Report_Geotech_(updated).pdf

Form FHWA-201 (Rev. 11-67)

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

Use this form in lieu of transmittal slips within Dept. of Trans. When message comment is to be retained as file material. Do not prepare carbons. Not to be used in lieu of Form FHWA- 121 for informal correspondence.

M:\PROJECTS\_FS\NC\2011-1(1)\Techserv\Geotech\Reports\Final Report\PDF\Re-Certification Memo CC: HD Engineer, TS Engineer, Hydraulics

SUBJECT: Project NC ERFO 2011-1(1) : Geotechnical Analyses and Up-dated Recommendations

TO MESSAGE/COMMENT FROM/DATE

Y. Kirtley Project Manager

M.

Carruthers Highway Design Manager

Through:

A. Teikari Highway Design Engineer

This geotechnical memorandum presents the results of our subsurface exploration, laboratory testing, and up-dated geotechnical evaluations and recommendations for the foundations of the proposed culverts replacement.

The subject culverts are located in Croatan National Forest, in Carteret, Craven, and Jones Counties, NC, along Forest Service Rtes. 121, 128, 152, and 206. A project location map is presented in Attachment No.1.

The up-dated evaluations and recommendations were deemed necessary to address the changes in hydraulic structures and the subsequent changes in the foundation elevations. We understand that pipe culverts greater than 36-inches in diameter will now be replaced with Reinforced Concrete Box culverts (RCB). We also understand that the previously proposed new concrete toe walls at the Middle Little Road Bridge abutments (Rte. 121, MP 3.4) have been modified and the bridge will be replaced with a RCB as well.

It should be noticed that the hydraulics recommendations for Middle Little Road (Rte. 121, MP 3.8) of three 36- inches Reinforced Concrete Pipes (RCP) are still applicable.

Project Description

The project consists of replacing a bridge and damaged Corrugated Metal Pipes (CMP) with Reinforced Concrete Box culverts (RCB). The damages occurred during a heavy rain event in September 2010.

Site Geology

The Geologic Map of North Carolina (1988) indicates that the subject sites are located in the Yorktown and Duplin Formation. The Yorktown Formation consists of fossiliferous clay with varying amounts of fine-grained sand, bluish gray, shell material commonly concentrated in lenses; mainly in the area north of Neuse River. The Duplin Formation consists of shelly, medium-to coarse-grained sand, sandy marl, and limestone, bluish gray; mainly in area south of Neuse River. The Geologic Map is provided in Attachment No. 1.

Soil Survey

According to the United States Department of Agriculture (USDA), “Web Soil Survey of Carteret, Craven, and Jones Counties, North Carolina, 2012”, the project sites located on Rte. 121-D, Rte. 121-2, Rte. 128, and Rte. 152 MP

4.1 are underlain predominantly by loamy, clayey, and sandy marine deposits.

The site located on Rte. 152 MP. 0.6 lie beneath Croatan muck consisting of woody organic material. And the site located on Rte. 206 is predominantly on

M. Rosa Geotechnical Engineer

Through:

M.

Abouzakhm Division Geotechnical

Through:

S. Whittemore Technical Services

03/27/2014

Masontown muck consisting of sandy and loamy alluvium. A soil survey map is provided in Attachment No. 1.

PROCEDURES AND RESULTS

General

A subsurface exploration program was conducted in November 2012 by the Eastern Federal Lands Highway Division (EFLHD) Subsurface Exploration Team. A total of nine (9) soil borings were drilled. Borings B-1 and B-2 were drilled in the vicinity of the bridge abutments on Rte. 121-2, MP 3.4 (Middle Little Road), and the remaining seven (7) borings (B-3, B-3A through B-8) were drilled at the culverts locations.

The soil borings were laid out in the field by EFLHD field personnel by referencing ground-surface topography, measuring distances from existing surface features, and estimating right-angles. Due to the methods used in the field, the boring locations shown on Attachment 2 should be considered approximate. Ground surface elevations at the boring locations were interpreted from the topography plans provided by the Survey Division. The boreholes were backfilled with auger cuttings and soil upon completion.

Boring Location Maps and Boring Logs are presented in Attachments No. 2 and 3, respectively.

Laboratory Testing

A laboratory-testing program was conducted on representative soil samples recovered during the subsurface exploration to evaluate the engineering parameters of the foundation soils. The laboratory tests included, natural moisture content (AASHTO T-265), Atterberg limits (AASHTO T-89/90), particle size distribution (AASHTO T-88) and soil classification (AASHTO M-145). The results of the laboratory testing program are summarized in Table 1 and are presented in Attachment No. 4.

Table 1. Laboratory Testing Results

NV = No Value; NP = Non-plastic

Findings

A description of the subsurface conditions encountered in the soil borings is provided below. The stratification lines designating the interfaces between soil types in the boring logs represent approximate boundaries. In the field, the transition between materials may be gradual or may not exist. It should be noted that one or more of the units may be absent at specific locations.

The subsurface profile encountered in borings B-1 through B-8 can be summarized as follows:

Middle Little Rd. Bridge; MP 3.4 (FS 121-2) - (B-1 and B-2)

Aggregate Surface Course – Surface course material was encountered to depths of 0.4+ and 0.6+ ft below existing grades.

Fill – A layer of very loose to medium dense sand with various amounts of gravel and organics was encountered underneath the aggregate surface course and extended to a depth of 10+ ft below the existing grades. Standard Penetration Test (SPT) N-values within this layer ranged between 4 and 14 blows per foot (bpf). This layer is probably associated with the existing embankment.

Boring

No.

Sample Depth

(ft)

AASHTO

Classification

USCS

Classification

MC

LL

PL

PI

B-1 15-17 A-3 Poorly graded sand

27.2 NV NP NP

B-2 18-20 A-3 Poorly graded sand with silt

25.3 NV NP NP

B-3A 8-10 A-2-4(0) Silty Sand 24.5 NV NP NP

B-4 10-12 A-3 Poorly graded sand with silt

25.0 NV NP NP

B-5 10-12 A-3 Poorly graded sand with silt

31.8 NV NP NP

B-6 10-12 A-3 Poorly graded sand

30.0 NV NP NP

B-8 8-10 A-2-4(0) Silty sand 87.7 NV NP NP

Poorly graded sand [A-3] – Very loose to medium dense poorly graded sand was encountered underneath the fill layer and extended to depths of 25+ ft and 32+ ft below the existing grades. N-values within this layer ranged between 2 and 24 bpf.

Silty Sand and Sand – Very loose to loose silty sand and sand layers were encountered underneath the poorly graded sand in boring B-1 and extended to the boring termination depth of 42+ ft below existing site grades. N-values within this layer ranged between 1 blow and 10 bpf.

Silty Sand and Clay – A layer of very loose to loose silty sand and clay was encountered underneath the poorly graded sand in boring B-2 and extended to the boring termination depth of 52+ ft below existing site grades. N-values within this layer ranged between 0 and 7 blows per foot bpf.

Groundwater – The highest groundwater was encountered at a depth of 5+ ft below existing site grades.

Middle Little Rd. Culvert; MP 3.8 (FS 121-2) - (B-3 and B-3A)

Aggregate Surface Course –Surface course material was encountered to a depth of 0.8+ ft and 2+ ft below existing grade.

Silty Clay and Gravel; Sandy Clay and Gravel - Soft to stiff semi-cohesive and cohesive soils were encountered underneath the aggregate surface course and extended to depths of 4+ ft and 8+ ft below existing site grades. N-values within this layer ranged between 3 and 13 blows per foot bpf.

Organics (Tree Roots, Oily Muck) and Sealant/Creosol –Underneath the silty clay layer tree roots, oily muck and sealant/creosol were encountered in boring B-3 to a depth of 16+ ft.

The presence of tree roots and other non-soil materials in this layer is an indicative that this layer and the one above it consists of man-placed fill materials or natural channel fill from a buried water course.

Silty Sand [A-2-4(0)] – Very loose to medium dense, brown and gray, silty sand was encountered to the boring termination depths of 20+ ft. N-values within this layer ranged between 2 and 14 bpf.

Groundwater – Groundwater at completion of the borings was noted to be at a depth of 2.2+ ft below existing site grades.

Brown Rd. Culvert; MP. 0.1 (FS 121-D) - (B-4)

Aggregate Surface Course – This layer was encountered to a depth of 0.5+ ft below existing grade.

Sandy Clay – A layer of stiff sandy clay was encountered underneath the surface course aggregate. The layer extended to a depth of 5+ ft below the existing grade. N-value within this layer was 10 bpf.

Gravelly Sand, Silty Sand, and Poorly Graded Sand [A-3] – Very loose to loose, sandy soils were encountered underneath the sandy clay layer and extended to an depth of 13+ ft below existing site grade. N-values within this layer ranged between 2 and 9 (bpf).

Sandy Clay – Very soft to soft, gray, sandy clay was encountered underneath the sandy soils layer and extended to the boring termination depth of 22+ ft below existing grade. N-value within this layer ranged between 1 and 3 bpf.

Groundwater – Groundwater at completion of the boring was noted to be at a depth of 3.1+ ft below existing site grade.

Millis Rd Culvert; MP 7.3 (FS 128) - (B-5)

Aggregate Surface Course – The surface course was encountered to a depth of 0.4+ ft below existing grade.

Silty Sand – A layer of loose silty sand was encountered underneath the surface course aggregate. The layer extended to a depth of 5+ ft below the existing grade. N-value within this layer was 10 bpf.

Silty Clay and Organics – Very soft to soft, silty clay with various amounts of organics was encountered underneath the silty sand layer and extended to a depth of 10+ ft below existing site grades N-values within this layer ranged between 2 and 4 bpf.

Poorly Graded Sand and Silty Sand [A-3] – Loose to medium dense sandy soils were encountered underneath the silty clay layer and extended to a depth of 17+ ft below existing site grade. N-values within this layer ranged between 9 and 30 bpf.

Sandy Clay and Clay – Very soft sandy clay and clay were encountered underneath the sandy soils layer and extended to the boring termination depth of 22+ ft below existing grade. N-value within this layer was 1 (bpf).

Groundwater – The highest groundwater was encountered at a depth of 5.2+ ft below existing site grade.

Petiford Creek Rd Culvert; MP 0.3 (FS 206) - (B-6)

Aggregate Surface Course – The surface course was encountered to a depth of 0.2+ ft below existing grade.

Silty Sand – A layer of loose silty sand was encountered underneath the surface course aggregate. The layer extended to a depth of 5+ ft below the existing grade. N-value within this layer was 10 bpf.

Sandy Clay – Very soft sandy clay was encountered underneath the silty sand layer and extended to a depth of 8+ ft below existing site grade. N-value within this layer was 0 bpf, indicating penetration of the split spoon sampler under the weight of the hammer (WOH).

Silty Sand and Poorly Graded Sand [A-3] – A layer of very loose to medium dense sandy soils were encountered underneath the sandy clay soils and extended to a depth of 15+ ft below existing site grade. N-values within this layer ranged between 3 and 12 bpf.

Sandy Clay – Very soft sandy clay was encountered underneath the sandy soils and extended to a depth of 21+ ft below existing grade. N-values within this layer were between 1 and 2 bpf.

Gravelly Sand – Very loose gravelly sand was encountered underneath the sandy clay layer and extended to the boring termination depth of 22+ ft below existing grade. N-value within this layer was 2 bpf.

Groundwater – The highest groundwater was encountered at a depth of 8+ ft below existing site grade.

Black Swamp Rd Culvert; MP 0.6 (FS 152) – (B-7)

Silty Sand – A very loose silty sand layer was encountered at the ground surface. The layer extended to a depth of 5+ ft below the existing grade. N-value within this layer was 3 bpf.

Sandy Clay and Organics – A layer of very soft sandy clay with various amounts of organics was encountered underneath the silty sand and extended to a depth of 8+ ft below existing site grade. N-value within this layer was 2 bpf.

Silty Sand and Organics – A layer of very loose to loose silty sand with various amounts of organics was encountered underneath the sandy clay layer and extended to a depth of 13+ ft below existing site grade. N-values within this layer ranged between 1 and 9 bpf.

Sandy Clay – A layer of medium stiff to hard sandy clay was encountered underneath the silty sand layer and extended to the boring termination depth of 22+ ft below existing grade. N-values within this layer were between 6 and 26 bpf.

Groundwater – The highest groundwater was encountered at a depth of 8+ ft below existing site grade.

Black Swamp Rd Culvert; MP 4.1 (FS 152) – (B-8)

Aggregate Surface Course – The surface course was encountered to a depth of 0.2+ ft below existing grade.

Sandy Clay – A layer of very soft to medium stiff sandy clay was encountered underneath the surface course aggregate. This layer extended to a depth of 8+ ft below the existing grade. N-values within this layer ranged between 2 and 7 bpf.

Silty Sand and Organics [A-2-4(0)] – Very loose to loose silty sand and organic materials were encountered underneath the sandy clay layer and extended to a depth of 15+ ft below existing site grade. N-values within this layer ranged between 0 and 6 bpf.

Sandy Clay – Medium stiff to stiff, gray, sandy clay was encountered beneath the silty sand and organics layer and extended to boring termination depth of 22+ ft below existing grade. N-values within this layer ranged between 7 and 11 bpf.

Groundwater – The highest groundwater was encountered at a depth of 8+ ft below existing site grades.

It should be noted that fluctuations in the groundwater conditions due to seasonal weather changes and other factors should be anticipated.

DESIGN ANALYSIS AND RECOMMENDATIONS

Geotechnical Evaluation

Our analyses indicated that the foundations of the following structures will be supported on soils that exhibit low bearing resistance:

Middle Little Rd. Bridge; MP 3.4 (FS 121-2) Middle Little Rd. Culvert; MP 3.8 (FS 121-2) Brown Rd. Culvert; MP. 0.1 (FS 121-D) Petiford Creek Rd Culvert; MP 0.3 (FS 206) Black Swamp Rd Culvert; MP 0.6 (FS 152) Black Swamp Rd Culvert; MP 4.1 (FS 152)

On the other hand, it is likely that the foundations of Millis Rd Culvert; MP

7.3 (FS 128) would be supported on soils that exhibits adequate bearing resistance.

Recommendations

Based on soil profiles encountered and anticipated structural loads, we concluded that undercutting and replacing unsuitable soils represents the most cost effective alternative to support the proposed RCBs.

Our recommendations to enhance the soil bearing pressure at the proposed elevations are the following:

Undercut a minimum of 3 ft from the lowest bottom of foundation elevation at each site.

Place Geotextile Type III-A at the bottom of the cut.

Backfill 2.5 ft with Foundation Fill (Section 704.01).

Place Geotextile Type III-A on top of the fill.

Place foundations on top of a 6” Cellular Confinement System (CCS) filled with No. 57 stone.

Our recommendations for Millis Rd Culvert; MP 7.3 (FS 128) are the following:

Undercut 6” from the lowest bottom of foundation elevation at each site.

Place Geotextile Type III-A at the bottom of the cut Place culvert on top of a 6” Cellular Confinement System (CCS) backfilled with no. 57 stone

Notes:

Due to the variable soils conditions encountered at the various sites, the organic contents of some of the soil layers, and the very loose or very soft subgrade conditions noted at foundation bearing levels in some areas, contractors should anticipate the need for additional undercutting of unsuitable soils and backfilling and compaction with suitable fill materials.

Such suitable materials may have to be imported from off site. Alternatively, the undercut areas can be backfilled using lean concrete.

Additionally, high groundwater levels appear to exist at most sites and may be many feet above proposed foundation bearing levels. Earthwork in these areas will probably require dewatering and in some cases dewatering may need to be performed using a more sophisticated procedure than just ditching and pumping from sumps.

We recommend that construction in this project should only be attempted during a drier season of the year. Foundations should not be constructed on or over materials containing significant quantities of tree roots or other organic or unsuitable materials.

DISCLAIMER/LIMITATIONS CLAUSE

The subsurface explorations and tests described in the section on Procedures and Results have been conducted in accordance with standard practices and procedures (except as specifically noted). The results of these explorations and tests represent conditions at the specific locations indicated. Subsurface conditions between these locations may vary. The Analysis and Conclusions section and the Recommendations section in this report include interpretations and recommendations developed by the Government in the process of preparing the design. These interpretations are not intended as a substitute for the personal investigation, independent interpretation, and judgment of the Contractor.

Enclosures:

Attachment No. 1 – Figures Attachment No. 2 – Borings Location Maps and Soil Profiles Attachment No. 3 – Boring Logs Attachment No. 4 – Laboratory Testing Results Attachment No. 5 – Selected Site Photographs

Attachment No. 1 –Figures

8 1NC

FIGURE 1

PROJECT LOCATION MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA 1

STATEREG

NC ERFO 2011-1(1)

TOTAL

SHEETS

SHEET

NO.

PROJECT

NC ERFO 2011-1(1)

Route 128 (Millis Road) MP 7.3

Culvert

NC ERFO 2011-1(1)

Route 206 (Pettiford Creek Road) MP 0.3

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road)

MP 4.1

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road)

MP 0.63

Culvert

NC ERFO 2011-1(1)

Route 121-D (Brown Road) MP 0.1

Culvert

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.8

Culvert

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.4

Bridge

North Carolina 58

North Carolina 58

Source: United States Geological Survey (USGS), "Geologic Map of North Carolina (1998)"

Google Earth, 2012

SHEET

NO.

PROJECT

STATEREG

NC ERFO 2011-1(1)

TOTAL

SHEETS

2NC

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

YORKTOWN FORMATION and DUPLIN FORMATION, Undivided - Yorktown Formation: fossiliferous clay with varying amounts of fine-grained sand, bluish gray, shell material commonly concentrated in lenses; mainly in area north of Neuse River.

Duplin Formation: shelly, medium- to coarse-grained sand, sandy marl, and limestone, bluish gray; mainly in area south of Neuse River.

Primary Rock Type, Clay or mud: A loose, earthy, extremely fine-grained, natural sediment composed primarily of clay-size or colloidal particles and characterized by high plasticity and by a considerable content of clay minerals.

Secondary Rock Type, Sand: A loose aggregate of unlithified mineral or rock particles of sand size (1/16 to 2 mm); an unconsolidated deposit consisting essentially of medium-grained clastic particles.

NC ERFO 2011-1(1)

Route 128 (Millis Road) MP 7.3

Culvert

NC ERFO 2011-1(1)

Route 206 (Pettiford Creek Road)

MP 0.3

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road) MP 4.1

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road) MP 0.63

Culvert

Source: United States Geological Survey (USGS), "Geologic Map of North Carolina (1998)" Google Earth, 2012

2NC

FIGURE 2

GEOLOGIC MAP

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

YORKTOWN FORMATION and DUPLIN FORMATION, Undivided - Yorktown Formation: fossiliferous clay with varying amounts of fine-grained sand, bluish gray, shell material commonly concentrated in lenses; mainly in area north of Neuse River.

Duplin Formation: shelly, medium- to coarse-grained sand, sandy marl, and limestone, bluish gray; mainly in area south of Neuse River.

Primary Rock Type, Clay or mud: A loose, earthy, extremely fine-grained, natural sediment composed primarily of clay-size or colloidal particles and characterized by high plasticity and by a considerable content of clay minerals.

Secondary Rock Type, Sand: A loose aggregate of unlithified mineral or rock particles of sand size (1/16 to 2 mm); an unconsolidated deposit consisting essentially of medium-grained clastic particles.

SHEET

NO.

PROJECT

STATEREG

NC ERFO 2011-1(1)

TOTAL

SHEETS

NC ERFO 2011-1(1)

Route 121-D (Brown Road) MP 0.1

Culvert

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.8

Culvert

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.4

Bridge

Carteret, Craven and Jones Counties, North Carolina (2012) Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx

On Onslow loamy sand, 0 to 2 percent slopes. Ba Bayboro loam, 0 to 1 percent slopes.

Parent material: Loamy and sandy marine deposits Parent material: Clayey and loamy marine deposits Typical profile Typical profile 0 to 4 inches: Loamy fine sand 0 to 13 inches: Loam 4 to 20 inches: Loamy fine sand 13 to 17 inches: Loam 20 to 68 inches: Sandy clay loam 17 to 80 inches: Clay 68 to 80 inches: Sandy loam

MA Masontown mucky loam, 0 to 2 percent slopes, frequently flooded. CT Croatan muck, 0 to 1 percent slopes.

Parent material: Sandy and loamy alluvium Parent material: Woody organic material Typical profile Typical profile 0 to 27 inches: Mucky loam 0 to 28 inches: Muck 27 to 32 inches: Fine sandy loam 28 to 33 inches: Mucky sandy loam 32 to 80 inches: Sand 33 to 60 inches: Sandy clay loam

60 to 80 inches: Loamy sand

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

2NC

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

SHEET

NO.

PROJECT

STATEREG

NC ERFO 2011-1(1)

NC ERFO 2011-1(1)

Route 128 (Millis Road) MP 7.3

Culvert

NC ERFO 2011-1(1)

Route 206 (Pettiford Creek Road)

MP 0.3

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road) MP 4.1

Culvert

NC ERFO 2011-1(1)

Route 152 (Black Swamp Road) MP 0.63

Culvert

CT

Ba

On

MA

Craven County, North Carolina (2012) Source: http://websoilsurvey.nrcs.usda.gov/app/WebSoilSurvey.aspx

Ra Rains fine sandy loam, 0 to 2 percent slopes. On Onslow loamy sand, 0 to 2 percent slopes.

Parent material: Loamy marine deposits Parent material: Loamy and sandy marine deposits Typical profile Typical profile 0 to 7 inches: Fine sandy loam 0 to 4 inches: Loamy fine sand 7 to 12 inches: Fine sandy loam 4 to 20 inches: Loamy fine sand 12 to 20 inches: Sandy loam 20 to 68 inches: Sandy clay loam 20 to 62 inches: Sandy clay loam 68 to 80 inches: Sandy loam 62 to 85 inches: Sandy clay loam

CrB Craven silt loam, 1 to 4 percent slopes.

Parent material: Clayey marine deposits Typical profile 0 to 7 inches: Fine sandy loam 7 to 9 inches: Fine sandy loam 9 to 54 inches: Clay 54 to 80 inches: Sandy loam

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL LANDS HIGHWAY DIVISION

2NC

FIGURE 3

SOIL SURVEY MAP EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

TOTAL

SHEETS

SHEET

NO.

PROJECT

STATEREG

NC ERFO 2011-1(1)

CrB

NC ERFO 2011-1(1)

Route 121-D (Brown Road) MP 0.1

Culvert

Ra

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.8

Culvert

NC ERFO 2011-1(1)

Route 121-2 (Middle Little Road) MP 3.4

Bridge

Attachment No. 2 –Borings Location Maps and Soil Profiles

24+

24+

23+

FL

26.

35’

FL

27.

32’

FL

26.

78’

3-1 8"x

29.

4’ C

MP

FL

27.

78’

FL

27.

79’

FL

27.

91’

M

ID

D L E L

IT

L E R

D

F S

R

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

N C

E R

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10

MIDDLE LITTLE ROAD, MP 3.8

(FSR 121-2)

NC8 2 7ERFO 2011-1(1)

B-3A

B-3

Sta. 24+13.1

Sta. 24+05.5

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10

FL -2.19’

FL -2.06’

FL -1.92’

2-24"x37.96’ CMP FL -1.09’

31+00

31+50

B R

O W

N R

O A

D

F S

R D

ERFO 2011-1(1)NC8 73

BROWN ROAD, MP 0.1

(FSR 121-D)

B-4

Sta. 31+24.4

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10 x C

M P

A

B-5

MI

LLI

S R

OAD (

FS

R1

ERFO 2011-1(1)NC8 7

MILLS ROAD, MP 7.3

(FSR 128)

Sta. 38+05.3

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10

46+00

45+50

FL 5.78’

FL 7.88’

87"x63"

+/- CMPA

P E T T

IF

O R

D C

R E E

K R

D

F S

R

ERFO 2011-1(1)NC8 75

PETTIFORD CREEK ROAD, MP 0.3

(FSR 206)

B-6

Sta. 45+92.3

4+00

4+50

FL 27.99’

60"x31.68’ CMP+/-

FL 28.32’

FL 28.41’

60"x36.74’ CMP+/-

FL 28.63’

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10

Damaged Culverts

B L

A C

K S

W A

M P R

O A

D

F S

R

B-7

Sta. 4+20.9

ERFO 2011-1(1)NC8 76

BLACK SWAMP ROAD, MP 0.6

(FSR 152)

11+50

11+00 FL 18.50’

APPROXIMATED

2-60"x37.14’ CMP

FL 19.15’

FL 19.16’

FL 19.51’

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

U.S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

STERLING, VIRGINIA

REG STATE PROJECT

SHEET

NO.

TOTAL

SHEETS

-M a r -2

:3

P

M

T

IM

E e f l-f il e s h a r e .f lh d .f h w a .d o t.

g o v d a ta P

R O J E

C T

S F

S N

C -1 (1

T e c h s e r v G e o te c h C

A D

D R

X X

F O

-1 (1

B O

R

IN

G

C u lv e r ts .d g n

N

SCALE IN FEET

50 10

B L

A C

K S

W A

M P R

O A

D

F S

R

B-8

Sta. 10+95.9

ERFO 2011-1(1)NC8 77

BLACK SWAMP ROAD, MP 4.1

(FSR 152)

Attachment No. 3 –Boring Logs

C:\Documents and Settings\maria.rosa\Desktop\Boring Log_Soil Description Standard.doc

SOIL BORING GENERAL NOTES

Drilling and Sampling Symbols

SS: Split Spoon - 1 3/8” I.D., 2” O.D., except where noted ST: Shelby Tube - 2” O.D., except where noted PA: Power Auger Sample

Water levels indicated on the boring logs are the levels measured in the boring at the times indicated. In pervious soils, the indicated elevations are considered reliable ground water levels. In impervious soils, the accurate determination of ground water elevations is not possible, even after several days, and additional evidence on ground water elevations must be sought.

VISUAL METHODS FOR SOILS CLASSIFICATION

Component Distinguishing Features

Boulders Larger than 12” (300 mm)

Cobbles 3” to 12” (75 mm to 12 mm)

Gravel Larger than No. 4 sieve and smaller than a 3” sieve, described with any of the following terms (or any combination):

Coarse 3” to 3/4” (75 mm to 19 mm) sieve Medium 3/4” to 3/8” (19 mm to 9.5 mm) sieve Fine 3/8” to No. 4 (9.5 mm to 4.75 mm) sieve

Sand The finest sand grains are just visible to the naked eye, while the largest would pass a No. 4

(4.75mm) sieve (pinhead size). Described with any of the following terms (or any combination):

Coarse No. 4 to No. 10 (4.75 mm to 2.0 mm) sieve Medium No. 10 to No. 40 (2.0 mm to 0.42 mm) sieve Fine No. 40 to No. 200 (0.42 mm to 0.075 mm) sieve

Silt 1. Lumps are easily crumbled when are-dried.

2. Feels gritty between the teeth.

3. A moist pat when shaken in the palm of the hand will appear shiny and wet. When squeezed it will appear dry and dull.

Clay 1. Lumps are comparatively hard when air-dried.

2. Threads (1/8” diameter) of considerable length will support their own weight when held by one end.

3. A moist pat will appear the same whether shaken in the palm of the hand or squeezed.

Order of Description

1. Soil Density (or consistency) – see table below

2. Color

3. Major Grain Size – Composes more than 50% of the sample

4. Modifying Term – “and” : 40% to 50% of the minor grain size

“some” : 30% to 40% “little” : 10% to 30%

“trace” : 10% or less

5. Minor Grain Size(s)

6. Other (plasticity, etc.)

C:\Documents and Settings\maria.rosa\Desktop\Boring Log_Soil Description Standard.doc

7. Moisture Content (by field test) – “dry” : Absence of moisture, dusty, dry to the touch “moist” : Damp but no visible water

“wet” : Visible free water, usually soil is below water table

8. General Classification – Fill, Residual Soil, Weathered Rock

SOIL DENSITY (OR CONSISTENCY) TABLE

Coarse-Grained Soil (Gravel, Sand) Fine-Grained Soil (Clay, Silt)

Apparent Density SPT (# blows / ft) Consistency SPT (# blows / ft) Very loose 0-4 Very soft 0-2

Loose 5-10 Soft 3-4 Medium dense 11-30 Medium stiff 5-8

Dense 31-50 Stiff 9-15 Very dense >50 Very stiff 16-30

Hard >30

Examples:

1. Dense to very dense, brown to light brown, SILTY SAND, some gravel [A-7-6(10)]

(Moist)

-FILL-

Criteria for Describing Soil Structure

Description Criteria

Bed A sedimentary layer bounded by depositional surfaces.

Blocky A characteristic in which cohesive soil can be broken down into small angular lumps which resist further breakdown.

Bonded Attached or adhering.

Fissured Broken along definite planes of fracture.

Foliated Planar arrangement of textural or structural features.

Frequent More than one per foot of thickness.

Homogeneous Same color and appearance throughout.

Interbedded Alternating soil layers of different composition.

Laminae A very thin cohesive layer.

Layer A general term for material lying essentially parallel to the surfaces against which it was formed.

Lens A lenticular deposit, larger than a pocket.

Occasional One or less per foot of thickness.

Parting A very thin granular layer.

Pocket Small erratic deposits less than 12” in thickness.

Seam A thin layer separating two distinctive layers of different composition or greater magnitude.

Stratified Alternating layers of varying material or color.

Stratum A stratigraphic unit.

Varve A cyclic sedimentary couplet consisting of a coarser and a finer layer representing the variation in depositional energy resulting from the annual freeze-thaw cycle typically found in glaciolacustrine environments.

J-1

J-2

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

Aggregate Surface Course

Medium dense, light brown, SAND, trace of gravel (Moist)

FILL

Very loose, light brown, SAND, and shells, some organics (Wet)

Very loose to loose, gray, POORLY GRADED SAND, some shells [A-3] (Wet)

Loose, gray and light brown, SILTY SAND, and shells (Moist)

Loose, light gray, SAND, and shells (Moist)

0.4

5.0

10.0

25.0

28.0

35.0

1.8

1.7

1.4

0.7

2.0

1.4

1.6

2.0

1.0

0.1

1.4

5-7-7-5

1-2-2-1

1-2-3-3

0-1-2-1

0-0-2-2

0-3-2-5

2-3-5-5

6-4-4-7

5-5-5-6

2-2-6-9

(Blows / ft)

5.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

55.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/7/12

HSA

11/7/12

MR/SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.4 (FS 121-2) - Sta 17+72.19

Sheet: 1 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

O G

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G D

T

4/

/1

54.7

50.1

45.1

30.1

27.1

20.1

J-12

J-13

Very loose, gray, SILTY SAND, trace clay (Wet to moist)

End of boring at 42 ft 42.0

0.9

2.0

0-0-2-2

1-0-1-0

(Blows / ft)

5.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

55.1 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/7/12

HSA

11/7/12

MR/SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-1

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.4 (FS 121-2) - Sta 17+72.19

Sheet: 2 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

13.1

J-3

J-4

J-5

J-6

J-7

J-8

J-9

J-10

J-11

Aggregate Surface Course

Very loose to loose, brown, black and gray, SAND, and GRAVEL, some organics, some shells (Moist to wet)

-FILL

Loose to medium dense, gray and brown, POORLY GRADED SAND, trace silt, trace gravel, trace shell [A-3] (Wet)

Very loose to loose, gray, SILTY SAND, and CLAY (Wet)

0.6

10.0

32.0

0.6

1.3

1.2

2.0

0.8

1.3

1.0

1.0

0.8

0.8

1.0

3-3-2-2

2-2-2-3

12-3-6-4

5-3-4-6

1-4-4-6

1-3-3-1

1-2-2-3

6-12-13-11

13-10-10-14

3-7-7-7

3-11-13-10

(Blows / ft)

11.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

55.3 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/8/12

HSA

11/8/12

MR/SO

RK/DH

Cold 30 to 40 degrees

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.4 (FS 121-2) - Sta 17+56.19

Sheet: 1 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

54.7

45.3

23.3

J-12

J-13

J-14

J-15

Very loose to loose, gray, SILTY SAND, and CLAY (Wet) (Continued)

End of boring at 52.0 ft 52.0

2.0

2.0

2.0

1.3

0-0-0-0

0-0-0-0

0-0-1-3

2-3-4-4

(Blows / ft)

11.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

55.3 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/8/12

HSA

11/8/12

MR/SO

RK/DH

Cold 30 to 40 degrees

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-2

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.4 (FS 121-2) - Sta 17+56.19

Sheet: 2 of 2

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

3.3

J-3

J-4

J-5

J-6

J-7

J-8

AGGREGATE SURFACE COURSE

Stiff, light brown, SILTY CLAY, and GRAVEL (Moist)

FILL

TREE ROOTS

CREOSOLE/SEALANT

OILY MUCK

TREE ROOTS

Medium dense, gray and brown, SILTY SAND (Wet)

TREE ROOTS

Stiff, light brown, SILTY CLAY (Wet)

TREE ROOTS

Loose to medium dense, light brown and gray, SILTY SAND and CLAY (Wet)

End of boring at 20 ft

0.8

4.0

5.0

8.0

10.0

11.0

12.0

14.0

15.0

16.0

20.0

1.6

0.8

0.4

0.4

1.2

1.6

1.4

1.3

9-8-5-3

6-6-13-3

5-2-1-0

3-2-1-1

3-5-9-10

5-6-6-6

6-4-3-4

3-7-7-7

(Blows / ft)

2.2 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

29.8 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/8/12

HSA

11/8/12

MR/SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.8, (FS 121-2) - Culvert - Sta 24+05.5

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

29.0

25.8

24.8

21.8

19.8

18.8

17.8

15.8

14.8

13.8

9.8

J-3

J-4

J-5

J-6

J-7

AGGREGATE SURFACE COURSE

No recovery Note: Creosole in bottom of Split Spoon

Soft, dark brown, SANDY CLAY, and GRAVEL, trace silt, trace organics (Moist)

Very loose to medium dense, brown and gray,SILTY SAND, trace clay [A-2-4(0)] (Wet)

End of boring at 20 ft

2.0

5.0

8.0

20.0

0.0

1.2

1.7

1.5

1.5

0.9

2.0

3-1-2-2

2-1-2-1

2-1-1-1

2-3-5-9

6-6-7-6

0-1-5-5

5-6-5-6

(Blows / ft)

2.2 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

29.9 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/12

HSA

11/9/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-3A

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Middle Little Rd, MP 3.8 (FS 121-2) - Culvert - Sta 24+13.1

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken from 10' to 15'

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

27.9

24.9

21.9

9.9

J-3

J-4

J-5

J-6

J-7

J-8

AGGREGATE SURFACE COURSE

Stiff, brown and gray, SANDY CLAY (Moist)

Very loose, gray, GRAVELLY SAND, trace clay (Wet)

Very loose to loose, gray and brown, SILTY SAND, some gravel, some clay (Wet)

Very loose, gray, POORLY GRADED SAND, trace silt, some gravel [A-3] (Wet)

Very soft to soft, gray, SANDY CLAY, trace silt (Wet)

End of boring at 22 ft

0.5

5.0

7.0

10.0

13.0

22.0

1.7

0.4

0.7

1.2

1.8

2.0

2.0

9-7-3-3

2-1-1-1

3-3-6-6

3-3-1-2

1-1-0-1

1-1-2-1

1-1-1-1

1-1-0-1

(Blows / ft)

3.1 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

1.7 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/9/12

HSA

11/9/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-4

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Brown Rd, MP 0.1 (FS 121-D)- Culvert - Sta 31+24.4

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken from 10' to 15'.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

1.2

-3.3

-5.3

-8.3

-11.3

-20.3

J-3

J-4

J-5

J-6

J-7

J-8

AGGREGATE SURFACE COURSE

Loose, brown and gray, SILTY SAND, trace of gravel (Moist)

Very soft to soft, brown and gray, SILTY CLAY, and ORGANICS, some gravel (Moist to wet)

Loose, gray, POORLY GRADED SAND, trace silt [A-3] (Wet)

Medium dense, light gray, SILTY SAND (Wet)

Very soft, gray, SANDY CLAY (Wet)

Very soft, gray, CLAY, some silt (Wet)

End of boring at 22 ft

0.4

5.0

10.0

13.0

17.0

20.0

22.0

1.5

1.3

1.2

0.9

1.4

1.3

1.5

2.0

2-2-8-7

4-2-2-2

1-1-1-0

2-3-6-5

12-12-15-19

10-12-18-20

0-0-0-0

0-0-0-0

(Blows / ft)

5.2 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

22.7 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/10/12

HSA

11/10/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-5

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Millis Rd, MP 7.3 (FS 128) -Culvert - Sta 38+05.3

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken from 10' to 15'.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

22.3

17.7

12.7

9.7

5.7

2.7

0.7

J-3

J-4

J-5

J-6

J-7

J-8

AGGREGATE SURFACE COURSE

Loose, orangish tan, SILTY SAND, trace of clay (Dry)

Very soft, dark brown, SANDY CLAY (Moist)

Medium dense, light brown and gray , SILTY SAND (Wet)

Very loose to loose, gray, POORLY GRADED SAND , trace organics [A-3] (Wet)

Very soft, light gray, SANDY CLAY, trace of gravel (Wet)

Very loose, light brown and gray, GRAVELLY SAND, trace of clay (Wet)

End of boring at 22 ft

0.2

5.0

8.0

10.0

15.0

21.0

22.0

1.5

1.6

1.3

1.1

1.3

1.5

1.6

1.5

3-5-5-5

0-0-0-0

4-5-7-5

4-2-1-1

2-2-3-3

1-1-1-1

1-0-1-3

1-1-1-1

(Blows / ft)

8.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

12.8 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/10/12

HSA

11/10/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-6

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Petiford Creek Rd, MP 0.3 (FS 206) - Culvert - Sta 45+92.3

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken from 10' to 15'.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

12.6

7.8

4.8

2.8

-2.2

-8.2

-9.2

J-3

J-4

J-5

J-6

J-7

J-8

Very loose, dark to light brown, SILTY SAND, some organics (Moist)

Very soft, dark brown, SANDY CLAY, and

ORGANICS

(Moist)

Very loose to loose, gray and dark brown, SILTY SAND, and ORGANICS, trace of clay (Wet)

Medium stiff to hard, gray, SANDY CLAY, with shells (Wet)

End of boring at 22 ft

5.0

8.0

13.0

22.0

1.9

0.6

1.5

1.7

2.0

1.6

1.8

1.0

1-1-2-4

2-1-1-1

1-0-1-1

0-3-6-6

4-3-3-3

4-7-9-16

8-11-15-20

5-8-10-9

(Blows / ft)

8.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

33.5 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/12

HSA

11/12/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-7

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Black Swamp Rd, MP 0.6 (FS 152) - Culvert - Sta 4+20.9

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

2. Bucket sample taken from 10' to 15'.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

28.5

25.5

20.5

11.5

J-3

J-4

J-5

J-6

J-7

J-8

AGGREGATE SURFACE COURSE

Very soft to medium stiff, brown and gray, SANDY

CLAY

(Moist)

Very loose to loose, dark brown and gray, SILTY SAND , and ORGANICS [A-2-4(0)] (Wet)

Medium stiff to stiff, gray, SANDY CLAY, and shells (Wet)

End of boring at 22 ft

0.2

8.0

15.0

22.0

1.8

0.5

1.6

1.2

1.7

1.0

1.3

1.3

4-4-3-2

1-1-1-1

0-0-0-0

0-0-2-2

4-3-3-3

4-5-6-6

5-4-3-4

6-7-3-4

(Blows / ft)

8.0 ft Groundwater Depth:

At Completion:

La ye r D ep th ft)

D ep th S ca le ft)

Completed:

Hole Diameter:

Boring Method:

Rock Core Diam:

Vane Shear

Density, Color, Plasticity, Size, Proportions, Moisture T yp e

Boring Location:

Boring No.:

MATERIAL DESCRIPTION

Auger Cuttings UD

30 in.

20 60 80

140 lbs/Automatic 3 3/4 in

23.5 ft

BORING LOG

Caved at:

Hammer Drop:

Hammer Wt. & Type:

Surface Elevation: Boring Began: 11/12/12

HSA

11/12/12

SO

RK/DH

Cold

Project Name:

E le va tio n (f ee t)

Water Content %

SPT Rock Core Penetrometer

N o.

Sample Types:

Encountered at:

After

Liquid Limit Standard Penetration Test Data

B-8

Weather:

Operator:

Inspector:

Project Location:

Plastic Limit

Black Swamp Rd, MP 4.1 (FS 152) - Culvert - Sta 10+95.9

Sheet: 1 of 1

U. S. DEPARTMENT OF TRANSPORTATION

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

1. Boring was backfilled with auger cuttings upon completion.

R ec

SAMPLE

NC ERFO 2011-1(1)

Carteret, Craven and Jones Counties, NC hrs

B lo w s p e r in

Remarks:

G ra p h ic L o g

B O

R

IN

G L

E

R F

O

1-

(1

M

A .G

P J

F H

W A

_V A

.G

/1

23.3

15.5

8.5

1.5

Attachment No. 4 –Laboratory Testing Results

SOIL DATA

NO.

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 0.0 0.0 0.0 6.2 89.3 4.5

(ft.)

NC ERFO 2011-1(1)

Croatan National Forest

EFLHD/FHWA

South Abut. B-1/J-5 15-17 Poorly graded sand SP

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.0 3.8 90.0 6.2

North Abut. B-2/J-6 18-20 Poorly graded sand with silt SP-SM

0.0 0.0 0.0 0.0 22.5 58.2 19.3

C. 4101 121-2 B-3A/J-3 8-10 Silty sand SM

MP 3.8

0.0 0.0 0.0 0.0 18.1 73.5 8.4

C. 4301 121-D B-4/J-4 10-12 Poorly graded sand with silt SP-SM

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0 3.0 3.3 3.1 5.9 76.4 8.3

(ft.)

NC ERFO 2011-1(1)

Croatan National Forest

EFLHD/FHWA

C. 4601 128 B-5/J-4 10-12 Poorly graded sand with silt SP-SM

MP 7.3

Particle Size Distribution Report

FEDERAL HIGHWAY ADMINISTRATION

EASTERN FEDERAL LANDS HIGHWAY DIVISION

0.0 0.0 0.0 0.0 15.1 82.2 2.7

C. 206 MP 0.3 B-6/J-4 10-12 Poorly graded sand SP

0.0 0.0 1.7 6.4 30.4 52.8 8.7

C. 4401 152 B-7/J-3 8-10 NOT ENOUGH -10 MATERIAL TO DO T-89/T-90

MP 0.6

USCSDESCRIPTION

DEPTHSAMPLE

SOURCESYMBOL

Project No.:

Project:

Client:

Particle Size Distribution Report

P E

R C

E N

T F

IN

E

R

100 10 1 0.1 0.01 0.001200 GRAIN SIZE - mm

% + 3"

% GRAVEL

CRS. FINE

% SAND

CRS. MEDIUM FINE

% FINES

SILT CLAY

in in in

1- 1/ in in

3/ in

1/ in

3/ in

#4 #1

#2

#3

#4

#6

#1

#1

#2

0.0…