APPENDIX II Laboratory Testing Program - Carmel River Geotech... · appendix ii laboratory testing program ... % gravel % sand % silt % clay uscs aashto pl ll size size number particle

Preliminary Geotechnical Data and Design Report – Carmel River Re-Route and San Clemente Dam Removal

APPENDIX II Laboratory Testing Program


APPENDIX II LABORATORY TESTING PROGRAM

Laboratory testing was conducted by two subcontracted laboratories. Cooper Testing Labs of Palo Alto, California, conducted all laboratory testing of soil samples. Testing of rock core samples was conducted by Geo Test Unlimited of Nevada City, California. Laboratory tests were conducted in accordance with appropriate ASTM standards. Descriptions of the laboratory tests conducted on selected soil samples are presented below. Test results are presented in the boring logs in Appendix I and are summarized in the following pages.

II.1 Moisture Testing

Moisture content tests were performed on selected samples recovered from soil borings. The results of these tests were used to correlate strength and compressibility data and to aid in evaluating soil properties. Moisture content and density tests were conducted in accordance with ASTM D 2216.

II.2 Sieve Analysis

Sieve analyses (percent passing the No. 200 sieve and full sieve analysis) were performed on selected samples of the subsurface materials. These tests were performed to evaluate the gradation characteristics of the soils and to aid in their classification. These tests were performed in accordance with ASTM D 1140 and ASTM D 422.

II.3 Atterberg Limits Testing (Liquid Limit, Plastic Limit, and Plasticity Index)

Atterberg limits are used primarily for classifying and indexing cohesive soil. The liquid and plastic limits, which are defined as the moisture content of a cohesive soil at established limits for liquid and plastic behavior, respectively, were determined for selected samples in general accordance with guidelines presented in ASTM D 4318. Plasticity index is defined as the difference in the water content between the liquid limit and the plastic limit.

II.4 Soil and Rock Classification

Visual soil classifications were conducted on all samples in the field and confirmed by laboratory testing. All soils were classified in general accordance with the Unified Soil Classification System as described by ASTM D 2487, which includes stiffness/relative density, color, major soil type (based on grain size), minor soil types, and relative moisture content. Rock core samples were classified in the field in general accordance with the methods set forth by USACE (1994). Classifications and sampling intervals are shown in the boring logs. The logs indicate the depths at which the soils or their characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted.

II.5 Unconfined Compression Test

Unconfined compression tests were conducted on selected rock core samples. Tests were conducted in general accordance with ASTM D 2938 test methods. Test results were used to


establish preliminary rock strength parameters for the purpose of slope stability analysis of the proposed bypass channel.

II.6 Point Load Strength Index Testing

Point load strength index testing was conducted on selected rock core samples. Tests were conducted in general accordance with ASTM D 5731 test methods. Point load strength index tests were used to establish preliminary strength data of rock for evaluating slope stability of the proposed bypass channel.

Job No: Date: 11/19/07Client: By: RUProject:

Boring: BH-3 BH-3 BH-3 BH-3 BH-3 BH-4 BH-4 BH-4Sample: 2 4a 4b 6 8 12a 12b 14aDepth, ft: 10 20 20 30 40 15 15 25VisualDescription:

Actual Gs

Assumed Gs

Total Vol ccVol Solids,ccVol Voids,ccMoisture, % 25.3 30.6 97.6 58.4 73.3 21.8 32.6 26.8Wet Unit wt, pcf

Dry Unit wt, pcf

Saturation, %Porosity, %Air filled Poros.,%

Water filled Poros.,%

Void RatioSeries 1 2 3 4 5 6 7 8Note: If an assumed specific gravity (Gs) was used then the saturation, porosities, and void ratio should be considered approximate.

Dark Gray & Black

Silty SAND

Dark Gray SAND

Dark Gray & Black Sandy SILT

Dark Gray & Black SILT w/ organics

Dark Gray & Black SILT w/ organics

MWH207-057a

San Clemente Dam Removal - 1881772.181602

Grayish GRAVEL

Dark Gray Silty SAND

Dark Brown

SAND w/ Silt

Moisture-Density

70

80

90

100

110

120

130

140

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0Moisture Content, %

Den

sity

, pcf

Series 1

Series 2

Series 3

Series 4

Series 5

Series 6

Series 7

Series 8

Zero Air-voids Curves, Specific Gravity

2.6 2.7

2.8

The Zero Air-Voids curves represent the dry density at 100% saturation for each value of specific gravity

Moisture-Density-Porosity ReportCooper Testing Labs, Inc.

Job No: Date: 11/19/07Client: By: RUProject:

Boring: BH-4 BH-5Sample: 14bDepth, ft: 25 10VisualDescription:

Actual Gs

Assumed Gs

Total Vol ccVol Solids,ccVol Voids,ccMoisture, % 52.3 11.1Wet Unit wt, pcf

Dry Unit wt, pcf

Saturation, %Porosity, %Air filled Poros.,%

Water filled Poros.,%

Void RatioSeries 1 2 3 4 5 6 7 8

MWH207-057b


Note: If an assumed specific gravity (Gs) was used then the saturation, porosities, and void ratio should be considered approximate.

Dark Gray SILT w/ organics

Grayish Brown

GRAVEL w/ Silt &

Sand

Moisture-Density

70

80

90

100

110

120

130

140

0.0 5.0 10.0 15.0 20.0 25.0 30.0 35.0 40.0Moisture Content, %

Den

sity

, pcf

Series 1

Series 2

Series 3

Series 4

Series 5

Series 6

Series 7

Series 8

Zero Air-voids Curves, Specific Gravity

2.6 2.7

2.8

The Zero Air-Voids curves represent the dry density at 100% saturation for each value of specific gravity

Moisture-Density-Porosity ReportCooper Testing Labs, Inc.

Project No.:

Project:

Client:

Cu

Cc

COEFFICIENTS

D10

D30

D60

REMARKS:GRAIN SIZE

SOIL DESCRIPTIONPERCENT FINERSIEVEPERCENT FINERSIEVE

LLPLAASHTOUSCS% CLAY% SILT% SAND% GRAVEL

sizesizenumber

PARTICLE SIZE DISTRIBUTION TEST REPORT

10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001200GRAIN SIZE - mm

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Figure

% + 3"

207-057


MWH

Source: BH-3 Elev./Depth: 5'3.780.93

0.9881.863.73

0.566.932.6

inches Grayish Brown Poorly Graded SAND w/Gravel

COOPER TESTING LABORATORY

Source: BH-3 Sample No.: 3a Elev./Depth: 15'

3.691.07

0.6341.262.34

2.597.00.5

Gray Poorly Graded SAND

Source: BH-3 Sample No.: 3b Elev./Depth: 15'

0.1030.181

14.884.60.6

Dark Gray Silty SAND

67.433.12.82.01.50.90.5

#4#10#30#40#50

#100#200

100.079.979.974.0

1.51

3/43/8

99.551.89.37.45.93.72.5

100.0

99.495.189.087.483.049.514.8

100.0

Project No.:

Project:

Client:

Cu

Cc

COEFFICIENTS

D10

D30

D60

REMARKS:GRAIN SIZE



sizesizenumber


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001200GRAIN SIZE - mm

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Figure

% + 3"

207-057


MWH

Source: BH-3 Sample No.: 5 Elev./Depth: 25'

0.1320.195

10.289.20.6

inches Gray Poorly Graded SAND w/ Silt



5.421.09

0.1250.3020.676

5.488.85.8

Gray Poorly Graded SAND w/ Silt

Source: BH-4 Sample No.: 11a Elev./Depth: 10'

3.161.15

1.152.193.63

1.371.926.8

Grayish Brown Poorly Graded SAND w/Gravel

99.497.796.996.191.438.210.2

#4#10#30#40#50

#100#200

100.099.8

13/43/8

94.287.156.043.429.712.55.4

100.095.895.4

73.225.56.04.33.22.01.3

100.094.985.1

Project No.:

Project:

Client:

Cu

Cc

COEFFICIENTS

D10

D30

D60

REMARKS:GRAIN SIZE



sizesizenumber


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001200GRAIN SIZE - mm

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Figure

% + 3"

207-057


MWH

Source: BH-4 Sample No.: 11b Elev./Depth: 10'5.402.04

0.1060.3530.574

6.890.62.6

inches Dark Gray Poorly Graded SAND w/ Silt



7.050.67

0.2180.4731.54

3.776.220.1

Dark Gray Poorly Graded SAND w/ Gravel

Source: BH-4 Elev./Depth: 30'

65.234.8

Dark Gray & Black Sandy SILT

97.495.262.839.823.712.96.8

#4#10#30#40#50

#100#200

100.098.6

31.5

13/43/8

79.964.937.726.415.77.03.7

100.082.082.082.081.8

100.099.498.497.696.491.265.2

Project No.:

Project:

Client:

Cu

Cc

COEFFICIENTS

D10

D30

D60

REMARKS:GRAIN SIZE



sizesizenumber


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001200GRAIN SIZE - mm

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Figure

% + 3"

207-057


MWH

Source: BH-5 Sample No.: 1 Elev./Depth: 5'15.950.89

0.2681.014.27

3.058.638.4

inches Brown Poorly Graded SAND w/ Gravel



200.784.37

0.1805.3236.1

GP4.524.770.8

Dark Gray & Black Poorly Graded GRAVELw/ Sand

61.644.920.515.611.25.73.0

#4#10#30#40#50

#100#200

100.082.982.979.469.8

31.5

13/43/8

29.222.718.517.014.68.54.5

100.063.741.041.034.1

Project No.:

Project:

Client:

Cu

Cc

COEFFICIENTS

D10

D30

D60

REMARKS:GRAIN SIZE



sizesizenumber


10

20

30

40

50

60

70

80

90

0

100

PE

RC

EN

T FI

NE

R

100 10 1 0.1 0.01 0.001200GRAIN SIZE - mm

6 in

.

3 in

.

2 in

.

1-1/

2 in

.

1 in

.

3/4

in.

1/2

in.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Figure

% + 3"

207-059

San Clemente Dam - 1881772

MWH

Source: TP-1 Elev./Depth: 2'3.810.90

0.4050.7491.54

0.383.416.3

inches Brown Poorly Graded SAND w/ Gravel


83.768.921.611.24.30.90.3

#4#10#30#40#50

#100#200

100.098.197.194.492.687.9

2.52

1.51

3/43/8

Job No.: Project No.: Run By: MDClient: Date: Checked By: DC

Project: Boring: BH-3

Sample: 9Depth, ft.: 45Soil Type:

Wt of Dish & Dry Soil, gm 550.0Weight of Dish, gm 328.7Weight of Dry Soil, gm 221.3Wt. Ret. on #4 Sieve, gm 2.2Wt. Ret. on #200 Sieve, gm 46.1% Gravel 1.0% Sand 19.8% Silt & Clay 79.2

1881772.18160211/20/2007

San Clemente Dam Removal

207-057MWH

Black Elastic SILT

w/ Sand

Remarks: As an added benefit to our clients, the gravel fraction may be included in this report. Whether or not it is included is dependent upon both the technician's time available and if there is a significant enough amount of gravel. The gravel is always included in the percent retained on the #200 sieve but may not be weighed separately to determine the percentage, especially if there is only a trace amount, (5% or less).

#200 Sieve Wash AnalysisASTM D 1140

Project:

Remarks:Client:Project No.

%<#200%<#40PIPLLLMATERIAL DESCRIPTION

LIQUID AND PLASTIC LIMITS TEST REPORT


Figure

LIQUID AND PLASTIC LIMITS TEST REPORT


USCS

MWH207-057

16061Black Elastic SILT w/ Sand


5 10 20 25 30 4059.2

60.2

61.2

62.2

63.2

64.2

NUMBER OF BLOWS

WA

TER

CO

NTE

NT

10 30 50 70 90 110LIQUID LIMIT

10

20

30

40

50

60P

LAS

TIC

ITY

IND

EX

47 CL-ML

CL or OL

CH or OH

ML or OL MH or OH

Dashed line indicates the approximateupper limit boundary for natural soils

Teo

estnlimitedU

G GT U

Test Equipment Design & Fabrication Laboratory & Field Testing

Consulting Services

Dr. Anders Bro

November 27, 2007

San Clemente Dam Project no: 1881772.181602

Unconfined Compression and Point Load Testing Jennifer Van Pelt MWH Americas, Inc. 2121 N. California Blvd., Suite 600 Walnut Creek, CA 94596

Dear Jennifer, Thank you for using my lab for these tests. This letter summarizes the test results

from the unconfined compression and point load tests on the samples that I received from you last week. The raw data sheets, plots, and the standard test procedures are appended to this letter, along with a CD containing the data files and digital photos of the samples both prior to and after testing.

A total of ten unconfined compression tests were performed along with eight point load tests. The samples generally consisted of diorite and were intact with very few fractures. Most fractures that were encountered were quartz-healed.

One of the samples was quite unique. Sample BH1-124 was lighter colored than the other samples and at first sight appeared to be a greenish gray colored granite with some pink feldspar evident at one end. I have classified this rock as granite, but I fear that I am wrong in this description. The first clue that this is a mis-identification is the incredibly high density of 193.2 pcf. When I first calculated this value, I thought that I had made a measurement error as the density was so out of line with any other rock type that I have ever tested. So I returned to the lab and remeasured the sample to find that my initial measurements were correct. I doubt the minerals in this sample could be quartz due to this high density. Secondly, the unconfined compressive strength (26,312 psi) was quite high for granite. I have tested rocks with higher strengths than this, but they are often associated with metamorphosed rocks in which fractures and microfractures are well healed. One possibility is that this rock was granite that had been subjected to a high degree of high grade metamorphism. This geologic process may have resulted in the extremely high density. It may be worthwhile to take another look at this sample and evaluate the rock type as it may have some bearing on the excavatability of this rock.

The only other potential mis-identification is that of Sample BH1-71. The density of this rock (174.6 pcf) is more in line with a more acidic rock and so perhaps this one should be classified as granodiorite?

The testing program was quite straightforward and the samples did not pose any difficulties during preparation or testing. The samples were tested according to the standard test procedures that are appended to this letter.

The test results are as follows:

___________________________________________________________________________________________________________ 27069 N. Bloomfield Rd. Nevada City, CA 95959 Tel/Fax (530)470-0583 email: [email protected]

2

Unconfined Compression & Point Load Test Results Sample

# Depth

(ft.) Description ρ

(pcf) UCS (psi)

PLI (psi)

BH1-29 29.6-30.1

Dark gray diorite with no apparent planes of weakness.

178.9 18,585 na

BH1-44 44.6-45.5

Dark gray diorite. na na 308

BH1-61 61.0-62.3


181.2 14,255 883

BH1-62 62.3-63.0


na na 941

BH1-71 71.9-73.0

Dark gray diorite (granodiorite?) with a few axial quartz healed hairline

fractures.

174.6 9691 na

BH1-124 124.2-125.0

Medium greenish gray granite(?), slightly

serpentinized with pink minerals near one end and an

axial healed joint.

193.2 26,312 na

BH2-16 16.9-18.5

Medium gray granodiorite with no apparent planes of

weakness.

168.1 10,819 647

BH2-49 49.0-49.8


180.4 13,118 na

BH2-54 54.0-55.0


181.1 13,713 647

BH2-61 61.1-62.4


180.3 10,780 624

BH2-76 76.5-77.6


182.2 10,241 860

BH2-88 88.8-90.3


179.2 18,393 1180

It should be noted that all of these tests were performed on NQ sized core (nominally 1.875” diameter) and due to the size effect probably exceed the strengths of the same rock but tested using the more standard HQ core size (2.375”diameter).

If you have any questions regarding these test results or the test procedures, please feel free to contact me so that we can discuss any of your concerns.

for GeoTest Unlimited _________________________ Dr. Anders Bro

APPENDIX II Laboratory Testing Program - Carmel River Geotech... · appendix ii laboratory testing program ... % gravel % sand % silt % clay uscs aashto pl ll size size number particle

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