - 2

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 2

SB - 2

SB - 2

SB - 2

SB - 2

3 100

24 16 30

1 2006 10

40.0

43.0

48.0

50.0

58.0

40.0

43.0

48.0

50.0

58.0

A-7-6 (21)

A-6 (13)

A-6 (12)

A-7-6 (32)

A-4 (2)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

25

25

2

4.75


CL

SC

CL

MH

MH

16

20

24

30

32

0.074

0.168

0.095

0.009

0.004

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.008

0.018

0.012

D10 %Clay

24.4

15.1

18.8

49.3

63.5

%Gravel

9.3

2.8

2.4

0.0

0.0

%Sand

30.6

49.5

40.7

3.6

0.9

%Silt

35.7

32.6

38.1

47.1

35.7

31

29

36

56

64

CuLL PL

15

9

12

26

32


COBBLESGRAVEL SAND


coarse fine

SB - 2

SB - 2

SB - 2

SB - 3

SB - 3

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 2

SB - 2

SB - 2

SB - 3

SB - 3

3 100

24 16 30

1 2006 10

60.0

63.0

68.0

3.0

5.0

60.0

63.0

68.0

3.0

5.0

A-6 (6)

A-4 (2)

A-6 (5)

A-7-5 (30)

A-7-5 (39)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

2

2

9.5

9.5

9.5


CH

MH

CH

CH

CL

29

32

28

24

23

0.005

0.01

0.034

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

D10 %Clay

63.5

46.3

70.4

72.1

26.2

%Gravel

0.0

0.0

0.0

0.1

0.4

%Sand

1.5

3.3

4.7

8.5

25.5

%Silt

35.0

50.4

24.9

19.3

47.9

60

61

71

61

36

CuLL PL

31

29

43

37

13


COBBLESGRAVEL SAND


coarse fine

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

3 100

24 16 30

1 2006 10

8.0

10.0

15.0

20.0

22.0

8.0

10.0

15.0

20.0

22.0

A-7-6 (37)

A-7-5 (34)

A-7-6 (48)

A-7-6 (38)

A-6 (9)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

25

9.5

2

2


CL

ML

CL

ML

ML

20

26

25

26

25

0.104

0.13

0.068

0.02

0.02

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.015

0.013

0.009

0.008

0.007

D10 %Clay

14.2

17.0

20.2

19.0

21.7

%Gravel

5.1

1.5

1.4

0.0

0.0

%Sand

39.2

45.0

37.1

0.4

1.2

%Silt

41.6

36.6

41.3

80.7

77.1

31

42

44

32

36

CuLL PL

11

16

19

6

11


COBBLESGRAVEL SAND


coarse fine

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

3 100

24 16 30

1 2006 10

25.0

30.0

32.0

35.0

40.0

25.0

30.0

32.0

35.0

40.0

A-6 (4)

A-7-6 (6)

A-7-6 (10)

A-4 (7)

A-6 (12)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

4.75

2

4.75

9.5

2


ML

ML

ML

ML

ML

25

27

26

27

27

0.022

0.022

0.015

0.02

0.018

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.009

0.009

0.007

0.006

D10 %Clay

17.4

17.7

34.0

24.9

28.1

%Gravel

0.0

0.0

0.0

0.1

0.0

%Sand

1.2

0.2

0.8

1.0

0.9

%Silt

81.4

82.1

65.2

74.1

71.1

35

36

41

38

38

CuLL PL

10

9

15

11

11


COBBLESGRAVEL SAND


coarse fine

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 3

SB - 3

SB - 3

SB - 3

SB - 3

3 100

24 16 30

1 2006 10

42.0

45.0

50.0

52.0

55.0

42.0

45.0

50.0

52.0

55.0

A-4 (11)

A-4 (11)

A-7-6 (17)

A-6 (13)

A-6 (13)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

9.5

25

2

2


CL

CL

ML

MH

MH

23

21

26

30

29

0.028

0.113

0.065

0.013

0.01

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.014

0.011

D10 %Clay

34.7

17.2

19.3

39.3

46.6

%Gravel

0.6

1.1

1.5

0.0

0.0

%Sand

25.2

45.2

36.2

3.8

3.7

%Silt

39.5

36.5

43.0

56.9

49.7

39

30

36

50

51

CuLL PL

16

9

10

20

22


COBBLESGRAVEL SAND


coarse fine

SB - 3

SB - 3

SB - 3

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 3

SB - 3

SB - 3

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

60.0

65.0

70.0

4.0

6.0

60.0

65.0

70.0

4.0

6.0

A-6 (11)

A-4 (2)

A-4 (5)

A-7-5 (23)

A-7-6 (25)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

2

9.5

2

2


MH

CL

CH

MH

35

25

29

30

0.009

0.02

0.011

0.009

0.009

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.005

D10 %Clay

49.3

30.2

46.0

49.4

46.5

%Gravel

0.0

0.0

0.1

0.0

0.0

%Sand

7.7

8.8

5.7

6.2

2.7

%Silt

43.0

61.1

48.2

44.3

50.8

65

46

55

54

CuLL PL

30

21

26

24


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

9.0

11.0

14.0

16.0

19.0

9.0

11.0

14.0

16.0

19.0

A-7-5 (34)

A-7-6 (22)

A-7-6 (29)

A-7-5 (28)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

2

2

9.5

25

25


MH

CH

CH

CH

CL

31

28

25

26

19

0.005

0.039

BOREHOLE DEPTH

BOREHOLE DEPTH

D30 D10 %Clay

55.5

88.0

79.8

68.9

36.3

%Gravel

0.0

0.0

0.4

4.7

2.2

%Sand

2.4

0.4

5.4

7.4

30.5

%Silt

42.1

11.6

14.4

19.0

30.9

57

87

76

71

37

CuLL PL

26

59

51

45

18


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

21.0

24.0

26.0

29.0

31.0

21.0

24.0

26.0

29.0

31.0

A-7-5 (31)

A-7-6 (70)

A-7-6 (55)

A-7-6 (44)

A-6 (10)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

9.5

9.5

25

25


CL-ML

SM

CL-ML

CL

SC-SM

21

NP

21

23

15

0.073

0.344

0.076

0.06

0.408

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.014

0.117

0.014

0.007

0.078

D10

0.02

0.005

%Clay

14.3

2.7

14.3

26.6

9.6

%Gravel

1.9

0.6

2.2

5.9

11.1

%Sand

37.7

81.7

37.9

30.8

59.6

%Silt

46.1

15.0

45.6

36.7

19.6

27

NP

26

39

20

CuLL PL

17.60

77.68

2.03

2.85

6

NP

5

16

5


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

34.0

34.3

36.0

39.0

41.0

34.0

34.3

36.0

39.0

41.0

A-4 (2)

A-2-4 (0)

A-4 (1)

A-6 (8)

A-2-4 (0)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

9.5

9.5

25

25


CL

CL

CL

CL

CL

25

24

22

23

20

0.023

0.019

0.02

0.027

0.024

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.006

0.006

D10 %Clay

29.0

37.0

28.0

34.7

41.1

%Gravel

5.8

0.7

0.2

1.8

7.9

%Sand

6.9

15.9

6.3

22.0

18.4

%Silt

58.3

46.4

65.5

41.4

32.6

41

43

40

45

45

CuLL PL

16

19

18

22

25


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

44.0

49.0

54.0

56.0

59.0

44.0

49.0

54.0

56.0

59.0

A-7-6 (15)

A-7-6 (16)

A-6 (18)

A-7-6 (17)

A-7-6 (18)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

25

25

9.5

25


CL

CL

CL

ML

CL-ML

25

23

21

36

18

0.016

0.041

0.042

0.011

0.137

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.004

0.014

D10 %Clay

45.1

31.7

34.4

49.9

18.3

%Gravel

0.8

7.0

4.2

0.2

4.4

%Sand

20.3

24.7

28.8

17.2

44.8

%Silt

33.8

36.5

32.6

32.7

32.5

49

43

37

49

24

CuLL PL

24

20

16

13

6


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

61.0

64.0

66.0

69.0

70.0

61.0

64.0

66.0

69.0

70.0

A-7-6 (20)

A-7-6 (12)

A-6 (9)

A-7-5 (14)

A-4 (0)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

25

25

9.5

9.5


CL

CL

CL

ML

ML

17

22

23

24

24

0.065

0.131

0.093

0.043

0.052

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.008

0.013

0.012

0.01

0.01

D10 %Clay

25.7

16.9

18.5

19.7

19.3

%Gravel

12.3

5.5

2.4

0.7

1.2

%Sand

25.8

41.2

40.1

28.1

31.8

%Silt

36.2

36.3

39.0

51.5

47.7

33

32

36

33

34

CuLL PL

16

10

13

9

10


COBBLESGRAVEL SAND


coarse fine

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 4

SB - 4

SB - 4

SB - 4

SB - 4

3 100

24 16 30

1 2006 10

73.0

79.0

84.0

89.0

94.0

73.0

79.0

84.0

89.0

94.0

A-6 (7)

A-4 (3)

A-6 (5)

A-4 (5)

A-4 (5)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

2

2

2

2


MH

CL

CL

CL

CL

31

25

26

26

26

0.02

0.02

0.024

0.024

0.025

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.005

0.008

0.007

0.007

D10 %Clay

35.8

30.8

22.4

24.5

25.8

%Gravel

1.2

0.0

0.0

0.0

0.0

%Sand

14.4

11.0

10.8

12.5

14.7

%Silt

48.7

58.2

66.7

63.0

59.5

56

45

43

45

46

CuLL PL

25

20

17

19

20


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

0.0

2.0

4.0

6.0

9.0

0.0

2.0

4.0

6.0

9.0

A-7-5 (24)

A-7-6 (20)

A-7-6 (17)

A-7-6 (18)

A-7-6 (19)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

2

2

2

2

2


CL

CL

SM

CL

CL

24

20

NP

18

19

0.028

0.056

0.124

0.072

0.058

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.008

0.012

0.026

0.012

0.011

D10 %Clay

22.1

16.4

11.2

16.8

18.5

%Gravel

0.0

0.0

0.0

0.0

0.0

%Sand

17.4

34.3

56.1

39.4

35.4

%Silt

60.5

49.2

32.6

43.8

46.1

40

32

NP

31

31

CuLL PL

16

12

NP

13

12


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

11.0

14.0

16.0

19.0

21.0

11.0

14.0

16.0

19.0

21.0

A-6 (14)

A-6 (6)

A-4 (0)

A-6 (5)

A-6 (6)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

9.5

25

9.5

25

9.5


SC-SM

SM

CL

SM

CL

18

NP

18

27

20

0.129

0.18

0.115

0.781

0.131

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.05

0.018

0.056

0.013

D10

0.012

0.006

%Clay

1.1

10.8

8.9

19.3

%Gravel

0.3

4.3

2.4

11.2

3.8

%Sand

55.7

60.0

44.1

56.2

42.9

%Silt

34.6

42.7

23.8

33.9

44.0

22

NP

29

42

37

CuLL PL

15.05

132.80

1.16

0.68

4

NP

11

15

17


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

24.0

25.0

26.0

29.0

34.0

24.0

25.0

26.0

29.0

34.0

A-4 (0)

A-4 (0)

A-6 (3)

A-2-7 (1)

A-6 (6)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

25

2

2

2


CL

CL

ML

ML

ML

22

22

26

NP

25

0.029

0.069

0.024

0.025

0.024

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.008

0.013

0.01

0.011

0.01

D10

0.006

0.005

%Clay

20.3

15.3

13.4

8.3

10.3

%Gravel

1.5

4.2

0.0

0.0

0.0

%Sand

16.2

34.4

0.7

0.3

0.6

%Silt

62.1

46.1

85.9

91.3

89.1

39

36

36

NP

34

CuLL PL

4.21

4.99

0.82

0.90

17

14

10

NP

9


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

39.0

41.0

44.0

46.0

49.0

39.0

41.0

44.0

46.0

49.0

A-6 (14)

A-6 (7)

A-4 (12)

A-4 (0)

A-4 (10)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

2

2

2

9.5

25


CL

ML

CL

CH

CL

25

NP

24

26

23

0.015

0.024

0.02

0.005

0.028

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.004

0.01

0.007

D10 %Clay

32.6

14.4

24.2

59.1

35.0

%Gravel

0.0

0.0

0.0

0.5

1.9

%Sand

0.6

1.2

3.1

8.8

23.6

%Silt

66.8

84.3

72.7

31.6

39.5

44

NP

38

54

38

CuLL PL

19

NP

14

28

15


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

51.0

54.0

56.0

59.0

61.0

51.0

54.0

56.0

59.0

61.0

A-7-6 (22)

A-4 (0)

A-6 (15)

A-7-6 (29)

A-6 (10)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.0010.010.1110100

PI Cc

501/2HYDROMETER

USCS Classification

D60


D100

25

25

25

25


SC

SC

SM

SM

15

20

26

NP

0.267

0.182

0.509

0.293

BOREHOLE DEPTH

BOREHOLE DEPTH

D30

0.01

0.02

0.024

0.012

D10 %Clay

24.5

14.3

15.3

22.3

%Gravel

16.8

6.0

13.3

19.0

%Sand

35.5

48.3

45.6

34.9

%Silt

23.2

31.5

25.8

23.8

31

29

40

NP

CuLL PL

16

9

14

NP


COBBLESGRAVEL SAND


coarse fine

SB - 5

SB - 5

SB - 5

SB - 5

coarseSILT OR CLAY

finemedium

1403 4 20 406 601.5 8 143/4 3/8

PE

RC

EN

T F

INE

R B

Y W

EIG

HT

SB - 5

SB - 5

SB - 5

SB - 5

3 100

24 16 30

1 2006 10

64.0

69.0

74.0

79.0

64.0

69.0

74.0

79.0

A-6 (4)

A-4 (1)

A-6 (2)

A-4 (0)


PCN 22013


GR

AIN

SIZ

E -

201

712

19.G

DT

- 1

0/3

0/19

15:

34 -

F:\

LAB

\PR

OJE

CT

S\G

INT

\8-0

18(0

91)1

21.G

PJ


SB - 1 4.0 38 21 17 9.5 71 A-6 (11) CL 23.6 23.6

SB - 1 6.0 45 25 20 9.5 90 A-7-6 (20) CL 42.0 42.0

SB - 1 9.0 37 21 16 4.75 83 A-6 (13) CL 35.5 35.5

SB - 1 14.0 35 22 13 2 78 A-6 (9) CL 33.9 33.9 88.5

SB - 1 16.0 31 19 12 2 62 A-6 (5) CL 33.9 33.9

SB - 1 19.0 34 17 17 9.5 53 A-6 (6) CL 17.9 17.9

SB - 1 20.0 NP NP NP 25 48 A-4 (0) SM 32.3 32.3

SB - 1 24.0 43 25 18 9.5 80 A-7-6 (15) CL 26.0 26.0 98.5

SB - 1 25.0 38 22 16 9.5 68 A-6 (9) CL 23.7 23.7

SB - 1 29.0 40 21 19 9.5 87 A-6 (17) CL 23.0 23.0

SB - 1 34.0 39 22 17 9.5 81 A-6 (14) CL 22.4 22.4 104.0

SB - 1 35.0 34 24 10 9.5 97 A-4 (11) ML

SB - 1 36.0 39 23 16 9.5 83 A-6 (13) CL 23.3 23.3

SB - 1 39.0 36 26 10 4.75 98 A-4 (11) ML 26.5 26.5

SB - 1 44.0 40 23 17 9.5 75 A-6 (12) CL 27.3 27.3

SB - 1 46.0 60 27 33 25 90 A-7-6 (34) CH 35.9 35.9

SB - 1 49.0 49 24 25 9.5 82 A-7-6 (22) CL 24.7 24.7

SB - 1 54.0 24.4 24.4

SB - 1 56.0 33 18 15 25 57 A-6 (6) CL 14.2 14.2

SB - 1 59.0 30 21 9 25 47 A-4 (1) SC 15.1 15.1

SB - 1 64.0 33 21 12 9.5 56 A-6 (4) CL 17.1 17.1

SB - 1 69.0 34 22 12 9.5 64 A-6 (6) CL 21.9 21.9

SB - 2 6.0 49 26 23 9.5 83 A-7-6 (21) CL 41.4 41.4 80.0

SB - 2 8.0 38 22 16 9.5 77 A-6 (12) CL 25.6 25.6

SB - 2 10.0 34 21 13 4.75 79 A-6 (9) CL 25.9 25.9

SB - 2 13.0 37 23 14 4.75 85 A-6 (12) CL 34.1 34.1

SB - 2 15.0 49 25 24 4.75 93 A-7-6 (25) CL 42.2 42.2

SB - 2 18.0 60 24 36 9.5 89 A-7-6 (35) CH 33.6 33.6

SB - 2 25.0 30 19 11 25 54 A-6 (3) CL 14.5 14.5

SB - 2 28.0 38 22 16 25 69 A-6 (10) CL 21.4 21.4

SB - 2 38.0 40 25 15 9.5 96 A-6 (16) CL 27.6 27.6

SB - 2 40.0 43 22 21 4.75 94 A-7-6 (21) CL 28.4 28.4

SB - 2 43.0 37 25 12 9.5 97 A-6 (13) ML 27.0 27.0

SB - 2 48.0 37 26 11 25 97 A-6 (12) ML 26.5 26.5

SB - 2 50.0 55 25 30 9.5 93 A-7-6 (32) CH 36.0 36.0

SB - 2 58.0 26 19 7 9.5 62 A-4 (2) CL-ML 14.0 14.0

SB - 2 60.0 31 16 15 25 60 A-6 (6) CL 13.7 13.7

SB - 2 63.0 29 20 9 25 48 A-4 (2) SC 14.0 14.0

SB - 2 68.0 36 24 12 25 57 A-6 (5) CL 20.8 20.8

SB - 3 3.0 56 30 26 2 96 A-7-5 (30) MH 33.5 33.5 83.7

SB - 3 5.0 64 32 32 4.75 99 A-7-5 (39) MH 36.7 36.7

SB - 3 8.0 60 29 31 2 99 A-7-6 (37) CH 42.7 42.7

SB - 3 10.0 61 32 29 2 97 A-7-5 (34) MH 44.6 44.6

SUMMARY OF LABORATORY RESULTSPAGE 1 OF 4

VoidRatioDepth Liquid

LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve

AASHTOClassification

Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 22013


LAB

SU

MM

AR

Y -

201

712

19.G

DT

- 3

/14/

19 0

9:1

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\8-0

18(

091)

121

.GP

J


SB - 3 15.0 71 28 43 9.5 95 A-7-6 (48) CH 46.4 46.4

SB - 3 20.0 61 24 37 9.5 91 A-7-6 (38) CH 47.3 47.3 75.0

SB - 3 22.0 36 23 13 9.5 74 A-6 (9) CL 19.6 19.6

SB - 3 25.0 31 20 11 25 56 A-6 (4) CL 14.1 14.1

SB - 3 30.0 42 26 16 25 54 A-7-6 (6) ML 21.7 21.7

SB - 3 32.0 44 25 19 9.5 61 A-7-6 (10) CL 19.9 19.9

SB - 3 35.0 32 26 6 2 100 A-4 (7) ML 19.4 19.4

SB - 3 40.0 36 25 11 2 99 A-6 (12) ML 18.9 18.9

SB - 3 42.0 35 25 10 4.75 99 A-4 (11) ML 18.8 18.8

SB - 3 45.0 36 27 9 2 100 A-4 (11) ML 22.6 22.6

SB - 3 50.0 41 26 15 4.75 99 A-7-6 (17) ML 24.1 24.1

SB - 3 52.0 38 27 11 9.5 99 A-6 (13) ML 25.5 25.5

SB - 3 55.0 38 27 11 2 99 A-6 (13) ML 25.5 25.5

SB - 3 60.0 39 23 16 9.5 74 A-6 (11) CL 20.4 20.4

SB - 3 65.0 30 21 9 9.5 54 A-4 (2) CL 25.9 25.9

SB - 3 70.0 36 26 10 25 62 A-4 (5) ML 21.3 21.3

SB - 4 4.0 50 30 20 2 96 A-7-5 (23) MH 34.4 34.4

SB - 4 4.8 41.8 41.8 80.8

SB - 4 6.0 51 29 22 2 96 A-7-6 (25) MH 35.9 35.9 83.0

SB - 4 9.0 65 35 30 9.5 92 A-7-5 (34) MH 36.4 36.4

SB - 4 9.8 37.8 37.8 77.5

SB - 4 11.0 2 91 28.0 28.0

SB - 4 14.0 46 25 21 9.5 94 A-7-6 (22) CL 29.4 29.4 89.2

SB - 4 14.8 32.8 32.8

SB - 4 16.0 55 29 26 2 94 A-7-6 (29) CH 38.8 38.8

SB - 4 19.0 54 30 24 2 97 A-7-5 (28) MH 41.0 41.0

SB - 4 19.8 41.1 41.1

SB - 4 20.3 43.3 43.3 78.5

SB - 4 21.0 57 31 26 2 98 A-7-5 (31) MH 54.8 54.8

SB - 4 24.0 87 28 59 2 100 A-7-6 (70) CH

SB - 4 25.4 55.0 55.0 69.0

SB - 4 26.0 76 25 51 9.5 94 A-7-6 (55) CH 49.5 49.5

SB - 4 29.0 71 26 45 25 88 A-7-6 (44) CH 46.8 46.8 73.8

SB - 4 29.8 44.5 44.5 77.2

SB - 4 30.3 33.2 33.2 85.5

SB - 4 31.0 37 19 18 25 67 A-6 (10) CL 27.6 27.6

SB - 4 34.0 27 21 6 25 60 A-4 (2) CL-ML 18.4 18.4

SB - 4 34.3 NP NP NP 9.5 18 A-2-4 (0) SM 22.2 22.2

SB - 4 36.0 26 21 5 9.5 60 A-4 (1) CL-ML 15.1 15.1

SB - 4 39.0 39 23 16 25 63 A-6 (8) CL 19.0 19.0 107.0

SB - 4 41.0 20 15 5 25 29 A-2-4 (0) SC-SM 9.1 9.1

SB - 4 44.0 41 25 16 25 87 A-7-6 (15) CL 29.6 29.6

SB - 4 49.0 43 24 19 9.5 83 A-7-6 (16) CL 18.8 18.8



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 22013


LAB

SU

MM

AR

Y -

201

712

19.G

DT

- 3

/14/

19 0

9:1

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\8-0

18(

091)

121

.GP

J


SB - 4 54.0 40 22 18 9.5 94 A-6 (18) CL 27.6 27.6 96.4

SB - 4 54.9 27.0 27.0 96.7

SB - 4 55.4 28.2 28.2

SB - 4 56.0 45 23 22 25 76 A-7-6 (17) CL 30.9 30.9

SB - 4 59.0 45 20 25 25 74 A-7-6 (18) CL 23.9 23.9 101.1

SB - 4 59.9 25.5 25.5

SB - 4 61.0 49 25 24 9.5 79 A-7-6 (20) CL 25.0 25.0

SB - 4 64.0 43 23 20 25 68 A-7-6 (12) CL 21.0 21.0 109.0

SB - 4 64.8 22.3 22.3 104.0

SB - 4 65.3 29.9 29.9

SB - 4 66.0 37 21 16 25 67 A-6 (9) CL 22.1 22.1

SB - 4 69.0 49 36 13 9.5 83 A-7-5 (14) ML 36.9 36.9

SB - 4 69.4 36.9

SB - 4 70.0 24 18 6 25 51 A-4 (0) CL-ML 16.7 16.7

SB - 4 73.0 33 17 16 25 62 A-6 (7) CL 17.1 17.1

SB - 4 79.0 32 22 10 25 53 A-4 (3) CL 10.7 10.7

SB - 4 84.0 36 23 13 25 58 A-6 (5) CL 19.4 19.4

SB - 4 89.0 33 24 9 9.5 71 A-4 (5) ML 18.2 18.2

SB - 4 94.0 34 24 10 9.5 67 A-4 (5) ML 17.9 17.9

SB - 5 0.0 56 31 25 9.5 84 A-7-5 (24) MH 13.5 13.5

SB - 5 2.0 45 25 20 2 89 A-7-6 (20) CL 11.5 11.5

SB - 5 4.0 43 26 17 2 89 A-7-6 (17) CL 23.6 23.6 93.3

SB - 5 6.0 45 26 19 2 87 A-7-6 (18) CL 29.8 29.8

SB - 5 9.0 46 26 20 2 85 A-7-6 (19) CL 31.8 31.8 85.8

SB - 5 11.0 40 24 16 2 83 A-6 (14) CL 34.2 34.2

SB - 5 14.0 32 20 12 2 66 A-6 (6) CL 30.7 30.7

SB - 5 16.0 NP NP NP 2 44 A-4 (0) SM 26.9 26.9

SB - 5 19.0 31 18 13 2 61 A-6 (5) CL 27.3 27.3 95.5

SB - 5 21.0 31 19 12 2 65 A-6 (6) CL 29.2 29.2

SB - 5 24.0 22 18 4 9.5 44 A-4 (0) SC-SM 18.0 18.0

SB - 5 25.0 NP NP NP 25 36 A-4 (0) SM 18.4 18.4

SB - 5 26.0 29 18 11 9.5 54 A-6 (3) CL 15.4 15.4

SB - 5 29.0 42 27 15 25 33 A-2-7 (1) SM 22.2 22.2

SB - 5 34.0 37 20 17 9.5 53 A-6 (6) CL 19.6 19.6

SB - 5 39.0 39 22 17 25 82 A-6 (14) CL 22.5 22.5 104.0

SB - 5 39.9 22.1 22.1 101.9

SB - 5 41.0 36 22 14 25 61 A-6 (7) CL 24.8 24.8

SB - 5 44.0 36 26 10 2 99 A-4 (12) ML 22.4 22.4 103.0

SB - 5 44.9 21.0 21.0 106.0

SB - 5 46.0 NP NP NP 2 100 A-4 (0) ML 21.2 21.2

SB - 5 49.0 34 25 9 2 99 A-4 (10) ML 20.9 20.9

SB - 5 51.0 44 25 19 2 99 A-7-6 (22) CL 23.4 23.4

SB - 5 54.0 NP NP NP 2 99 A-4 (0) ML 22.4 22.4



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 22013


LAB

SU

MM

AR

Y -

201

712

19.G

DT

- 3

/14/

19 0

9:1

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\8-0

18(

091)

121

.GP

J


SB - 5 56.0 38 24 14 2 97 A-6 (15) CL 25.9 25.9

SB - 5 59.0 54 26 28 9.5 91 A-7-6 (29) CH 30.5 30.5

SB - 5 61.0 38 23 15 25 74 A-6 (10) CL 22.9 22.9

SB - 5 64.0 31 15 16 25 48 A-6 (4) SC 12.3 12.3

SB - 5 69.0 29 20 9 25 46 A-4 (1) SC 16.2 16.2

SB - 5 74.0 40 26 14 25 41 A-6 (2) SM 20.0 20.0

SB - 5 79.0 NP NP NP 25 46 A-4 (0) SM 18.3 18.3



LimitPlasticLimit

PlasticityIndex

MaximumSize(mm)

%<#200Sieve


Satur-ation(%)

DryDensity

(pcf)

USCSClass-

ificationBorehole

Avg.Water

Content(%)

WaterContent

(%)


PCN 22013


LAB

SU

MM

AR

Y -

201

712

19.G

DT

- 3

/14/

19 0

9:1

1 -

F:\L

AB

\PR

OJE

CT

S\G

INT

\8-0

18(

091)

121

.GP

J


APPENDIX C

Stability Analysis Outputs

0.986

Distance-35 -15 5 25 45 65 85 105 125 145

Elev

atio

n

870

880

890

900

910

920

930

940

950

960

970

980

03/21/2019

Station 1+15.gsz

Local Rapid Drawdown Entry Exit

1:250

1.610

Distance-35 -15 5 25 45 65 85 105 125 145

Elev

atio

n

870

880

890

900

910

920

930

940

950

960

970

980

03/21/2019

Station 1+15.gsz

Global Rapid Drawdown Proposed Entry Exit

1:250

1.005

Distance-40 -20 0 20 40 60 80 100 120 140

Elev

atio

n

860

870

880

890

900

910

920

930

940

950

960

970

980

04/02/2019

Station 0+55.gsz

Global Bearing Capacity Entry Exit

1:250

1.641

Distance-40 -20 0 20 40 60 80 100 120 140

Elev

atio

n

860

870

880

890

900

910

920

930

940

950

960

970

980

04/02/2019

Station 0+55.gsz

Global Bearing Capacity Back Analysis Entry Exit Proposed

1:250

Deep Foundation Report and Analysis

Documents

Transcript of Deep Foundation Report and Analysis