Geotechnical Exploration and Laboratory Testing Servicesdnhiggins.com/docs/RFB 732 Stockpile Soil...

Geotechnical Exploration and Laboratory Testing Services

Rolling Meadows Spoil Pile Analysis

Polk County, Florida AMEC Project Number: 6785-13-2484 – Phase 06

To: Howard Searcy, Jr. Project Manager South Florida Water Management District

Date: 10/24/2014

From: Brian S. Hathaway, P.E. AMEC Environment & Infrastructure, Inc.

amec.com

Geotechnical Exploration and Laboratory Testing Services October 24, 2014 Rolling Meadows Spoil Pile Analysis Project No. 6784-13-2484.06

2 AMEC Environment & Infrastructure, Inc. 2580 Metrocentre Blvd. Suite #6 ● West Palm Beach, FL, 33407● Phone: 561-242-7713 ● Fax 561-242-5591

PROJECT INFORMATION Project information was provided to us in the form of a Statement of Work document prepared by the SFWMD. We understand that the spoil pile has been identified as a potential borrow source for re-use as construction fill material. Particularly, we understand that the Rolling Meadows Improvement project will require embankment fill material in order to increase the elevation of the levee along the southern boundary of Parcel B to 57 feet NGVD 29 in order to prevent flooding of adjacent property owners. The Rolling Meadows Restoration project is located immediately west of the C-37 Canal and bounded to the north by Lake Hatchineha, to the west by Catfish Creek, and Camp Mack Road to the south. The property consists of approximately 5,784 acres and was recently purchased by the Florida Department of Environmental Protection (FDEP) and the SFWMD in 2002, as part of the Kissimmee Headwaters Revitalization Project. Furthermore, we understand that Kissimmee River Revitalization Project will modify and raise the regulation schedule for the Upper Chain of Lakes in 2015. This will allow more natural fluctuations of water levels within the lakes and enhance the littoral habitats surrounding the lakes. A Project Location Map is included in the attachments of this report. The purpose of our work was to perform a limited geotechnical investigation of the stockpiled material to determine soil classification and soil suitability for reuse as borrow material. We understand that the stockpile is the result of hydraulic dredging of C-37. The spoil pile covers an area of approximately 70 acres and rises approximately 10 feet above the existing site grade. FIELD EXPLORATION AND LABORATORY TESTING PROGRAM Field Exploration Our field investigation was conducted on September 29 and 30, 2014. Prior to mobilizing our field exploration personnel and equipment, we conducted a site reconnaissance visit, marked the planned exploration locations, and resolved conflicts with underground utilities within the planned exploration areas through Sunshine State One Call of Florida, Inc. We performed a total of 12 Standard Penetration Test (SPT) borings spaced in four staggered rows approximately 300 feet apart with three borings per row throughout the spoil pile. Each boring was drilled and continuously sampled to a depth of 14 feet below the existing ground surface. Field explorations were performed with an All-Terrain-Vehicle (ATV) mounted drill rig. The borings were performed on top of the spoil pile. The boring locations were selected by AMEC representatives and approved by the SFWMD. Actual boring locations were located in the field with the use of a hand-held GPS device. The ground surface elevation at the boring locations were neither provided to us nor determined by us. The approximate boring locations are shown on the attached Field Exploration Plan. The Soil Test Boring Records, included in the attachments, graphically present SPT penetration resistance (N-value), depth where the groundwater was encountered, soil classification (Unified Soil Classification System), and descriptions of the soil stratums encountered. Upon completion of the soil borings, the boreholes were backfilled with existing on-site soils and drill cuttings. A brief description of the exploratory drilling and sampling techniques used are presented in the attached Field Procedures. Laboratory Testing Soil samples collected during our field exploration were placed in moisture tight containers and transported to our West Palm Beach laboratory. All samples were visually classified by a geotechnical engineer and described using nomenclature consistent with the Unified Soil Classification System (USCS).



Classification and Index Property Testing – Laboratory index property tests were performed on representative soil samples obtained from the borings to assist in classifying the soils in general accordance with the USCS. The index property and classification testing consisted of the following tests:

24 moisture content tests 24 grain size distribution tests 11 organic content (loss-on-ignition) tests

The results of the classification and index property tests are summarized on the Summary of Laboratory Test Results and presented in more detail in the attached Particle Size Distribution Analysis Reports . pH Testing – pH testing was performed on representative soil samples recovered within the spoil stockpile. We understand that this test data will be used by the SFWMD to evaluate if the soil will be suitable to support turf established either by hydro seeding or the placement of sod. SITE AND SUBSURFACE CONDTIONS Site Conditions AMEC performed a site visit on September 29 and 30, 2014. The site was accessed from Collier Farm Road and required coordination with Mr. Searcy to gain access through a locked gate. The top of spoil stockpile is relatively level with a height of approximately 8 to 10 feet above the existing surrounding site grade. While on site, it was observed that the spoil pile exhibited sparse vegetation growth and mostly of naturally occurring pasture weeds. Subsurface Conditions General – A Graphical representation of the subsurface conditions encountered at the boring locations is shown in the attached Generalized Subsurface Profile. The profile and soil conditions outlined below highlight the major subsurface stratification. The attached Soil Test Boring Records should be consulted for detailed descriptions of the subsurface conditions encountered at each boring location. When reviewing the boring records and the subsurface profile, it should be understood that soil conditions may vary between and away from the boring locations. Subsurface Profile – In general, the soils encountered at the SPT boring locations consisted of pale brown fine to medium grained SAND (USCS Symbol SP) to depths of approximately 6 to 11 feet (hydraulically placed dredge spoil material). Beneath this material, most borings encountered a thin layer (¼ to ½ foot thick) of dark brown sandy SILT to silty SAND (USCS symbols MH, SM, respectively) with organics. This thin layer is believed to be the result of the sedimentation of fine particles atop the native soils during the hydraulic deposition of the dredged spoils. Beneath the dredged spoils, the borings typically encountered native topsoil material, typically ½ to 1¼ feet thick, consisting of dark gray fine SAND with silt (SP-SM) and traces of organics. Below the topsoil (where present), gray to reddish brown fine to medium grained SAND (SP) and SAND with silt (SP-SM) was encountered to the boring terminus depth of 14 feet below the ground surface. Groundwater – The depth to groundwater was measured at the boring locations at the time of drilling. The groundwater encountered in the boreholes ranged in depth from of approximately 1 to 5 feet below the existing ground surface. It is noted that groundwater measurements were made during drilling, without allowing any time for stabilization; as such, these measurements should be considered approximate. The measured groundwater levels indicate that the stockpiled dredged spoils are partially



saturated. The ground surface in the surroundings of the spoil pile was generally dry at the time of our exploration, with some standing water observed in localized depressions. The stockpiled spoils are expected to drain during extended dry periods. Fluctuations in groundwater levels in the areas surrounding the spoil pile should be expected due to seasonal climatic changes, rainfall variations, and surface water runoff. EVALUATION AND RECOMMENDATIONS General AMEC has not been provided with project specific information nor have we received details of the project’s planed improvements. The recommendations presented herein shall be considered as general guidelines and do not intend to replace or take precedent over the project’s Technical Specifications and construction documents. Deviations observed and/or encountered during the handling of the dredge spoil materials should be reported to AMEC for further evaluation, as needed. The assessment of site environmental conditions or the presence of pollutants in the soil, rock or groundwater of the site is beyond the proposed scope of this geotechnical exploration. Evaluation of Stockpiled Dredge Spoils In general, the dredge materials encountered in the borings within depths of approximately 6 to 11 feet from the top of the stock pile, consisted of clean fine to medium grained SAND (SP). These soils are considered acceptable for use as structural or embankment fill material. Material to be used as structural or embankment select fill should undergo quality control laboratory testing at frequencies specified in the construction documents in order to confirm compliance with project specifications. Saturated soils will require draining prior to placement and compaction. Soils observed to contain appreciable amounts of organics and/or fine particles should be tested to confirm their suitability as fill material. The thin layer of sandy SILT to silty SAND (MH and SM) material found near the bottom of the dredged spoils stockpile are not suitable for use as structural or select embankment fill due to their excessive amounts of fines and organics. Based on the result of our laboratory testing, these materials have a fines content ranging from approximately 43 to 87 percent and an organic content ranging from 8 to 10 percent. The SFWMD provides standard definitions and guidelines for the classification and acceptability of fill materials within their Technical Specification provisions and construction documents. Table 1 below presents a general summary of the SFWMD’s Select Backfill Material specification requirements for particle size distribution, soil classification, and organic content and the laboratory test results performed on the (SP) sands encountered within the limits of the spoil stockpile. It is noted that these specifications are generic for SFWMD projects and are often slightly modified based on specific project requirements and field conditions.



TABLE 1: Comparison between Laboratory Test Results and SFWMD Select Backfill Criterion

Test Parameter Spoil Pile Fill

Material Test Results

Specification Limits (Sect. 02200, Part. 1.03 A)

Particle Size

(ASTM D6913)

% Passing 3” Sieve 100 % 100 %

% Passing ¾” Sieve 100 % 70 to 100 %

% Passing No. 4 Sieve 99.5 % to 100% 30 to 100 %

% Passing No. 40 Sieve 64.1% to 99.3 % 15 to 100 %

% Passing No. 100 Sieve 6.3.% to 39.3 % 5 to 65 %

% Passing No. 200 Sieve 0.4% to 2.6 % 0 to 15 %

Organic Content (ASTM D2974) 0.0% to 0.1 % Max. 2%

USCS Symbol (ASTM D2487) SP SW, SP, SP-SM, SP-SC, SC, SM pH (FM 5-550) 7.2 to 8.6 N/A

In brief, based on the results of our laboratory tests, the sampled spoil material (encountered to depths of 6 to 11 feet) conforms to the SFWMD standard project specification requirements for Select Fill. Generic Recommendations for Construction Using the Stockpiled Spoils Surface Stripping – Prior to the placement of any fill material, we recommend that surficial striping of surface vegetation be performed. All tree stumps, brush, and root concentrations should be stripped and removed for a distance of at least five feet beyond the proposed construction limits of the proposed structures and site improvements. Stripping shall minimize the disturbance of existing vegetation that is designated to remain. Proofrolling of Exposed Surface – Following stripping operations and documentation of the acceptability of the exposed surficial soils by the geotechnical engineer, the proposed construction areas should be proofrolled using a loaded dump truck or a moderate weight steel drum roller having a total static weight of 5 to 10 tons and a drum diameter of 4 to 5 feet. If a vibratory roller is used for the proofrolling process, its vibratory component should be engaged during this operation. The purpose of the proofrolling procedure is to delineate (by rutting or excessive permanent deflection) any zones of organic deposits, muck, or very loose clayey or silty sands or other unacceptable soft soils or fill materials. Any areas that rut or deflect excessively during the proofrolling process should be removed and replaced with acceptable, compacted structural fill soils. We recommend that a qualified geotechnical engineer or engineering technician working under the direction of a geotechnical engineer witness the proofrolling operations. Excavation and Removal - Prior to the placement of fill, any yielding or otherwise unsuitable soils found shall be excavated and removed. The excavation shall be performed for a distance of at least five feet beyond the proposed footprint of any structures, roadways, or earthen embankments. Excavation of unsuitable materials encroaching below the ambient groundwater level may require dewatering measures, depending on the project specifications. In any case, we recommend that any excavation of unsuitable soils be observed and documented by a geotechnical engineer or qualified, experienced senior engineering



technician from AMEC. Excavated material shall be treated / disposed of as directed in the construction specifications. Surface Water Control and Dewatering – The Contractor should be responsible for controlling surface water runoff during site preparation and construction. Construction areas should be graded to drain stormwater runoff away from the immediate area of preparation. This is particularly important during wetter climatic seasons (summer and fall). Ponding of surface water in the prepared subgrades should not be allowed. The Contractor should be responsible for implementing temporary dewatering measures as directed in the construction documents. The groundwater level should be controlled a minimum of 24 inches below the bottom of any excavation and prepared subgrade. The Contractor may consider construction of hydraulic barrier / recharge trench, or other measures, so that dewatering activities do not adversely affect hydro periods of exiting wetlands or integrity/serviceability of adjacent existing facilities and buried utilities. Placement of Fill – Structural and/or embankment select fill, as required, should typically be placed in lifts not exceeding 12 inches, unless otherwise indicated, in loose thickness when using a moderate weight vibratory drum roller having a total operating static weight (including fuel and water) of at least 5 tons and a drum diameter of 3 to 4 feet. Each lift should be compacted in accordance with the construction specifications and drawing documents. Structural fill should have a maximum particle size of three inches, and consist of inorganic, granular soils classified as SM, SC, SP, SP-SM, SW, GC, GM, GP, or GW in accordance with ASTM D2487. Although it would be acceptable to utilize soils with fines contents greater than 12 percent (SM, SC) as fill materials, these soils require strict moisture control and are generally more difficult to compact than the cleaner sands due to their moisture sensitivity. Erosion Control – Positive erosion control measures should be utilized on earthen embankments side slopes. Fine sands are particularly susceptible to surface erosion as a result of short-duration intense rainstorms and wind driven waves from surface water. We usually recommend that a biodegradable mesh or fabric be placed on these slopes in order to help minimize surface erosion until a vegetative cover can be established. Alternatively, sodding of the slopes or the application of relatively heavy, highly viscous, hydraulically-applied mulches could be used to minimize erosion. Regardless of the type or method of erosion control measures employed, some maintenance of the slopes should be anticipated, particularly in their early life (first six to eighteen months). Any erosion rills that develop should be stabilized so that a permanent vegetative cover can become established. General Construction Monitoring and Testing Guidelines Prior to initiating compaction operations, representative samples of the structural fill and on-site excavated soils should be taken and tested to determine their compaction and classification characteristics. The maximum dry density, optimum moisture content, gradation and plasticity characteristics should be determined. These tests are needed for compaction quality control during the construction.



During compaction operations, a representative number of in-place field density tests should be performed to confirm that the required degree of compaction is obtained. We recommend the following minimum density testing frequencies:

Table 2: Recommended Field Density Test Frequencies Area Recommended Minimum Density Test Frequency

Water Control Structures -

Bearing Surface Soils 1 test per 50 linear feet or 100 ft2 area, in compacted existing bearing surface and in each lift of structural fill or backfill

Structural Pipe Backfill 2 tests per 100 linear feet in existing compacted structural fill soils, on both sides of the pipe and in each lift of structural fill or backfill

Embankment Backfill 1 test per 2,400 ft2 in existing compacted structural fill soils and in

each lift of structural fill or backfill

Construction Plans and Specifications Review

We recommend that the geotechnical engineers that prepared this report be provided the opportunity to make a general review of the plans and specifications prepared from the recommendations presented in this report. We would then suggest any modifications such that our recommendations are properly interpreted and implemented. Our report has been written in a guideline recommendation format and is not appropriate for use as a specification without in-part being reworded into a specification-type format. We recommend that this report not be made a part of the contract documents; however, it should be made available to prospective contractors for information purposes.

ATTACHMENTS

PROJECT LOCATION MAP

DRAWN BY: JLB

CHECKED BY: RF SCALE: NTS

DATE: 10/09/2014

PROJECT

LOCATION

AMEC Project No. 6784132484 Phase 06

SOUTH FLORIDA WATER MANAGEMENT DISTRICT

ROLLING MEADOWS SPOIL PILE ANALYSIS

POLK COUNTY, FLORIDA

Figure 1: Project Location Map

N

FIELD EXPLORATION PLAN

DRAWN BY: JLB

CHECKED BY: RF SCALE: NTS

DATE: 10/09/2014

AMEC Project No. 6784132484 Phase 06

SOUTH FLORIDA WATER MANAGEMENT DISTRICT

ROLLING MEADOWS SPOIL PILE ANALYSIS

POLK COUNTY, FLORIDA

Figure 2: Field Exploration Plan

N

B-1 B-3 B-5

B-4

B-8 B-10

B-6 B-2

B-9

B-7

B-11

B-12

GENERALIZED SUBSURFACE PROFILE

0

1

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B-1

B.T. at 14'

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8

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2

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10

B-10

B.T. at 14'

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9

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B.T. at 14'

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13

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1

10

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B-12

B.T. at 14'

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B-2

B.T. at 14'

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14

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B-3

B.T. at 14'

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B-4

B.T. at 14'

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3

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45

B-5

B.T. at 14'

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1

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20

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B-6

B.T. at 14'

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B-7

B.T. at 14'

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B-8

B.T. at 14'

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5

1

1

10

5

2

B-9

B.T. at 14'

Dep

th (

feet

)

Checked by:Note: Ground surface elevation not available at time of drilling.

GENERALIZED SUBSURFACE PROFILE

PROJECT NAME: Rolling Meadows Spoil Pile AnalysisPROJECT NO.: 6784132484.06PROJECT LOC.: Polk County, Florida

SO

IL-M

IA-2

RO

LL

ING

ME

AD

OW

S.G

PJ

AM

EC

.GD

T 1

0/24

/14

SOIL TEST BORING RECORDS

Light brown fine to medium SAND, trace silt (SP)

pH = 8.1%

pH = 8.3%

Light gray

Very dark brown SILT with sand and organics (MH)Brown fine to medium SAND, trace silt (SP)

Pale brown

Dark reddish brown fine to medium SAND with silt, trace organics(SP-SM)

Boring terminated at 14.0 feet

4

8

2

3

8

10

5

1

2

3

4

5

6

7

8

2-2-2-3

3-4-4-4

2-1-1-1

1-0-3-0

1-4-4-7

4-5-5-6

1-3-2-3

Carlton RoseDietrich D-50 Automatic HammerStandard Penetration Test3-in

DRILLER:EQUIPMENT:METHOD:HOLE DIA.:REMARKS:

SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100

SOIL TEST BORING RECORD

HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)

FINES CONTENT (%) ORGANIC CONTENT (%)

SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E

GROUND WATER LEVEL (ft): 2.8

MATERIAL DESCRIPTION,CLASSIFICATION AND REMARKS

Reviewed by:BORING LOCATION: Refer to Figure 2 (N27.96993° W80.41056°)

PAGE 1 OF 1THIS RECORD IS A REASONABLE INTERPRETATION OFSUBSURFACE CONDITIONS AT THE EXPLORATIONLOCATION. SUBSURFACE CONDITIONS AT OTHERLOCATIONS AND AT OTHER TIMES MAY DIFFER.INTERFACES BEWEEN STRATA ARE APPROXIMATE.TRANSITIONS BETWEEN STRATA MAY BE GRADUAL.

PROJECT NAME:PROJECT LOC.:PROJECT No.:DATE DRILLED:BORING No.:

Rolling Meadows Spoil Pile AnalysisPolk County, Florida6784132484.069/29/2014B-1

DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4

Very pale brown fine to medium SAND, trace silt (SP)

pH = 8.0%

Pale brown

pH = 8.0%

Dark gray fine SAND with silt, trace organics(SP-SM, native topsoil)

Dark brown fine to medium SAND with silt, trace organics(SP-SM)

Brown


7

13

8

11

2

10

9

1

2

3

4

5

6

7

8

1-3-4-5

5-6-7-6

3-3-5-7

4-5-6-5

2-1-1-3

5-4-6-7

4-4-5-5



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

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INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E

GROUND WATER LEVEL (ft): 5






DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.6%

Light gray

pH = 7.9%

Brown

Very dark brown fine to medium SAND with silt, trace organics(SP-SM)

Brown


10

21

25

13

6

14

0

1

2

3

4

5

6

7

8

2-3-7-9

5-10-11-13

8-11-14-16

5-6-7-7

5-3-3-2

4-7-7-8

1-0-0-2



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.7%

pH = 8.0%

Pale brown fine to medium SAND with silt, thin dark brown siltseams, trace organics (SP-SM)

Very dark brown SILT with sand and organics (MH)Dark gray fine SAND with silt, trace organics(SP-SM, native topsoil)

Gray fine to medium SAND, trace silt (SP)

Dark reddish brown fine to medium SAND with silt, trace organics(SP-SM)


5

8

7

6

2

12

12

1

2

3

4

5

6

7

8

9

10

11

2-2-3-5

3-3-5-5

4-3-4-5

2-3-3-3

1-1-1-3

5-4-8-9

4-5-7-6



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4

109.4

Pale brown fine to medium SAND, trace silt (SP)

pH = 7.9%

pH = 7.8%

Thin silt seams

Very dark brown SILT with sand and organics (MH)Pale brown fine to medium SAND with silt, trace silt seams(SP-SM)

Very dark brown

Brown


7

11

6

5

3

13

45

1

2

3

4

5

6

7

8

9

3-3-4-4

5-5-6-7

1-2-4-3

2-2-3-4

2-2-1-2

4-6-7-6

12-22-23-19



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.4%

pH = 7.6%

thin silt seams


Dark reddish brown, fine to medium SAND with silt, trace organics(SP-SM)

Brown

Dark brown


8

16

9

1

0

20

4

1

2

3

4

5

6

789

10

11

3-3-5-5

4-8-8-10

4-5-4-4

1-1-0-1

1-0-0-0

4-7-13-10

4-2-2-3



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.4%

pH = 7.3%

Dark brown fine to medium silty SAND (SM)Dark gray fine SAND with silt, trace organics(SP-SM, native topsoil)

Light brown fine to medium SAND, trace silt (SP)Dark reddish brown fine to medium SAND with silt (SP-SM)

Brown fine to medium SAND, trace silt (SP)

Light brown

Dark reddish brown fine to medium SAND with silt (SP-SM)


5

9

3

1

7

6

2

1

2

3

4

5

6

7

8

9

10

2-2-3-2

3-4-5-3

2-2-1-1

1-0-1-3

5-3-4-4

2-2-4-3

2-0-2-3



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.4%

pH = 7.2%

Gray fine to medium SAND with silt, trace organics (SP-SM)


Brown fine to medium SAND, trace silt (SP)

Dark grayish-brownVery dark gray fine to medium SAND with silt, trace organics(SP-SM)


5

5

5

0

10

8

4

1

2

3

4

5

6

7

8

9

10

11

1-2-3-4

2-3-2-3

1-2-3-1

1-0-0-0

2-4-6-6

3-3-5-5

2-1-3-5



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4

114.5


pH = 7.2%

pH = 7.5%

Dark gray fine SAND with silt, trace organics(SP-SM, native topsoil)

Light gray fine to medium SAND, trace silt (SP)


Gray fine to medium SAND, trace silt (SP)

Brown

Grayish brown fine to medium SAND with silt (SP-SM)


4

5

1

1

10

5

2

1

2

3

4

5

6

7

8

9

10

1-2-2-4

2-3-2-4

1-1-0-2

1-0-1-0

1-3-7-8

3-2-3-4

1-1-1-4



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.5

pH = 8.6

Very dark brown SILT with sand and organics (MH)

Dark gray fine SAND with silt, trace organics(SP-SM, native topsoil)Dark reddish brown fine to medium SAND with silt (SP-SM)


Grayish brown fine to medium SAND with silt (SP-SM)


6

8

6

2

3

17

10

1

2

3

4

5

6789

10

11

12

2-2-4-5

2-3-5-6

1-3-3-5

1-1-1-0

1-0-3-4

4-8-9-11

4-4-6-5



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 7.9%

pH = 7.3%

Thin silt seamsVery dark brown SILT with sand and organics (MH)Gray fine SAND with silt, trace organics(SP-SM, native topsoil)

Very dark brown silty SAND with some organics (SM)


6

7

7

8

8

3

9

1

2

3

4

5

6

789

10

2-2-4-4

4-3-4-4

1-3-4-6

3-3-5-6

3-3-5-6

2-1-2-5

1-2-7-11



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4


pH = 8.0%

pH = 8.4%

Very pale brown SILT with sand and organics (MH)


Grayish brown

Brown

Dark brown, trace organics


8

13

5

0

1

10

2

1

2

3

4

5

6

7

8

9

10

2-4-4-6

6-7-6-6

2-2-3-2

1-0-0-1

1-0-1-3

4-4-6-8

2-1-1-2



SPT DATA

5

10

0 10 20 30 40 50 60 70 80 90 100


HA

MM

ER

BL

OW

SP

ER

6"

INT

ER

VA

L

GRAPHICLOG

10 20 30 40 50 60 70 80 90 100

PL (%) NM (%) LL (%)


SPT N VALUES (bpf)

SA

MP

LE

NO

.

SP

TN

VA

LU

E







DEPTH(ft)

0

5

10

15SP

T R

OL

LIN

G M

EA

DO

WS

.GP

J A

ME

C.G

DT

10/

24/1

4

118.2

KEY TO CLASSIFICATION AND SYMBOLS

AMEC Environment Infrastructure, Inc.2580 Metrocentre Blvd. Suite No. 6

West Palm Beach, FL 33407

SANDS & GRAVELS SILTS & CLAYS SPT N VALUE (BLOWS/FOOT)

KEY TO CLASSIFICATION AND SYMBOLS

CORRELATION OF PENETRATION RESISTANCE (N) WITH RELATIVE DENSITY AND CONSISTENCY

SPT N VALUE (BLOWS/FOOT)

RELATIVE DENSITY SAFETY HAMMERAUTOMATIC

HAMMER CONSISTENCYSAFETY

HAMMERAUTOMATIC

HAMMERVERY LOOSE 0 - 4 0 - 3 VERY SOFT 0 - 2 0 - 1

LOOSE 5 - 10 4 - 8 SOFT 3 - 4 2 - 3

MEDIUM DENSE 11 - 30 9 - 24 FIRM 5 - 8 4 - 6

DENSE 31 - 50 25 - 40 STIFF 9 - 15 7 - 12

VERY DENSE > 50 > 40 VERY STIFF 16 - 30 13 - 24

HARD > 30 > 24

MODIFIERS MODIFIERSORGANIC CONTENT APPROXIMATE CONTENT, BY

WEIGHT

MODIFIERS

TRACE TRACE

SLIGHTLY ORGANIC FEW

ORGANIC LITTLE

PEAT SOME 30% to 45%

5% to 30%

> 30%The modifiers provide our estimate of the percentages of gravel, sand, and fines (silt or clay size particles) in the soil sample.

These modifiers provide our estimate of the percentages of Organic Content in the soil sample.

WEIGHT0 to 5%

15% to 25%

1% to 3%

3% to 5% 5% to 10%

MODIFIERS

VERY SOFT

SOFT

MEDIUM HARD

MODERATELY HARD

ROCK HARDNESS DESCRIPTION

Can break rock core easily with hands

Can break core with hands

0 - 20

21-30

y

SPT N VALUE (BLOWS/FOOT)

46 - 60 Thin edges of rock can be broken with fingers

31 - 45

Rock core crumbles when handled

HARD

VERY HARD

Thin edges of rock cannot be broken with fingers

Rock core rings when struck with a hammer (cherts)

DESCRIPTION

C B l i hi h bt i 2 1/8" 3 7/8" d 5 7/8" di t ti l

60 - 100

> 50/2"

N, Number of blows (100) to drive the support spoon or cone a number of inches (2").

SYMBOLS

100/2"

NX 4" 6"

SCP Static Cone Penetrometer tip resistance (kg/sq. cm)

qu

c

Core Barrel sizes which obtain cores 2-1/8", 3-7/8", and 5-7/8" diameter respectively.

Rock Quality Design - Percent of rock core 4 or more inches long

Unconfined compressive strength estimated from pocket penetrometer

Percentage (65) of rock core and soil sample recovered

Cohesion estimated from pocket penetrometer

NX, 4", 6"

65%

RQD

WOH Weight of Hammer

WOR Weight of Drill Rods

KEY TO SOIL GROUP SYMBOLS

(Appreciableamount of fines)

Clayey gravels, gravel - sand - claymixtures.

HIGHLY ORGANIC SOILS

GW

GP

GM

CLEANGRAVELS

(Little or no fines)

GRAVELSWITH FINES

(Appreciableamount of fines)

GRAVELS

Well graded sands, gravelly sands, little orno fines.

Poorly graded sands or gravelly sands,little or no fines.

Silty sands, sand - silt mixtures

Clayey sands, sand - clay mixtures.

SP

SM

Dilatometer

No Recovery

SC

ML

Inorganic clays of high plasticity, fat clays

Organic clays of medium to highplasticity, organic silts.

Peat and other highly organic soils.

SILTS AND CLAYS

SILTS AND CLAYS

(Liquid limit LESS than 50)

(Liquid limit GREATER than 50)

COARSEGRAINED

SOILS(More than 50% of

material isLARGER than No.

200 sieve size)

Reference: The Unified Soil Classification System, Corps of Engineers, U.S. Army Technical Memorandum No. 3-357, Vol. 1, March, 1953 (Revised April, 1960)

BOUNDARY CLASSIFICATIONS: Soils possessingcharacteristics of two groups are designated by combinations ofgroup symbols.

OH

PT

MAJOR DIVISIONSGROUP

SYMBOLSTYPICAL NAMES

CL

OL

MH

CH

FINEGRAINED

SOILS(More than 50% of

material isSMALLER than

No. 200 sieve size)

(More than 50% ofcoarse fraction isSMALLER thanthe No. 4 Sieve

Size)

Rock Core (RC)

Auger Cuttings

Bulk Sample

Organic silts and organic silty clays of lowplasticity.

Inorganic silts, micaceous or diatomaceousfine sandy or silty soils, elastic silts.

Well graded gravels, gravel - sandmixtures, little or no fines.

Silty gravels, gravel - sand - silt mixtures.

SANDS

(More than 50% ofcoarse fraction is

LARGER than theNo. 4 sieve size)

WLS

LS Limestone

Weathered Limestone

LIMESTONE FORMATIONS

SILT OR CLAYSAND GRAVEL

U.S. STANDARD SIEVE SIZE

Boulders

No.10

GC

SW

Water Table at time of drilling Water Table after 24 hours

No.4 3/4" 3" 12"

Cobbles

No.200 No.40

Fine Medium Coarse Fine Coarse

Poorly graded gravels or gravel - sandmixtures, little or no fines.

Inorganic silts and very fine sands, rockflour, silty or clayey fine sands or clayeysilts and with slight plasticity.Inorganic clays of low to mediumplasticity, gravelly clays, sandy clays, siltyclays, lean clays.

Undisturbed Sample (UD)

Split Spoon Sample (SS)

CLEANSANDS

(Little or no fines)

SANDSWITH FINES

100% Loss of Drilling Fluid

KEY TO SOIL GROUP

SYMBOLS

PARTICLE SIZE DISTRIBUTION ANAYLYSIS

RESULTS

Project: Project #: 6784132486.06

Tested by: Test Date: 10/07/2014

Sample Description: Sample: B-1/S-2 (2' - 4')

Sieve Size (mm)Cum. Weight Retained

(g)

Cum. Amount Retained

(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.2 0.1% 99.9%10 2 1.1 0.4% 99.6%40 0.425 51.6 17.7% 82.3%60 0.25 122.0 41.9% 58.1%100 0.15 242.3 83.3% 16.7%200 0.075 288.5 99.1% 0.9%

Pan 288.6 100.0%Total Sample Weight (Before Wash) : 291.0 g

D10 = 0.118 mm Fines Content : 0.9%

D30 = 0.182 mm Moisture Content: 17.8%

D60 = 0.264 mm USCS Symbol : SP

C c = 1.06

C u = 2.24

Test Method: ASTM D-6913

MCh

AMEC Environment & Infrastructure, Inc.2580 Metrocentre Blvd., Suite # 6West Palm Beach, Florida 33407

PARTICLE SIZE DISTRIBUTION ANALYSIS REPORT


The results presented in this report relate only to the items tested.

This report shall not be reproduced, except in full, without written approval from AMEC E&I, Inc.

Light brown fine to medium SAND trace silt

(SP)

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)

Grain Size Distribution

Prepared by: JLB Date: 10/21/2014

Checked by: RF Date: 10/22/2014



Sample Description: Sample: B-1/S-5 (8' - 8.5')


(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 0.7 2.4% 97.6%60 0.25 3.0 10.4% 89.6%100 0.15 6.5 22.5% 77.5%200 0.075 8.8 30.4% 69.6%


D10 = N/A Fines Content : 69.6%

D30 = N/A Moisture Content: 88.2%

D60 = N/A Organic Content: 13.0%

USCS Symbol : MH

C c = N/A

C u = N/A




MCh

Very dark brown SILT with sand and organics

(MH)




0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.9 0.5% 99.5%10 2 1.3 0.8% 99.2%40 0.425 60.0 35.9% 64.1%60 0.25 103.3 61.9% 38.1%100 0.15 150.5 90.1% 9.9%200 0.075 165.7 99.2% 0.8%




D60 = 0.398 mm Organic Content: Negligible

USCS Symbol : SP

C c = 0.82

C u = 2.65


MCh






Very pale brown fine to medium SAND trace

silt (SP)

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 1.0 0.7% 99.3%60 0.25 12.0 7.9% 92.1%100 0.15 92.0 60.7% 39.3%200 0.075 147.5 97.4% 2.6%





C c = 1.01

C u = 2.10


MCh






Pale brown fine to medium SAND trace silt

(SP)

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)






Sample Description: Sample: B-3/S-6 (10.5' - 12')


(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 27.3 9.3% 90.7%60 0.25 127.1 43.5% 56.5%100 0.15 244.0 83.4% 16.6%200 0.075 278.9 95.4% 4.6%





C c = 1.16

C u = 2.46




Brown fine to medium SAND trace silt (SP)

MCh




0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 14.6 10.0% 90.0%60 0.25 54.3 37.2% 62.8%100 0.15 115.8 79.4% 20.6%200 0.075 133.2 91.4% 8.6%




D60 = 0.243 mm Organic Content: 1.5%

USCS Symbol : SP-SM

C c = 1.45

C u = 2.89


MCh

Very dark brown fine to medium SAND with

silt, trace organics (SP-SM)






0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.6 0.8% 99.2%10 2 1.5 2.0% 98.0%40 0.425 3.9 5.3% 94.7%60 0.25 5.5 7.4% 92.6%100 0.15 25.3 34.2% 65.8%200 0.075 65.5 88.6% 11.4%





USCS Symbol : SP-SM

C c = N/A

C u = N/A




MCh

Pale brown fine to medium SAND with silt,

thin silt seams, trace organics (SP-SM)




0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)






Sample Description: Sample: B-4/S-6 (9' - 9.25')


(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 0.9 2.7% 97.3%60 0.25 3.8 11.2% 88.8%100 0.15 7.7 22.7% 77.3%200 0.075 10.3 30.4% 69.6%




D60 = N/A USCS Symbol : MH

C c = N/A

C u = N/A





(MH)

MCh




0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 4.7 2.2% 97.8%60 0.25 28.8 13.2% 86.8%100 0.15 157.1 72.1% 27.9%200 0.075 214.8 98.6% 1.4%





C c = 1.17

C u = 2.07


MCh


(SP)






0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 0.5 1.6% 98.4%60 0.25 1.0 3.3% 96.7%100 0.15 2.9 9.4% 90.6%200 0.075 7.9 25.7% 74.3%





C c = N/A

C u = N/A


MCh





(MH)



0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 38.5 18.1% 81.9%60 0.25 126.7 59.5% 40.5%100 0.15 199.5 93.8% 6.3%200 0.075 211.3 99.3% 0.7%





C c = 0.89

C u = 2.07





(SP)

MCh




0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)






Sample Description: Sample: B-6/S-6 (9.5' - 9.75')


(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 0.2 1.3% 98.7%60 0.25 0.8 5.1% 94.9%100 0.15 2.2 14.0% 86.0%200 0.075 3.4 21.7% 78.3%




D60 = N/A Organic Content: 8.2%

USCS Symbol : MH

C c = N/A

C u = N/A


MCh







(MH)

0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 19.1 8.8% 91.2%60 0.25 52.9 24.5% 75.5%100 0.15 161.8 74.9% 25.1%200 0.075 213.4 98.8% 1.2%





USCS Symbol : SP

C c = 1.13

C u = 2.13


MCh


(SP)






0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 1.4 4.9% 95.1%60 0.25 5.6 19.4% 80.6%100 0.15 11.0 38.2% 61.8%200 0.075 16.3 56.6% 43.4%




D60 = 0.143 mm USCS Symbol : SM

C c = N/A

C u = N/A


MCh




Dark brown fine to medium silty SAND (SM)



0%

10%

20%

30%

40%

50%

60%

70%

80%

90%

100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 2.7 2.7% 97.3%60 0.25 19.7 20.0% 80.0%100 0.15 70.8 72.0% 28.0%200 0.075 92.2 93.7% 6.3%





USCS Symbol : SP-SM

C c = 1.27

C u = 2.41




MCh

Gray fine to medium SAND with silt, trace

organic (SP-SM)




0%

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100%

0.0 0.1 1.0 10.0 100.0

Perc

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iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 1.6 6.8% 93.2%60 0.25 3.9 16.6% 83.4%100 0.15 6.7 28.5% 71.5%200 0.075 7.7 32.8% 67.2%





C c = N/A

C u = N/A


MCh


(MH)






0%

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100%

0.0 0.1 1.0 10.0 100.0

Perc

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iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 20.4 10.3% 89.7%60 0.25 99.4 50.3% 49.7%100 0.15 182.6 92.5% 7.5%200 0.075 196.6 99.5% 0.5%





USCS Symbol : SP

C c = 0.90

C u = 1.89



(SP)

MCh






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100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 17.5 8.6% 91.4%60 0.25 50.6 24.8% 75.2%100 0.15 155.7 76.4% 23.6%200 0.075 201.7 99.0% 1.0%





C c = 1.13

C u = 2.10




MCh


(SP)




0%

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100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 13.3 6.6% 93.4%60 0.25 74.7 37.1% 62.9%100 0.15 175.6 87.2% 12.8%200 0.075 199.4 99.1% 0.9%





USCS Symbol : SP

C c = 1.05

C u = 1.85




MCh


(SP)




0%

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100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 0.8 3.0% 97.0%60 0.25 2.6 9.8% 90.2%100 0.15 5.5 20.8% 79.2%200 0.075 7.7 29.1% 70.9%





C c = N/A

C u = N/A





(MH)

MCh




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Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 25.2 12.2% 87.8%60 0.25 106.2 51.3% 48.7%100 0.15 190.8 92.1% 7.9%200 0.075 206.2 99.6% 0.4%





USCS Symbol : SP

C c = 0.89

C u = 1.94





(SP)

MCh




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0.0 0.1 1.0 10.0 100.0

Perc

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Grain Size (mm)






Sample Description: Sample: B-11/S-8(11.25'-11.50')


(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 1.7 3.1% 96.9%60 0.25 4.1 7.4% 92.6%100 0.15 8.7 15.8% 84.2%200 0.075 13.0 23.6% 76.4%





C c = N/A

C u = N/A


MCh


(MH)






0%

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100%

0.0 0.1 1.0 10.0 100.0

Perc

ent F

iner

Grain Size (mm)








(g)


(%)

Amount Passing

(%)

1 1/2 37.5 0.0 0.0% 100.0%1 25 0.0 0.0% 100.0%

3/4 19 0.0 0.0% 100.0%1/2 12.7 0.0 0.0% 100.0%3/8 9.5 0.0 0.0% 100.0%4 4.75 0.0 0.0% 100.0%10 2 0.0 0.0% 100.0%40 0.425 13.8 6.3% 93.7%60 0.25 72.3 32.8% 67.2%100 0.15 185.1 84.1% 15.9%200 0.075 217.0 98.5% 1.5%





C c = 1.12

C u = 1.98


MCh


(SP)






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0.0 0.1 1.0 10.0 100.0

Perc

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Grain Size (mm)






Sample Description: Sample: B

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