Mobile Area Water and Sewer System Dwight McGough, P.E ... Report_Dec_2013.pdf · 0 5 10 15 20 25 30 35 5 28 8 8 7 4 1 1 1 1 1 1 2 1 2 2 2 2 9 8 7 5 5 8 11 14 12 8 14 14 5 7 10 S-1

2970 Cottage Hill Road, Ste. 190 Mobile, AL 36606

251.666.2443 ph. / 251.666.6422 fax www.thompsonengineering.com

A THOMPSON HOLDINGS, INC. COMPANY

December 20, 2013 Mobile Area Water and Sewer System Dwight McGough, P.E., Planning and Engineering Manager c/o CH2M HILL 25 W. Cedar Street, Suite 560

Pensacola, Florida 32502

Attention: David Muckerman, P.E., BCEE, Project Manager Subject: Report of Geotechnical Field and Laboratory Testing Services

Halls Mill Lift Station SWAT Equalization Basin Vicinity of Riviere Du Chien Road and Interstate Highway 10 Mobile, Mobile County, Alabama

Thompson Project No.: 13-1101-0300 Dear Mr. Muckerman: Thompson Engineering (Thompson) is pleased to present this report in accordance with the scope of services summarized in the Thompson proposal dated December 4, 2013. Objective Perform subsurface exploration and laboratory testing programs for the collection of geotechnical data in support of design/construction of the equalization basin for storage of wet-weather flows at the Halls Mill Lift Station. Project Information Project information was provided to Thompson by CH2M Hill via a Statement of Work document dated November 18, 2013. The project site is located off of Riviere Du Chien Road and approximately 900 feet south of Interstate Highway 10. Underground utilities were located before the commencement of drilling; boring B-2 was relocated approximately 14 feet west due to overhead utilities. Nominal site clearing was required to access boring B-4. The boring coordinates were provided in the SOW document and are illustrated in Plate 1. Borings were staked in the field by Thompson personnel using a handheld GPS unit.

Report of Geotechnical Field and Laboratory Testing Services MAWSS Halls Mill Lift Station, Mobile, Alabama December 20, 2013 Thompson Project No.: 13-1101-0300 Page 2 of 3

Plate 1 – Soil Test Boring Location Plan

Standard Penetration Test (SPT) Borings The field exploration was started and completed on December 11, 2013. The SPT borings were performed in accordance with ASTM Procedure D-1586. Continuous sampling was performed within the upper 10 feet of the subsurface profile and every 5 feet thereafter. A track-mounted drill rig was used to advance the boreholes using hollow stem augers. The total number of blows required to drive the split-spoon sampler the second and third 6-inch increments is designated as the N-value, and provides an indication of in-place soil strength, relative density and consistency. Representative portions of recovered soil samples were transported to Thompson’s geotechnical laboratory facility for classification and stratification by a geotechnical engineer. The results are presented on the attached Records of Test Boring and summarized below. Variations in subsurface soil conditions may occur between soil test boring locations. Recovered samples were not examined, either visually or analytically, for chemical composition or environmental hazards. Soil samples will be available for inspection for a period of 90 days, at which time they will be discarded.

N

0

5

10

15

20

25

30

35

5288

874

111

111

212

222

987

558

111412

81414

57

10

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SLIGHTLY SILTYSAND (SP-SM)

SILTY SAND (SM)

Dense, fine grained, brown,trace concrete

Medium dense, light brown

Very loose, brown

Very loose

Very loose

Very loose

Medium dense, finegrained, light brown

Medium dense

Medium dense

Medium dense

Medium dense

Boring terminated at 35 feet

36

11

2

2

3

4

15

13

26

28

17

9.5

17.6

10.1

8.2

RECORD OF TEST BORINGBORING NO.: B-1

PROJECT: MAWSS Halls Mill Lift Station SAMPLE METHOD: ASTM D1586 PAGE: 1 of

TYPE BORING: 2 1/4 HSA LAT.: 222596.51

PROJECT NO.: 1311010300 DRILLER: P.Pitts LONG.: 1766952.65

CLIENT: MAWSS and CH2M Hill DRILL RIG: Diedrich D-50 DATE: 12/11/13

LOCATION: Refer to Report Text GWL: 24' ATD WEATHER: Sunny & Cool

ENGINEER: G.Mercer GWL AT 24 HRS.: 22.0' ELEVATION: Not Available

Refer to Notes and Legend on separate sheet for additional information. This Record of Test Boring is part of the project Geotechnical Report.Actual strata changes may be gradual over depth.

DEPTH/ELEV.

SY

MB

OL

SA

MP

LE

R

SP

T

BL

OW

S

SA

MP

LE

I.D

. N

O.

MAJOR SOILCOMPONENT

OTHER COMPONENTS N %F MC LL PI UW OC UU UC PP VS FS

1

0

5

10

15

20

25

222

222

322

223

245

566

224

332

211

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SILTY SAND (SM)


Very loose, fine grained,brown

Very loose

Very loose, light brown

Loose

Loose

Medium dense

Loose, fine grained, lightbrown

Loose

Very loose, gray


4

4

4

5

9

12

6

5

2

15.8

17.3

6.6

13.2









DEPTH/ELEV.

SY

MB

OL

SA

MP

LE

R

SP

T

BL

OW

S

SA

MP

LE

I.D

. N

O.

MAJOR SOILCOMPONENT


1

0

5

10

15

20

25

244

322

233

333

566

567

268

67

10

679

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

SILTY SAND (SM)


Loose, fine grained, brown

Very loose

Loose, light brown

Loose

Medium dense, finegrained, light brown

Medium dense

Medium dense

Medium dense

Medium dense


8

4

6

6

12

13

14

17

16

39.2

8.8

10.5

5.6






LOCATION: Refer to Report Text GWL: 13.5' ATD WEATHER: Sunny & Cool



DEPTH/ELEV.

SY

MB

OL

SA

MP

LE

R

SP

T

BL

OW

S

SA

MP

LE

I.D

. N

O.

MAJOR SOILCOMPONENT


1

0

5

10

15

20

25

30

35

111

122

222

445

566

58

10

789

788

121517

121015

467

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

S-9

S-10

S-11

SILTY SAND (SM)


Very loose, fine grained,brown

Very loose

Very loose

Loose, light brown

Medium dense

Medium dense

Medium dense

Medium dense

Dense, fine grained, brown

Medium dense, light brown

Medium dense


2

4

4

9

12

18

17

16

32

25

13

20.2

15.3

5.6

2.6









DEPTH/ELEV.

SY

MB

OL

SA

MP

LE

R

SP

T

BL

OW

S

SA

MP

LE

I.D

. N

O.

MAJOR SOILCOMPONENT


1

Thompson Engineering

Mobile, Alabama

12/14/13

(no specification provided)

PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Very loose, brown

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0

90.388.074.967.361.644.426.716.011.9

9.5

12.4675 7.6670 0.77390.5079 0.2789 0.13970.0815 9.49 1.23

SP-SM

Natural Moisture: 10.1%

Mobile Area Water & Sewer Board

MAWSS - Halls Mill LS SWAT

1311010300

Material Description

Atterberg Limits

Coefficients

Classification

Remarks

Source of Sample: B-1 Depth: 3.0Sample Number: S-3 Date:

Client:

Project:

Project No: Figure

SIEVE PERCENT SPEC.* PASS?

SIZE FINER PERCENT (X=NO)

PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 25.1 7.6 22.9 34.9 9.5

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00

Particle Size Distribution Report


Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Medium dense, fine grained, light brown

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0100.0

93.462.739.925.419.917.6

0.7651 0.6744 0.40200.3227 0.1821

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.0 37.3 45.1 17.6

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Very loose

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0

99.699.594.667.440.124.718.715.8

0.7165 0.6219 0.37000.3073 0.1866

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.4 0.1 32.1 51.6 15.8

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Medium dense

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0

99.993.258.729.921.018.617.3

0.7720 0.6837 0.43390.3691 0.2504

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.1 41.2 41.4 17.3

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Loose, light brown

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0100.0

99.795.284.764.250.339.2

0.3060 0.2525 0.13590.1051

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.0 4.8 56.0 39.2

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Medium dense, fine grained, light brown

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0100.0

99.384.747.721.113.0

8.8

0.4778 0.4274 0.29550.2582 0.1858 0.11880.0842 3.51 1.39

SP-SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.0 15.3 75.9 8.8

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Very loose

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0100.0

95.975.251.132.924.620.2

0.6488 0.5502 0.30440.2435 0.1352

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.0 24.8 55.0 20.2

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00



Mobile, Alabama

12/14/13


PL= LL= PI=

D90= D85= D60=

D50= D30= D15=

D10= Cu= Cc=

USCS= AASHTO=

*

Loose, light brown

1.51.0.75.50

.375#4

#10#20#40#60

#100#140#200

100.0100.0100.0100.0100.0100.0

99.995.875.149.929.620.315.3

0.6501 0.5509 0.30880.2508 0.1516

SM




1311010300


Atterberg Limits

Coefficients

Classification

Remarks


Client:

Project:

Project No: Figure



PE

RC

EN

T F

INE

R

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

Clay

0.0 0.0 0.0 0.1 24.8 59.8 15.3

6 in

.

3 in

.

2 in

.

1½

in

.

1 in

.

¾ in

.

½ in

.

3/8

in

.

#4

#1

0

#2

0

#3

0

#4

0

#6

0

#1

00

#1

40

#2

00


Documents

Mobile Area Water and Sewer System Dwight McGough, P.E ... Report_Dec_2013.pdf · 0 5 10 15 20 25 30 35 5 28 8 8 7 4 1 1 1 1 1 1 2 1 2 2 2 2 9 8 7 5 5 8 11 14 12 8 14 14 5 7 10 S-1