C8324Reconstruction_Rehabilitation_and_Repair_of_Existing_Aprons.pdf

Geotechnical Exploration Report

Reconstruction, Rehabilitation and

Repair of Existing Aprons

U.S Coast Guard Air Station

Elizabeth City

S&ME Project No. 1305-15-069

Prepared for:

Michael Baker International

100 Airside Drive

Pittsburgh, Pennsylvania

Prepared by:

S&ME, Inc.

3201 Spring Forest Road

Raleigh, NC 27616

August 21, 2015

S&ME, Inc. | 3201 Spring Forest Road | Raleigh, NC 27616 | p 919.872.2660 | f 919.876.3958 | www.smeinc.com

August 21, 2015

Michael Baker International

100 Airside Drive

Pittsburgh, Pennsylvania

Attention: Ms. Dawn M. Spencer, P.E. C.M.

Reference: Geotechnical Exploration Report

Reconstruction, Rehabilitation and Repair of Existing Aprons

U.S Coast Guard Air Station

Elizabeth City, North Carolina

S&ME Project No. 1305-15-069

NC PE Firm License No. F-0176

Dear Ms. Spencer, P.E. C.M.:

This report presents the results of the geotechnical exploration performed for the referenced project at the U.S. Coast Guard Air Station in Elizabeth City, North Carolina. Our geotechnical exploration was completed in general accordance with S&ME Proposal Number 13-1500302, dated June 9, 2015. The purpose of our geotechnical exploration was to explore the existing pavement and subsurface conditions for the reconstruction, rehabilitation and repair of aprons located near Hanger 55 and Taxiway “B”. This report describes our understanding of the project and presents the results of the field exploration, laboratory testing and our geotechnical conclusions and recommendations. Boring Location Plans, Generalized Subsurface Conditions profiles, Boring Logs, laboratory test results and a photographic log of pavement cores are attached.

S&ME, Inc. (S&ME) appreciates the opportunity to provide our professional engineering services on this project. Should you have any questions concerning this report or if we may be of further assistance, please contact us at your convenience.

Sincerely, S&ME, Inc.

John R. Browning, P.E.

Senior Engineer

Reconstruction, Rehabilitation and Repair of Existing Aprons

U.S Coast Guard Air Station

S&ME Project No. 1305-15-069

August 21, 2015 ii

Table of Contents

1.0 Project Description

2.0 Site Geology

3.0 Field Exploration & Laboratory Testing

3.1 Field Exploration

3.2 Laboratory Testing

4.0 Pavement Findings

5.0 DCP Test Results

6.0 Subsurface Conditions

6.1 Subsurface Water

7.0 Laboratory Test Results

8.0 Conclusions and Recommendations

8.1 Replacement of Existing Aprons

8.2 Rehabilitation and Repair of Aprons

8.3 Construction Testing Services

9.0 Limitations of Report

U.S Coast Guard Air Station

S&ME Project No. 1305-15-069

August 21, 2015 iii

List of Figures

Figures 1 -Boring location Plan

Figures 2A and 2B -Generalized Borehole Profiles

List of Tables

Table 4-1 Pavement Thickness Summary ………………………………………………3

Table 5-1 CBR Values Summary………………………………………………………….4

Appendices

Appendix I – Soil Classification Legend

Appendix II – Soil Test Boring Logs

Appendix III – Photographic Log of Pavement Cores

Appendix IV – Modified Proctor and CBR Test Results

Appendix V – Natural Moisture Content, Atterberg Limits, Grain Size

- Analysis Test Results

Appendix VI – Laboratory Test Data Sheets

Appendix VII – Dynamic Cone Penetrometer Test Results

U.S Coast Guard Air Station

S&ME Project No. 1305-15-069

August 21, 2015 1

1.0 Project Description

This project includes the rehabilitation of Apron East (APRE) 1 which includes the removal (milling) of asphalt to expose the underlying concrete and then overlaying with new asphalt, reconstruction of the concrete at APRE-7 and Apron West (APRW) 4, and pavement repair and restoration of APRW 6, 7 and 9.

These pavement modifications were outlined in a 2014 airfield evaluation report prepared by others.

A total of twenty test borings were requested. Fifteen borings (B-1 through B-15) were performed at

APRW 4 and APREW 4, two borings (B-16 and B-17) in APRE 1 and three borings (B-18, B-19 and B-20) in

APRW 9, 7 and 6, respectively. The above test locations were survey located by others prior to our drilling.

The approximate locations of the test borings are shown on the attached Boring Location Plan, Figure 1.

2.0 Site Geology

The site is located within the extreme eastern portion of the Coastal Plain physiographic and geologic province of North Carolina in Pasquotank County. The Coastal Plain geologic region has been formed during past transgressive and regressive movements of the ocean into and out of North Carolina. As such, the Coastal Plain province is characterized by subdued topographic features and flat, low lying terrain.

The near surface soils consist of undifferentiated Holocene, Pleistocene and Pliocene alluvial deposits.

These alluvial deposited Coastal Plain soils overlie the Yorktown Formation of Pliocene Age which is underlain by the Castle Hayne Formation of Eocene Age. The top of the Yorktown Formation tends to slope and step upward in an easterly direction due to several erosional channels while the top of the

Castle Hayne Formation tends to slope downward in an easterly direction.

3.0 Field Exploration & Laboratory Testing

3.1 Field Exploration

S&ME cored the existing pavements at the test locations. The pavements were cored with a 6-inch diameter thin walled bit using an electric core drill mounted to a truck. The 6-inch diameter core was used to allow our drill rig to set-up on and advance the augers and test borings through the corehole into the subgrade soils/base stone. The pavement cores were collected and returned to our laboratory for visual examination.

Once the pavement was cored and the subgrade soils/base stone exposed, in-place dual-mass dynamic cone penetrometer (DCP) tests were performed to typical depths of about 2 to 3.8 feet below the bottom of pavement. The dual-mass DCP consists of a steel extension shaft assembly with a 60 degree hardened steel cone tip attached to one end. The tip is driven into the subgrade by dropping an 8 kilogram (17.6 pounds) dual- mass hammer 575 millimeters (1.9 feet). The depth of penetration is measured at selected hammer drop intervals and recorded values are converted to California Bearing Ratio (CBR) values through correlations used by NCDOT.

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August 21, 2015 2

Test borings were advanced to a depth of about 6.5 feet beneath the pavement surface with a CME-45 truck mounted drill rig. Within this depth split-spoon samples were taken at 1.0 feet (at bottom of pavement), 3.5 and 5.0 feet. Standard penetration tests were conducted in conjunction with split-spoon sampling in general accordance with ASTM D 1586-11. Upon completion of the borings, measurements of water levels were taken at the time of drilling. Due to aircraft safety concerns, 24-hr groundwater level measurements were not taken.

Bulk samples were taken of the subgrade soils beneath the pavements from 1.0 to 3.5 feet at test borings

B-1, B-11 and B-17.

The boreholes were backfilled up to the original soil subgrade level with auger cuttings and closed in accordance with our borehole closure protocol. The core holes were patched with non-shrink grout.

Representative portions of soil samples (split-spoon and bulk samples) were returned to our laboratory for visual classification and laboratory testing.

Test Boring Records and Generalized Subsurface Profiles are presented as (Figures 2A and 2B).

Stratification lines shown on Test Boring Records and profiles are intended to represent approximate depths of changes in soil types. Naturally, transitional changes in soil types are often gradual in both the horizontal and vertical directions. Pavement surface elevations provided to us are shown on the Test

Boring Records.

3.2 Laboratory Testing

Laboratory testing was performed on split-spoon and bulk samples for classification purposes. Laboratory testing included natural moisture content, Atterberg limits, and grain size analysis (wash #200 sieve) tests.

Since design aircraft will have gross weights greater than 60,000 pounds, the modified Proctor (ASTM

D1557) was used for compaction testing. Samples from B-1, B-11 and B-17 were compacted to approximately 95 percent of the soil’s modified Proctor maximum dry density at optimum moisture content (OMC) for California Bearing Ratio (CBR) testing. At B-1 and B-17 samples were also compacted at

95 percent compaction on the dry and wet side of OMC for laboratory CBR testing. Prior to CBR testing, all samples were soaked in a water bath for 96 hours as required by ASTM D1883.

4.0 Pavement Findings

Coring of the pavements resulted in the following findings.

At test locations B-1 through B-5, B-15 and B-18 through B-20 concrete was encountered at the surface.

The concrete contains medium to large rounded gravel and has thicknesses ranging from 8.0 to 12.5 inches, averaging 9.5 inches. Stone base thicknesses of 4.0 and 5.5 inches were encountered beneath the concrete in B-1 and B-2, respectively. The stone base had maximum size particles of about 1inche. The total thickness of concrete at B-15 was 13.5 inches. At borings B-16 and B-17, asphalt overlies concrete with a non-woven paving fabric at the contact between the two materials. The asphalt surface ranges in thickness from 1.5 to 2.0 inches, averaging 1.75 inches. Asphalt overlies Full-Depth Reclamation (FDR) concrete with cement at B-6 through B-14. The asphalt surface at these locations ranges in thickness from

4.5 to 6.0 inches, averaging 5.25 inches. The thicknesses of the underlying FDR concrete with cement

U.S Coast Guard Air Station

S&ME Project No. 1305-15-069

August 21, 2015 3 range from 6 to 12.5 inches, averaging 8.0 inches. See Pavement Core photos in the Appendix and

Pavement Thickness Summary in Table 4.1 below for additional pavement information.

Table 4-1 Pavement Thickness Summary

Apron

Boring

Location

Asphalt

Thickness

(inches)

Concrete

Thickness

(inches)

Total Thickness

(inches)

Base Stone

Thickness

(inches)

APRW-4 B-1 - 9.75 9.75 4.0

APRW-4 B-2 - 8.0 8.0 5.5

APRW-4 B-3 - 12.5 12.5 NR

APRW-4 B-4 - 8.0 8.0 NR

APRW-4 B-5 - 10.0 10.0 NR

APRW-7 B-6 4.5 6.0* 10.5 NR

APRW-7 B-7 5.5 8.0* 13.5 NR

APRW-7 B-8 4.75 6.75* 11.5 NR

APRW-7 B-9 5.75 6.5* 12.25 NR

APRW-7 B-10 6.0 8.0* 14.0 NR

APRW-7 B-11 6.0 7.5* 13.5 NR

APRW-7 B-12 5.25 8.0* 13.25 NR

APRW-7 B-13 5.0 8.75* 13.45 NR

APRW-7 B-14 5.0 12.5* 17.5 NR

APRW-4 B-15 - 13.5 13.5 NR

APRE-1 B-16 1.5 7.0 8.5 NR

APRE-1 B-17 2.0 6.5 8.5 NR

APRW-9 B-18 - 8.0 8.0 NR

APRW-7 B-19 - 12.5 12.5 NR

APRW-6 B-20 - 8.5 8.5 NR

* Full-Depth Reclamation (FDR) Concrete with Cement, NR-None Recorded

5.0 DCP Test Results

The depth of penetration for selected hammer drop intervals was recorded for the dual-mass DCP testing and were converted to California Bearing Ratio (CBR) values through correlations used by NCDOT. In-situ

CBR test results are shown in Table 5.1 Average CBR Values Summary. The individual dynamic cone penetrometer logs can be found in the Appendix.

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Table 5-1 Average CBR Values Summary

Apron Test Location

Average CBR Values

(Upper 12 inches of

Subgrade)

APRW-4 B-1 39

APRW-4 B-2 38

APRW-4 B-3 51

APRW-4 B-4 59

APRW-4 B-5 85

APRW-7 B-6 25

APRW-7 B-7 116

APRW-7 B-8 66

APRW-7 B-9 75

APRW-7 B-10 21

APRW-7 B-11 77

APRW-7 B-12 43

APRW-7 B-13 60

APRW-7 B-14 *67/5”

APRW-4 B-15 *56/2”

APRE-1 B-16 8

APRE-1 B-17 **106

APRW-9 B-18 34

APRW-7 B-19 24

APRW-6 B-20 62

*Terminated in Very Dense Material

** Top 6” had an average CBR of 4.5.

At locations B-1 through B-20, in-situ CBR values ranged from 8 to 116 percent in the upper 12 inches, averaged 55 percent, had a median value of 57 percent, and had a standard deviation of 16. However at boring locations B-6, B-8, B-9, B-11, B-12, B-13, B-16, B-17, B-18, and B-20 the upper few inches of the subgrade soils had in-situ CBR values less than 20 percent. The lowest CBR values at the subgrade interface were found at B-16 and B-17.

6.0 Subsurface Conditions

Details of subsurface conditions encountered in the borings are shown on the attached boring logs and generalized subsurface profiles in the Appendix. General subsurface conditions are discussed below.

As presented above, asphalt/concrete or concrete was encountered at borings B-1 through B-20. Base stone was encountered beneath the concrete at B-1 and B-2 to depths of 4 and 5.5 inches. Beneath the concrete and base stone, subgrade soils typically consist of slightly silty to silty and clayey fine to medium sands (SP, SW-SM, SM and SC) and fine sandy silts and fine to medium sandy to silty clays (CL-ML, ML, CL). Similar soils existed to the boring termination depths. Borings B-14 and B-15 encountered possible fill materials consisting of silty fine to coarse sandy gravel (GW) and slightly silty fine sand (SP) to depths of about 3.5 feet beneath the pavement surface. Additionally, highly plastic clay (CH) was encountered in

U.S Coast Guard Air Station

S&ME Project No. 1305-15-069

August 21, 2015 5 boring B-3 between the depths of 3.5 to 5.0 feet beneath the pavement surface. The soils directly beneath the concrete sections were typically dry to wet.

SPT N-values ranged from 4 (B-1) to 38 (B-7) blows per foot (bpf) in the upper 3.0 feet, indicating very loose to dense relative densities in the sands and soft to very stiff consistencies in the silts and clays. Very loose sands with N-values of 2 to 4 bpf were encountered in borings B-10 and B-17 between the depths of 3.5 and 5.0 feet and extending to the boring termination depth in boring B-10. Very soft to soft clays with N-values of 2 to 4 bpf were encountered beneath the concrete subgrade in Boring B-1 extending to about 5.0 feet beneath the pavement surface. Possible fill materials were encountered in borings B-14 and

B-15 and exhibited N-values of 30 bpf and 50 blows per 6 inches of penetration indicating medium dense to very dense relative densities. Refer to the boring logs for soil conditions at the individual boring locations.

6.1 Subsurface Water

Most boreholes caved at depths ranging from 1.0 to 2.5 feet and were dry at these depths. The exception to this was at borings B-7 and B-8 which caved wet at a depth of about 1.0 foot. Based on examination of spilt-spoon samples, the soils appear to be moist to wet at depths of 3.5 and 5.0 feet. Based on the examination of the soil samples below the caved depth (none were noted as being saturated), groundwater does not appear to exist within the depths explored. It is our understanding that perched groundwater may exist in the area of borings B-7 and B-8 along apron APRE-7 as noted by the shallow wet caved depths in these borings.

However, it is important to realize that groundwater levels will fluctuate with changes in rainfall and evaporation rates, and may occur at higher elevations at other times of the year. In addition, “perched” water conditions can be present within sand layers overlying less permeable materials (such as clay), especially after rainfall.

7.0 Laboratory Test Results

A summary of laboratory test results are presented in the Appendix. Individual test results are also included.

Natural moisture contents ranged from 9.9 to 19.5 percent in the sandy soils (SM, SW-SM and GW) and

10.1 to 30.4 percent for the silty/clayey soils (ML, ML-CL, CL and CH).

Atterberg limits tests performed on the sandy soils revealed liquid limits ranging from 19 to 23 percent, and were non-plastic. Atterberg limits tests performed on the low plasticity clays and silts revealed liquid limits of 19 to 48 percent, plastic limits of 15 to 22 percent, and plasticity index of 4 to 26 percent. A highly plastic clay (CH) was encountered in Boring B-3 at a depth of about 3.5 to 5.0 feet beneath the pavement surface. The liquid limit of the highly plastic clay was 51 percent and the plastic limit was 22 percent with a plasticity index of 29 percent. These results indicate the majority of the clays and silts encountered have moderate to low plasticity characteristics.

Grain size analysis (wash #200 sieve) tests were performed on ten split-spoon and three bulk samples.

These tests revealed that the silts and clays had 57.1 to 97.5 percent silt and clay size particles passing the

#200 sieve. The sands tested had 9.6 to 14.9 percent silt and clay size particles passing the #200 sieve.

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Three modified Proctor compaction tests were performed on the bulk samples obtained from B-1, B-11, and B-17. These tests revealed maximum dry densities ranging from 121.2 to 129.4 pounds per cubic foot with corresponding optimum moisture contents (OMC) of 9.2 to 11.2 percent. Natural moistures of the bulk samples ranged from 10.1 to 24.6 percent. Thus the soil’s natural moisture varied from near to very wet of the soil’s OMC.

Bulk samples from B-1, B-11, and B-17 were compacted to approximately 95 percent of the soil’s modified

Proctor maximum dry density, near its optimum moisture content (OMC) for California Bearing Ratio

(CBR) testing. At B-11 samples were also compacted at 95 percent compaction on the dry and wet side of

OMC for laboratory CBR testing. Prior to CBR testing, all samples were soaked in a water bath for 96 hours as required by ASTM D1883. Also a confinement weight of about 100 pounds per square foot was applied to the samples during soaking and CBR testing. This testing revealed CBR values ranging from 18.5 to 50.9 percent, which indicates these soil’s in a well compacted state will provide excellent pavement subgrade support similar to the in-situ CBR values verified by the DCP testing. After 96 hours of soaking swell was negligible, 0.2 to 0.0 percent.

8.0 Conclusions and Recommendations

The following conclusions and recommendations are based on our field exploration findings, laboratory testing, and our experience with similar subsurface conditions. If subsurface conditions adverse to those indicated by this report are encountered during construction, those differences should be reported to us for review and comment.

8.1 Replacement of Existing Aprons

We understand the existing pavement sections along aprons APRW-4 (B-1 through B-5 and B-15) and

APRE-7 (B-6 through B-14) will be removed and replaced with 11.5 inches of PCC pavement. The existing subgrade will be excavated to accommodate a suitable thickness of aggregate subbase/drainage layer to be determined by others. The soils in these two areas consist of slightly silty to silty sands with gravel and sandy silts and silty clays. The DCP test data in the upper 3 feet indicate good subgrade soil conditions, however the low SPT N-value (4 bpf) at B-1, where clayey soils exist, would indicate that some subgrade repair may be required. This soil repair may involve undercut of a depth of 2 to 3 feet and replacement with select granular soils or scarification and recompaction in-place. All of the subgrade soils should be reworked and compacted as recommended below before construction of the PCC pavement.

After removal of the concrete pavement and excavation of the natural soils to proposed grade to accommodate the aggregate subbase, we recommend that the upper 12 inches of exposed subgrade soils be uniformly compacted. We recommend that the subgrade soils be reworked in-place and be compacted to at least 95 percent of the soil’s modified Proctor (ASTM D1557) maximum dry density at a moisture range within 3 percent of the optimum moisture content. Where sandy soils exist at design subgrade, use of a large smooth drum vibratory roller will be needed to obtain this level of compaction. Where clayey soils exist, a vibratory sheepsfoot or static sheepsfoot roller will be needed to obtain the above compaction. After the compaction process we recommend that the subgrade soils be proofrolled with a fully loaded tandem axle dump truck to verify that all subgrade soils are stable and ready for PCC pavement construction.

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S&ME Project No. 1305-15-069

August 21, 2015 7

Utilizing the in-situ and laboratory CBR values and assuming the above subgrade preparation recommendations are followed, we recommend using a design CBR value of 20 percent for the subgrade soils.

Any off-site borrow material should consist of sandy soils having Unified soil classifications of SP, SW, SM or SC. These soils should have a maximum plasticity index of 10 percent, a maximum particle size of 2 inches, and modified Proctor maximum dry density of at least 115 pounds per cubic foot. The soils when compacted to 95 percent of their modified Proctor maximum dry density and optimum moisture content should have a laboratory soaked CBR value of at least 20 percent.

If water is encountered at or above proposed subgrades in the area of borings (B-6 through B-9), we recommend that a sub-drainage system be installed. The sub-drainage system should consist of a 12 to

18 inch layer (blanket) of NCDOT 78M stone wrapped in a non-woven filter fabric. Slotted or perforated heavy duty PVC pipe should be installed within the drainage blanket. The drainage system should have a slight slope to drain to an appropriate outlet point.

8.2 Rehabilitation and Repair of Aprons

Repairs to the existing PCC concrete pavement sections along aprons APRW-7, APRW-6 and APRW-9 will be similar to the replacement and reconstruction of aprons APRW-4 and APRE-7 as mentioned above.

Assuming the subgrades in these areas are prepared as recommended above, a design CBR value of 20 percent may also be used in these areas.

We understand that apron APRE-1 (B-16 and B-17) will have the existing asphalt surface milled to the surface of the existing concrete and be replaced with a new asphalt overlay. The in-situ CBR values in this area were much lower in the upper 6 to 12 inches, however the SPT N-values (8 to 13 bpf) indicate firm to stiff clayey soils. Taking into account these soil conditions and the fact that the subgrade soils will not be exposed for further evaluation, we recommend that a lower design CBR value of 10 percent be used for this area.

8.3 Construction Testing Services

During placement of any fill soils and compaction of existing subgrades, soil density testing should be performed to verify that the specified level of compaction is being obtained. If off-site borrow is to be used, laboratory testing including grain size analysis, Atterberg limits, modified Proctor, and California

Bearing Ratio (CBR) tests should be performed.

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S&ME Project No. 1305-15-069

August 21, 2015 8

9.0 Limitations of Report

This report has been prepared in accordance with generally accepted geotechnical engineering practice for specific application to this project. The conclusions and recommendations contained in this report were based on the applicable standards of our profession at the time this report was prepared. No other warranty, express or implied, is made.

Analysis and recommendations submitted in this report are based, in part, upon the data obtained from the geotechnical exploration. The nature and extent of variations between and outside of the test locations may not become evident until construction. If variations appear evident, then it will be necessary to re-evaluate the recommendations of this report.

P R

O J E

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B E

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FIGURE NO.

S C

A L

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A W

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B

Y

C H

E C

K E

D

B

Y

D R

A W

I N

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U M

B E

R

W W

W S

M E

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C C

O M

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P R

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F

O R

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E I G

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B

300 600

(IN FEET)GRAPHIC SCALE

(IN FEET)GRAPHIC SCALE

Q P

R O

J E

C T

S

C

A D

B d w g

F

I G

P

M

-1

Concrete Gravel CL/ML, Low Plasticity Silty Clay CL, Low Plasticity Clay

SC, Clayey Sand SM, Silty Sand CH, High Plasticity Clay Asphalt

SW/SM, Well-graded Sand with Silt

Figure

2A

JOB NO:

DATE:

N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.

Diagram: GENERALIZED SUBSURFACE PROFILE

Project: Apron Repair USCG Air Station

Location: Elizabeth City, NC

1305-15-069

8/20/15

E L

E V

A T

IO

N

(f e e t-

M S

L

HC

B- 1

BT @ 6.5'

N

HC

B- 2

BT @ 6.5'

N

HC

B- 3

BT @ 6.5'

N

HC

B- 4

BT @ 6.5'

N

HC

B- 5

BT @ 6.5'

N

HC

B- 6

BT @ 6.5'

N

HC

B- 7

BT @ 6.5'

N

HC

B- 8

BT @ 6.5'

N

HC

B- 9

BT @ 6.5'

N

HC 8

B-10

BT @ 6.5'

BT Boring Terminated HC Hole Cave

Asphalt Concrete ML, Low Plasticity Silt CL, Low Plasticity Clay

SM, Silty Sand SP, Poorly-graded Sand GW, Well-graded Gravel SC, Clayey Sand

Figure

2B

JOB NO:

DATE:

N = Standard Penetration Test resistance value (blows per foot). The depicted stratigraphy is shown for illustrative purposes only. The actual subsurface conditions will vary between boring locations.

Diagram: GENERALIZED SUBSURFACE PROFILE

Project: Apron Repair USCG Air Station

Location: Elizabeth City, NC

1305-15-069

8/20/15

E L

E V

A T

IO

N

(f e e t-

M S

L

HC

B-11

BT @ 6.5'

N

HC

B-12

BT @ 6.5'

N

HC

B-13

BT @ 6.5'

N

HC

B-14

BT @ 6.5'

N

HC

50/6"

B-15

BT @ 6.5'

N

HC

B-16

BT @ 6.5'

N

HC

B-17

BT @ 6.5'

N

HC

B-18

BT @ 6.5'

N

HC

B-19

BT @ 6.5'

N

HC

B-20

BT @ 6.5'

BT Boring Terminated HC Hole Cave

Appendices

Appendix I – Soil Classification Legend

RQD

Asphalt

Concrete

Topsoil

Gravel

Sand

Silt

Shelby Tube

Split Spoon

Rock Core

No Recovery

Silty Sand

Clayey Sand

Sandy Silt

HC

LEGEND TO SOIL CLASSIFICATION AND SYMBOLS

Silty Clay

Partially Weathered Rock

Cored Rock

(Shown in Water Level Column)

- Total Length of Rock Recovered in the Core Barrel Divided by the Total Length of the Core Run Times 100%.

- Total Length of Sound Rock Segments Recovered that are Longer Than or Equal to 4" (mechanical breaks excluded) Divided by the Total Length of the Core Run Times 100%.

0 to 4 5 to 10 11 to 30 31 to 50 Over 50

SOIL TYPES

RELATIVE DENSITY

Very Loose Loose

Medium Dense Dense

Very Dense

SAMPLER TYPES

(Shown in Samples Column)

TERMS

Standard Penetration Resistance

Clayey Silt

Sandy Clay

(Shown in Graphic Log)

WATER LEVELS

CONSISTENCY OF COHESIVE SOILS

CONSISTENCY

STD. PENETRATION

RESISTANCE

BLOWS/FOOT

Very Soft Soft Firm Stiff

Very Stiff Hard

Very Hard

REC

Clay

Organic

STD. PENETRATION

RESISTANCE

BLOWS/FOOT

RELATIVE DENSITY OF COHESIONLESS SOILS

= Water Level At Termination of Boring = Water Level Taken After 24 Hours = Loss of Drilling Water = Hole Cave

- The Number of Blows of 140 lb. Hammer Falling 30 in. Required to Drive 1.4 in. I.D. Split Spoon Sampler 1 Foot. As Specified in ASTM D-1586.

0 to 2 3 to 4 5 to 8 9 to 15 16 to 30 31 to 50 Over 50

Fill

Appendix II – Soil Test Boring Logs

S-1

SS-2

PCC CONCRETE (9.75 inches)

BASE STONE (4.0 inches)

SILTY CLAY (CL-ML)

soft, gray, with gravel, wet, fine to coarse sandy

SILTY CLAY (CL)

very soft, gray, fine sandy, wet

CLAYEY SAND (SC)

loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 1 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.2 ft

WATER LEVEL: Caved dry at 2.5'

REMARKS

3.2

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 10

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

Bag Sample S-1 1.0'-3.5'

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

STANDARD PENETRATION TEST DATA

(blows/ft)

PCC CONCRETE (8 inches)

BASE STONE (5.5 inches)

SILTY SAND (SM)

loose, tan black, fine, moist

CLAYEY SAND (SC)

loose, gray black, fine, moist

SILTY SAND (SM)

loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 2 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.2 ft

WATER LEVEL: Caved dry at 2'

REMARKS

3.2

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 20

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

SS-2

PCC CONCRETE (12.5 inches)

SILTY SAND (SM)

loose, brown, fine, moist

SILTY CLAY (CH)

firm, gray, fine sandy, moist

CLAYEY SAND (SC)

medium dense, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 3 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.9 ft

WATER LEVEL: Caved dry at 2'

REMARKS

2.9

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 30

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

SS-2

PCC CONCRETE (8 inches)

SILTY SAND (SM)

loose, tan gray, with gravel, fine, moist

SILTY CLAY (CL)

firm, gray, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 4 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.8 ft

WATER LEVEL: Caved dry at 2.5'

REMARKS

2.8

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 40

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

PCC CONCRETE (10 inches)

SILTY SAND (SM)

medium dense, tan, with gravel, fine to coarse, moist

SANDY CLAY (CL)

firm, gray, moist

CLAYEY SAND (SC)

medium dense, gray, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 5 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.7 ft

WATER LEVEL: Caved dry at 2'

REMARKS

2.7

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 50

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

ASPHALT (4.5 inches)

FDR (6 inches)

SILTY SAND (SM)

medium dense, gray, with gravel, coarse to fine, wet

SILTY SAND (SM)

loose, gray, fine, moist

SILTY SAND (SM)

medium dense, gray brown, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 6 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.8 ft

WATER LEVEL: Caved dry at 2'

REMARKS

1.8

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 60

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

SS-1

ASPHALT (5.5 inches)

FDR (8 inches)

SILTY SAND (SM)

dense to medium dense, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 7 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.6 ft

WATER LEVEL: Caved wet at 1'

REMARKS

1.6

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 70

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

ASPHALT (4.75 inches)

FDR (6.75 inches)

SILTY SAND (SM)

medium dense to loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 8 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.3 ft

WATER LEVEL: Caved wet at 1'

REMARKS

1.3

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 80

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

SS-1

ASPHALT (5.75 inches)

FDR (6.5 inches)

SILTY SAND (SW-SM)

medium dense, tan gray, fine, moist

SILTY SAND (SM)

medium dense to loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B- 9 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.2 ft

WATER LEVEL: Caved dry at 2'

REMARKS

1.2

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 90

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

SS-1

ASPHALT (6 inches)

FDR (8 inches)

SILTY CLAY (CL)

firm, gray tan, moist

CLAYEY SAND (SC)

very loose, gray, fine, moist

SILTY SAND (SM)

loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-10 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.8 ft

WATER LEVEL: Caved dry at 2.5'

REMARKS

1.8

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 100

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

S-2

ASPHALT (6 inches)

FDR (7.5 inches)

SANDY SILT (ML)

very stiff, tan, fine, wet

SANDY CLAY (CL)

stiff, gray, moist

SILTY SAND (SM)

loose, gray, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-11 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.9 ft

WATER LEVEL: Caved dry at 2'

REMARKS

1.9

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 10

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

Bag Sample S-2 1.0'-3.5'

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

ASPHALT (5.25 inches)

FDR (8 inches)

SILTY SAND (SM)

medium dense, brown gray, fine, wet

SILTY SAND (SM)

medium dense to loose, gray, fine, moist to wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-12 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.7 ft

WATER LEVEL: Caved dry at 2.5'

REMARKS

1.7

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 20

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

R

IN

G L

O G

5-

9.

G P

J S

M

E .G

D T

/2

0/

8060302010

ASPHALT (5 inches)

FDR (8.75 inches)

SAND (SP)

medium dense, tan, fine, moist

SILTY SAND (SM)

medium dense, brown, moist

SILTY SAND (SM)

loose, tan, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-13 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 6.8 ft

WATER LEVEL: Caved dry at 2'

REMARKS

1.8

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 30

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

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ASPHALT (5 inches)

FDR (12.5 inches)

POSSIBLE FILL: SANDY GRAVEL (GW)

medium dense, tan, coarse to fine, dry

SILTY SAND (SM)

medium dense, tan, fine, wet

SILTY SAND (SM)

loose, gray, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-14 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.3 ft

WATER LEVEL: Caved dry at 2'

REMARKS

2.3

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 40

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

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50/6"

50/6"

PCC CONCRETE (13.5 inches)

POSSIBLE FILL: SAND (SP)

very dense, gray tan, fine to coarse, moist

SILTY SAND (SM)

loose, gray, fine, wet

SILTY SAND (SM)

medium dense, tan, fine, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-15 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.3 ft

WATER LEVEL: Caved dry at 2'

REMARKS

3.3

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 50

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

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M E

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SS-1

ASPHALT (1.5 inches)

PCC CONCRETE (7 inches)

SILTY CLAY (CL)

stiff, gray, fine sandy, moist

CLAYEY SAND (SC)

loose, gray brown, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-16 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.6 ft

WATER LEVEL: Caved dry at 2.5'

REMARKS

2.6

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 60

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

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S-3

ASPHALT (2 inches)

PCC CONCRETE (6.5 inches)

SILTY CLAY (CL)

firm, gray, with sand, fine, moist

CLAYEY SAND (SC)

very loose, gray brown, wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-17 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 7.7 ft

WATER LEVEL:

REMARKS

2.7

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 70

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

Bag Sample S-3 1.0'-3.5'

S&ME Project No. 1305-15-069

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SS-2

PCC CONCRETE (8 inches)

SILTY SAND (SM)

loose, gray, fine, moist

SILTY CLAY (CL)

stiff, gray brown, fine sandy, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-18 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.4 ft

WATER LEVEL:

REMARKS

3.4

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 80

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/16/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

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IN

G L

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5-

9.

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8060302010

PCC CONCRETE (12.5 inches)

FINE SANDY CLAY (CL)

stiff, gray, moist

SILTY CLAY (CL)

stiff, gray tan, moist

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-19 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.8 ft

WATER LEVEL:

REMARKS

3.8

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 90

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

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IN

G L

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5-

9.

G P

J S

M

E .G

D T

/2

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8060302010

PCC CONCRETE (8.5 inches)

SILTY SAND (SM)

medium dense, tan, fine, moist

SANDY CLAY (CL)

stiff, gray tan, moist to wet

Boring terminated at 6.5 ft

HC

2n d

6i n

/ R

EC

B-20 Apron Repair USCG Air Station

Elizabeth City, NC

ELEVATION: 8.7 ft

WATER LEVEL:

REMARKS

3.7

1s t 6 in

R U

N

E

LE

V A

T

IO

N

(f ee t)

W A

T E

R L

E V

E L

NORTHING: 10

LOGGED BY: B. Riggs

3r d

6i n

/ R Q

D

G R

A P

H

IC

LO

G

N V

A

LU

E

D E

P T

H

(f ee t)

NOTES:

THIS LOG IS ONLY A PORTION OF A REPORT PREPARED FOR THE NAMED

PROJECT AND MUST ONLY BE USED TOGETHER WITH THAT REPORT.

BORING, SAMPLING AND PENETRATION TEST DATA IN GENERAL

ACCORDANCE WITH ASTM D-1586.

STRATIFICATION AND GROUNDWATER DEPTHS ARE NOT EXACT.

WATER LEVEL IS AT TIME OF EXPLORATION AND WILL VARY.

1.

2.

3.

4.

PROJECT:

EASINTG: 100

S A

M P

LE

N

O

S A

M P

LE

T

Y P

E BLOW COUNT

/ CORE DATA

BORING DEPTH: 6.5 ft

DATE DRILLED: 7/15/15

DRILL RIG: CME 45

DRILLER: T. Whitehead

HAMMER TYPE: Automatic

SAMPLING METHOD: Split spoon

DRILLING METHOD: 3¼" H.S.A.

MATERIAL DESCRIPTION

BORING LOG

NOTES: Boring location is approximate.

S&ME Project No. 1305-15-069

S

M E

B O

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G L

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5-

9.

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Appendix III – Photographic Log of Pavement Cores

Photographic Log of Pavement Cores

USCG Air Station Elizabeth City, North Carolina

S&ME Project No. 1305-15-069

Taken by: BR Date Taken: 8/20/15

1 Pavement Section B-1 Medium to Large Rounded Aggregate, Well Bonded, Wire Reinforcement, Small Voids- PCC Concrete

2 Pavement Section B-2 Small to Medium Rounded Aggregate, Well Bonded, Wire Reinforcement, Small Voids, Small Surface Cracks- PCC Concrete

3 Pavement Section B-3 Small Sub-Angular Aggregate Well Bonded- PCC Concrete

4 Pavement Section B-4 Small to Large Sub-Angular Aggregate, Small Crack in Concrete- PCC Concrete

Elizabeth City, North Carolina

S&ME Project No. 1305-15-069

Taken by: BR Date Taken: 8/20/15

5 Pavement Section B-5 Medium to Large Rounded Aggregate, Well Bonded -PCC Concrete

6 Pavement Section B-6 Asphalt Not Well Bonded, Asphalt /FDR Concrete

7 Pavement Section B-7 Good Asphalt Bond, Asphalt /FDR Concrete

8 Pavement Section B-8 Asphalt Not Well Bonded, Asphalt /FDR Concrete

Elizabeth City, North Carolina

S&ME Project No. 1305-15-069

Taken by: BR Date Taken: 8/20/15

9 Pavement Section B-9 Good Asphalt Bond, Asphalt /FDR Concrete

10 Pavement Section B-10 Asphalt Not Well Bonded, Asphalt / FDR Concrete

11 Pavement Section B-11 Asphalt Not Well Bonded, Asphalt /FDR Concrete

12 Pavement Section B-12 Good Asphalt Bond, Asphalt /FDR Concrete

Elizabeth City, North Carolina

S&ME Project No. 1305-15-069

Taken by: BR Date Taken: 8/20/15

13 Pavement Section B-13 Good Asphalt Bond, Asphalt / FDR Concrete

14 Pavement Section B-14 Good Asphalt Bond, Asphalt / FDR Concrete

15 Pavement Section B-15 Small to Medium Sub-Angular Aggregate, Well Bonded- PCC Concrete

16 Pavement Section B-16 Medium Sub-Angular Aggregate, Well Bonded ,Wire Reinforcement, Non-Woven Pavement Fabric Between Asphalt and PCC Concrete

Elizabeth City, North…