appendix b – laboratory test resultsapps.azdot.gov/files/cns/portfolio/pf2016066/h... · poorly...

APPENDIX B – LABORATORY TEST RESULTS

ATL, INC.

Phoenix, AZ

(no specification provided)*

PL= LL= PI=

USCS (D 2487)= AASHTO (M 145)=

D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

Remarks

Poorly graded Sand with Silt and GravelMoisture Content: 2.0%

3"2.5"2"1.5

1.251

3/4"1/2"3/8"1/4"#4#8#10#16#30#40#50

#100#200

100100100

9999979386817571615951413528169.9

NP NV NP

SP-SM A-1-b

15.8031 11.9682 2.16631.1019 0.3285 0.14320.0760 28.50 0.66

6-27-14 7-3-14

J. Alcanterra

A. capper

Lab Supervisor

6-27-14

AECOM

ADOT ECS On-Call Ehrenberg, H616101D

213020-03

Material Description

Atterberg Limits (ASTM D 4318)

Classification

Coefficients

Date Received: Date Tested:Tested By:

Checked By:Title:

Date Sampled:Source of Sample: WBH 1 @ 14.0' - 15.0'Sample Number: 14-0176

Client:Project:

Project No: Figure

TEST RESULTSOpening Percent Spec.* Pass?

Size Finer (Percent) (X=Fail)

PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100

% +3" Coarse% Gravel

Fine Coarse Medium% Sand

Fine Silt% Fines

Clay0 7 22 12 24 25 10

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200

Particle Size Distribution Report

ATL, INC.

Phoenix, AZ


PL= LL= PI=


D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

Remarks

Silty Sand with gravelMoisture Content: 1.0%

1.51.25

13/4"1/2"3/8"1/4"#4#8#10#16#30#40#50

#100#200

100100

9795928881756359503933271813

NP NV NP

SM A-1-b

11.0771 7.8961 2.07251.1807 0.3532 0.1026

6-27-14 7-3-14

J. Alcanterra

A. Capper

lab Supervisor

6-27-14

AECOM


213020-03



Classification

Coefficients


Checked By:Title:

Date Sampled:Source of Sample: WBH 3 @ 14.5' - 16.0'Sample Number: 14-0178

Client:Project:

Project No: Figure



PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100



Fine Silt% Fines

Clay0 5 20 16 26 20 13

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200


ATL, INC.

Phoenix, AZ


PL= LL= PI=


D90= D85= D60=D50= D30= D15=D10= Cu= Cc=

Remarks

Poorly Graded Sand with Silt and GravelMoisture Content: 0.8%

3"2.5"2"

1.5"1.25"

1"3/4"1/2"3/8"1/4"#4#8#10#16#30#40#50

#100#200

10097979795939086817672636051393325138.2

NP NV NP

SP-SM A-1-b

19.2303 11.9503 2.02651.1239 0.3663 0.17040.1022 19.83 0.65

6-27-14 7-10-14

J. Alcanterra

A. Capper

lab Supervisor

6-27-14

AECOM


213020-03



Classification

Coefficients


Checked By:Title:

Date Sampled:Source of Sample: TP 3 @ 0.0' - 3.0'Sample Number: 14-0201

Client:Project:

Project No: Figure



PER

CEN

T FI

NER

0

10

20

30

40

50

60

70

80

90

100

GRAIN SIZE - mm.

0.0010.010.1110100



Fine Silt% Fines

Clay0 10 18 12 27 25 8

6 in

.

3 in

.

2 in

.

1½ in

.

1 in

.

¾ in

.

½ in

.

3/8

in.

#4 #10

#20

#30

#40

#60

#100

#140

#200


R-VALUE TEST REPORT

ATL, Inc.

R-VALUE TEST REPORT

Date: 7/16/2014

Project No.: 213020-03

Project:ADOT ECS On-Call Ehrenberg, H616101D

Source of Sample: TP 1 @ 0.0' - 3.0'

Sample Number: 14-0197

Remarks:

Checked by: A. Capper

Tested by: A. Capper

Poorly Graded Sand with Silt and Gravel

Moisture Content: 1.6%

Figure

Material DescriptionTest Results

No.

Compact.

Pressure

psi

Density

pcf

Moist.

%

Expansion

Pressure

psi

Horizontal

Press. psi

@ 160 psi

Sample

Height

in.

Exud.

Pressure

psi

R

Value

R

Value

Corr.

Resistance R-Value and Expansion Pressure - ASTM D 2844

R-value at 300 psi exudation pressure = 61.7

1 350 134.3 7.6 0.00 32 2.40 191 68.1 65.9

2 350 133.6 8.0 0.00 39 2.45 298 61.7 61.7

3 350 135.8 7.2 0.00 35 2.41 390 64.1 62.0

Exudation Pressure - psi

R

-valu

e

100 200 300 400 500 600 700 8000

20

40

60

80

100

Tested By: A. Capper Checked By: A. Capper

DIRECT SHEAR TEST REPORTATL, INC.

Phoenix, AZ

Client: AECOM

Project: ADOT ECS On-Call Ehrenberg, H616101D

Source of Sample: WBH 5 @ 15.0' - 16.0'


Proj. No.: 213020-03 Date Sampled: 6-27-14

Sample Type: In-Situ

Description: Poorly Graded Silt with gravel

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %Dry Density, pcfSaturation, %Void RatioDiameter, in.Height, in.Water Content, %Dry Density, pcfSaturation, %Void RatioDiameter, in.Height, in.

Normal Stress, ksfFail. Stress, ksf Strain, %Ult. Stress, ksf Strain, %Strain rate, in./min.

Initi

alAt

Tes

t

Shea

r Stre

ss, k

sf

0

1.5

3

4.5

6

7.5

9

Strain, %

0 5 10 15 20

1

2

3

Fail.

Stre

ss, k

sf

0

3

6

9

Normal Stress, ksf

0 3 6 9 12 15 18

C, ksf f, deg Tan(f)

Results1.74053.98

1.38

1

6.5

125.6

54.6

0.3172

2.400

1.000

6.5

125.6

54.2

0.3172

2.400

1.0001.000

2.78014.6

0.020

2

5.8

125.9

49.1

0.3141

2.400

1.000

5.7

125.9

48.5

0.3141

2.400

1.0002.000

4.99516.7

0.020

3

6.8

125.7

56.8

0.3158

2.400

1.000

6.8

125.7

57.4

0.3158

2.400

1.0004.000

7.0748.3

0.020

Tested By: A. Capper Checked By: A. Capper

DIRECT SHEAR TEST REPORTATL, INC.

Phoenix, AZ

Client: AECOM

Project: ADOT ECS On-Call Ehrenberg, H616101D

Source of Sample: BBH 3 @ 20.0' - 21.0'


Proj. No.: 213020-03 Date Sampled:

Sample Type: In-Situ

Description: Poorly Graded Sand with Silt and

Gravel

Assumed Specific Gravity= 2.65

Remarks:

Figure

Sample No.

Water Content, %Dry Density, pcfSaturation, %Void RatioDiameter, in.Height, in.Water Content, %Dry Density, pcfSaturation, %Void RatioDiameter, in.Height, in.

Normal Stress, ksfFail. Stress, ksf Strain, %Ult. Stress, ksf Strain, %Strain rate, in./min.

Initi

alAt

Tes

t

Shea

r Stre

ss, k

sf

0

1

2

3

4

5

6

Strain, %

0 5 10 15 20

1

2

3

Fail.

Stre

ss, k

sf

0

2

4

6

Normal Stress, ksf

0 2 4 6 8 10 12

C, ksf f, deg Tan(f)

Results1.51438.34

0.79

1

2.2

114.2

13.2

0.4481

2.400

1.000

2.7

114.2

15.9

0.4481

2.400

1.0001.000

2.44110.4

0.020

2

2.5

114.7

15.1

0.4428

2.400

1.000

2.3

114.7

13.8

0.4428

2.400

1.0002.000

2.89310.4

0.020

3

2.7

113.5

15.7

0.4579

2.400

1.000

2.4

113.5

13.9

0.4579

2.400

1.0004.000

4.74610.4

0.020

APPENDIX B ADOT Geotechnical Report 04‐29

Dated August 31, 2004

APPENDIX C Method Specification for Compaction of Native Soils

203ERWK - E - 1/1

Modify Compaction (07/24/14)

SECTION 203 - EARTHWORK: 203-10.03

(B) Compaction: the section is revised to include the following method specification for mass grading operations:

Density requirements will not apply to portions of embankments constructed of materials that cannot be tested by approved in-place methods such as AZ 230 or AZ 235. Materials shall be placed, spread and leveled in 12 inches thick layers over the full width of the embankment. Adjust the moisture content of the material to a range of minus 1 percent to plus 4 percent of optimum moisture, as determined on the minus #4 fraction. Optimum moisture shall be determined by Arizona Test Method 225, Method A. Compact each layer of material full width with one of the following:

(1) Six roller passes of a vibratory roller having a minimum dynamic force 40,000 pounds impact per vibration and a minimum frequency of 1,000 vibrations per minute

(2) Twelve roller passes of a vibratory roller having a minimum dynamic force of 30,000 pounds impact per vibration and a minimum frequency of 1,000 vibrations per minute Operate vibratory rollers at speeds less than 3 feet per second. In addition to the above rolling, each layer shall be further compacted by routing the hauling equipment uniformly over the entire width of the embankment.

appendix b – laboratory test resultsapps.azdot.gov/files/cns/portfolio/pf2016066/h... · poorly...

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