DC00498_W-5703C US 421 @ WILLOUGHBY PARK

Location:	North Carolina
Posted:	Feb 12, 2026
Due:	Feb 19, 2026
Agency:	Division of Highways
Type of Government:	State & Local
Category:	59 - Electrical and Electronic Equipment Components
Publication URL:	To access bid details, please log in.

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ROY COOPER

GOVERNOR

STATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATION

April 12, 2024

J. R. “JOEY” HOPKINS

SECRETARY

MEMORANDUM TO:

FROM:

STATE PROJECT:

COUNTY:

DESCRIPTION:

Shihai Zhang, PE

State Pavement Design Engineer

Tatia L. White, PE, P.L.S., C.P.M.

State Roadway Design Engineer

David B. Leonard, PE

Assistant Project Development Engineer

Matthew J. Alexander PE

State Geotechnical Engineer

44849.1.3 (W-5703C)

New Hanover

US 421 (Carolina Beach Road) from Antoinette Drive to

Approximately 200 feet North of Willoughby Park Road

SUBJECT:

Pavement and Subgrade Investigation Report

The Geotechnical Engineering Unit has completed the evaluation of the pavement and

subgrade investigation for this project and presents the following.

The proposed work consists of widening the existing roadway and adding curb and

gutter.

The subgrade beneath the existing roadway consists of roadway embankment and Coastal

Plain soils. Soil types encountered were fine sand (A-3), silty sand (A-2-4) and lesser

amounts of sandy silt (A-4) and sandy clay (A-6).

Anticipated borrow will likely consist of fine sand (A-3) and silty sand (A-2-4).

The length of this project is 0.492.

The existing pavement is generally in good condition with low severity longitudinal and

transverse cracking present.

Mailing Address:

NC DEPARTMENT OF TRANSPORTATION

GEOTECHNICAL ENGINEERING UNIT

1589 MAIL SERVICE CENTER

RALEIGH NC 27699-1589

Telephone: 919-707-6850

Fax: 919-250-4237

Customer Service: 1-877-368-4968

Website: www.ncdot.gov

Location:

CENTURY CENTER COMPLEX

ENTRANCE B-2

1020 BIRCH RIDGE DRIVE

RALEIGH NC

W-5703C

pg. 2

AREAS OF SPECIAL GEOTECHNICAL INTEREST

A. Highly Plastic Clays:

Soils with a Plasticity Index (PI) of 16 or greater were not encountered during this

investigation. Locations of clays with a PI of 26 or greater

B. Trapped Water within the Pavement:

Trapped water within the pavement was not observed during this investigation.

C. Soils with a High Moisture Content:

All soils were classified as moist for this investigation.

D. Ground Water:

Groundwater was not encountered during this investigation.

MJA/JBB

ATTACHMENT 1:

ATTACHMENT 2:

ATTACHMENT 3:

Pavement and Subgrade Inventory

DCP Graphs

Pavement Core Evaluation

04/12/2024

SEE SHEET 3 FOR PLAN SHEET LAYOUT

AT TIME OF INVESTIGATION

CONTENTS

SHEET NO.

4-7

8 - 10

1 1 - 16

17 - 18

19 - 20

DESCRIPTION

TITLE SHEET

LEGEND

ROADWAY TITLE SHEET

PLAN SHEETS

PAVEMENT INVESTIGATION DATA SHEETS

DUAL MASS DCP DATA SHEETS

PAVEMENT CORE PHOTOS

LABORATORY SUMMARY SHEETS

APPENDICES

APPENDIX

TITLE

CULVERT

EXTENSION

FOUNDATION

RECOMMENDATIONS

BULK SAMPLE

LABORATORY

TEST RESULTS

BORING LOG

SINGLE POINT

CBR TEST

SHEETS

23 - 25

STATE OF NORTH CAROLINA

DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

GEOTECHNICAL ENGINEERING UNIT

ROADWAY

SUBSURFACE INVESTIGATION

COUNTY NEW HANOVER

PROJECT DESCRIPTION US 421 (CAROLINA BEACH

ROAD) FROM US 117/NC 132 (COLLEGE ROAD) TO

200 FEET NORTH OF WILLOUGHBY PARK

PAVEMENT AND SUBGRADE INVESTIGATION

STATE

N.C.

STATE PROJECT REFERENCE NO.

W-5703C

SHEET

NO.

TOTAL

SHEETS

CAUTION NOTICE

THE SUBSURFACE INFORMATION AND THE SUBSURFACE INVESTIGATION ON WHICH IT IS BASED WERE

MADE FOR THE PURPOSE OF STUDY, PLANNING AND DESIGN, AND NOT FOR CONSTRUCTION OR PAY

PURPOSES. THE VARIOUS FIELD BORING LOGS, ROCK CORES AND SOIL TEST DATA AVAILABLE MAY

BE REVIEWED OR INSPECTED IN RALEIGH BY CONTACTING THE N. C. DEPARTMENT OF TRANSPORTATION,

GEOTECHNICAL ENGINEERING UNIT AT (919) 707-6850. THE SUBSURFACE PLANS AND REPORTS, FIELD

BORING LOGS, ROCK CORES AND SOIL TEST DATA ARE NOT PART OF THE CONTRACT.

GENERAL SOIL AND ROCK STRATA DESCRIPTIONS AND INDICATED BOUNDARIES ARE BASED ON A

GEOTECHNICAL INTERPRETATION OF ALL AVAILABLE SUBSURFACE DATA AND MAY NOT NECESSARILY

REFLECT THE ACTUAL SUBSURFACE CONDITIONS BETWEEN BORINGS OR BETWEEN SAMPLED STRATA

WITHIN THE BOREHOLE. THE LABORATORY SAMPLE DATA AND THE IN SITU (IN-PLACE) TEST DATA

CAN BE RELIED ON ONLY TO THE DEGREE OF RELIABILITY INHERENT IN THE STANDARD TEST METHOD.

THE OBSERVED WATER LEVELS OR SOIL MOISTURE CONDITIONS INDICATED IN THE SUBSURFACE

INVESTIGATIONS ARE AS RECORDED AT THE TIME OF THE INVESTIGATION. THESE WATER LEVELS OR

SOIL MOISTURE CONDITIONS MAY VARY CONSIDERABLY WITH TIME ACCORDING TO CLIMATIC CONDITIONS

INCLUDING TEMPERATURES, PRECIPITATION AND WIND, AS WELL AS OTHER NON-CLIMATIC FACTORS.

THE BIDDER OR CONTRACTOR IS CAUTIONED THAT DETAILS SHOWN ON THE SUBSURFACE PLANS ARE

PRELIMINARY ONLY AND IN MANY CASES THE FINAL DESIGN DETAILS ARE DIFFERENT. FOR BIDDING

AND CONSTRUCTION PURPOSES, REFER TO THE CONSTRUCTION PLANS AND DOCUMENTS FOR FINAL

DESIGN INFORMATION ON THIS PROJECT. THE DEPARTMENT DOES NOT WARRANT OR GUARANTEE THE

SUFFICIENCY OR ACCURACY OF THE INVESTIGATION MADE, NOR THE INTERPRETATIONS MADE, OR

OPINION OF THE DEPARTMENT AS TO THE TYPE OF MATERIALS AND CONDITIONS TO BE ENCOUNTERED.

THE BIDDER OR CONTRACTOR IS CAUTIONED TO MAKE SUCH INDEPENDENT SUBSURFACE INVESTIGATIONS

AS HE DEEMS NECESSARY TO SATISFY HIMSELF AS TO CONDITIONS TO BE ENCOUNTERED ON THE

PROJECT. THE CONTRACTOR SHALL HAVE NO CLAIM FOR ADDITIONAL COMPENSATION OR FOR AN

EXTENSION OF TIME FOR ANY REASON RESULTING FROM THE ACTUAL CONDITIONS ENCOUNTERED AT

THE SITE DIFFERING FROM THOSE INDICATED IN THE SUBSURFACE INFORMATION.

NOTES:

THE INFORMATION CONTAINED HEREIN IS NOT IMPLIED OR GUARANTEED BY THE N. C. DEPARTMENT

OF TRANSPORTATION AS ACCURATE NOR IS IT CONSIDERED PART OF THE PLANS, SPECIFICATIONS

OR CONTRACT FOR THE PROJECT.

2. BY HAVING REQUESTED THIS INFORMATION, THE CONTRACTOR SPECIFICALLY WAIVES ANY CLAIMS

FOR INCREASED COMPENSATION OR EXTENSION OF TIME BASED ON DIFFERENCES BETWEEN THE

CONDITIONS INDICATED HEREIN AND THE ACTUAL CONDITIONS AT THE PROJECT SITE.

PERSONNEL

T. PARK

C. STRATTON

A. FOWLER, CWD

E. SWAIN

INVESTIGATED BY CATLIN

DRAWN BY S. V. HUDSON

CHECKED BY J. LEE STONE, LG

SUBMITTED BY S. V. HUDSON, LG

DATE APRIL 2024

Prepared in the Office of:

Engineers and Scientists

Wilmington, North Carolina

ORTLHICCENASREODLIN

SEAL

1583

VEN

LOG IS

V HUDS

04/12/2024

SIGNATURE

DATE

DOCUMENT NOT CONSIDERED FINAL

UNLESS ALL SIGNATURES COMPLETED

Prepared in the Office of:

Engineers and Scientists

Wilmington, North Carolina

NORTH CAROLINA DEPARTMENT OF TRANSPORTATION

DIVISION OF HIGHWAYS

GEOTECHNICAL ENGINEERING UNIT

SUBSURFACE INVESTIGATION

SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS

PROJECT REFERENCE NO.

W-5703C

SHEET NO.

SOIL DESCRIPTION

SOIL IS CONSIDERED UNCONSOLIDATED, SEMI-CONSOLIDATED, OR WEATHERED EARTH MATERIALS THAT CAN

BE PENETRATED WITH A CONTINUOUS FLIGHT POWER AUGER AND YIELD LESS THAN 100 BLOWS PER FOOT

ACCORDING TO THE STANDARD PENETRATION TEST (AASHTO T 206, ASTM D1586). SOIL CLASSIFICATION

IS BASED ON THE AASHTO SYSTEM. BASIC DESCRIPTIONS GENERALLY INCLUDE THE FOLLOWING:

CONSISTENCY, COLOR, TEXTURE, MOISTURE, AASHTO CLASSIFICATION, AND OTHER PERTINENT FACTORS SUCH

AS MINERALOGICAL COMPOSITION, ANGULARITY, STRUCTURE, PLASTICITY, ETC. FOR EXAMPLE,

VERY STIFF, GRAY, SILTY CLAY, MOIST WITH INTERBEDDED FINE SAND LAYERS, HIGHLY PLASTIC, A-7-6

GENERAL

CLASS.

SOIL LEGEND AND AASHTO CLASSIFICATION

GRANULAR MATERIALS

( 35% PASSING #200)

SILT-CLAY MATERIALS

( 35% PASSING #200)

ORGANIC MATERIALS

GROUP

CLASS.

A-1

A-1-a A-1-b

A-3

A-2

A-2-4 A-2-5 A-2-6 A-2-7

A-4

A-5

A-6

A-7

A-7-5,

A-7-6

A-1, A-2

A-3

A-4, A-5

A-6, A-7

SYMBOL

% PASSING

#10

#40

#200

50 MX

30 MX 50 MX 51 MN

15 MX 25 MX 10 MX 35 MX 35 MX 35 MX 35 MX 36 MN 36 MN 36 MN 36 MN

GRANULAR

SOILS

SILT-

CLAY

SOILS

MUCK,

PEAT

MATERIAL

PASSING #4O

6 MX

40 MX 41 MN 40 MX 41 MN 40 MX 41 MN 40 MX 41 MN

NP 10 MX 10 MX 11 MN 11 MN 10 MX 10 MX 11 MN 11 MN

GROUP INDEX

4 MX

8 MX 12 MX 16 MX NO MX

USUAL TYPES

OF MAJOR

MATERIALS

STONE FRAGS.

GRAVEL, AND

SAND

FINE

SAND

SILTY OR CLAYEY

GRAVEL AND SAND

SILTY

SOILS

CLAYEY

SOILS

SOILS WITH

LITTLE OR

MODERATE

AMOUNTS OF

ORGANIC

MATTER

HIGHLY

ORGANIC

SOILS

GEN. RATING

AS SUBGRADE

EXCELLENT TO GOOD

FAIR TO POOR

FAIR TO

POOR

UNSUITABLE

PI OF A-7-5 SUBGROUP IS LL - 30 ; PI OF A-7-6 SUBGROUP IS LL - 30

CONSISTENCY OR DENSENESS

PRIMARY SOIL TYPE

COMPACTNESS OR

CONSISTENCY

RANGE OF STANDARD

PENETRATION RESISTANCE

(N-VALUE)

RANGE OF UNCONFINED

COMPRESSIVE STRENGTH

(TONS/FT )

GENERALLY

GRANULAR

MATERIAL

(NON-COHESIVE)

VERY LOOSE

LOOSE

MEDIUM DENSE

DENSE

VERY DENSE

4 TO 10

10 TO 30

30 TO 50

> 50

N/A

GENERALLY

SILT-CLAY

MATERIAL

(COHESIVE)

VERY SOFT

SOFT

MEDIUM STIFF

STIFF

VERY STIFF

HARD

2 TO 4

4 TO 8

8 TO 15

15 TO 30

> 30

TEXTURE OR GRAIN SIZE

< 0.25

0.25 TO 0.5

0.5 TO 1.0

1 TO 2

2 TO 4

U.S. STD. SIEVE SIZE

OPENING (MM)

BOULDER

(BLDR.)

COBBLE

(COB.)

GRAIN

305

SIZE

IN.

4.76

2.00

0.42

0.25

200

0.075

270

0.053

GRAVEL

(GR.)

COARSE

SAND

(CSE. SD.)

FINE

SAND

(F SD.)

SILT

(SL.)

CLAY

(CL.)

2.0

0.25

0.05

0.005

SOIL MOISTURE - CORRELATION OF TERMS

SOIL MOISTURE SCALE

(ATTERBERG LIMITS)

FIELD MOISTURE

DESCRIPTION

GUIDE FOR FIELD MOISTURE DESCRIPTION

PLASTIC

RANGE

(PI)

LIQUID LIMIT

PLASTIC LIMIT

- SATURATED -

(SAT.)

- WET - (W)

USUALLY LIQUID; VERY WET, USUALLY

FROM BELOW THE GROUND WATER TABLE

SEMISOLID; REQUIRES DRYING TO

ATTAIN OPTIMUM MOISTURE

OPTIMUM MOISTURE

SHRINKAGE LIMIT

NON PLASTIC

SLIGHTLY PLASTIC

MODERATELY PLASTIC

HIGHLY PLASTIC

- MOIST - (M)

SOLID; AT OR NEAR OPTIMUM MOISTURE

- DRY - (D)

REQUIRES ADDITIONAL WATER TO

ATTAIN OPTIMUM MOISTURE

PLASTICITY

PLASTICITY INDEX (PI)

0-5

6-15

16-25

26 OR MORE

COLOR

DRY STRENGTH

VERY LOW

SLIGHT

MEDIUM

HIGH

DESCRIPTIONS MAY INCLUDE COLOR OR COLOR COMBINATIONS (TAN, RED, YELLOW-BROWN, BLUE-GRAY).

MODIFIERS SUCH AS LIGHT, DARK, STREAKED, ETC. ARE USED TO DESCRIBE APPEARANCE.

GRADATION

WELL GRADED - INDICATES A GOOD REPRESENTATION OF PARTICLE SIZES FROM FINE TO COARSE.

UNIFORMLY GRADED - INDICATES THAT SOIL PARTICLES ARE ALL APPROXIMATELY THE SAME SIZE.

GAP-GRADED - INDICATES A MIXTURE OF UNIFORM PARTICLE SIZES OF TWO OR MORE SIZES.

ANGULARITY OF GRAINS

THE ANGULARITY OR ROUNDNESS OF SOIL GRAINS IS DESIGNATED BY THE TERMS:

ANGULAR, SUBANGULAR, SUBROUNDED, OR ROUNDED.

MINERALOGICAL COMPOSITION

MINERAL NAMES SUCH AS QUARTZ, FELDSPAR, MICA, TALC, KAOLIN, ETC.

ARE USED IN DESCRIPTIONS WHEN THEY ARE CONSIDERED OF SIGNIFICANCE.

COMPRESSIBILITY

SLIGHTLY COMPRESSIBLE

MODERATELY COMPRESSIBLE

HIGHLY COMPRESSIBLE

LL < 31

LL = 31 - 50

LL > 50

PERCENTAGE OF MATERIAL

ORGANIC MATERIAL

TRACE OF ORGANIC MATTER

LITTLE ORGANIC MATTER

MODERATELY ORGANIC

HIGHLY ORGANIC

GRANULAR

SOILS

2 - 3%

3 - 5%

5 - 10%

> 10%

SILT - CLAY

SOILS

3 - 5%

5 - 12%

12 - 20%

> 20%

OTHER MATERIAL

TRACE

1 - 10%

LITTLE

10 - 20%

SOME

20 - 35%

HIGHLY

35% AND ABOVE

GROUND WATER

WATER LEVEL IN BORE HOLE IMMEDIATELY AFTER DRILLING

STATIC WATER LEVEL AFTER24 HOURS

PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA

SPRING OR SEEP

MISCELLANEOUS SYMBOLS

25/025

ROADWAY EMBANKMENT (RE)

DIP & DIP DIRECTION

WITH SOIL DESCRIPTION

OF ROCK STRUCTURES

SPT

SOIL SYMBOL

DPT DMT

VST PMT

TEST BORING

ARTIFICIAL FILL (AF) OTHER

THAN ROADWAY EMBANKMENT

AUGER BORING

SLOPE INDICATOR

INSTALLATION

CONE PENETROMETER

TEST

INFERRED SOIL BOUNDARY

INFERRED ROCK LINE

ALLUVIAL SOIL BOUNDARY

CORE BORING

MONITORING WELL

PIEZOMETER

INSTALLATION

SOUNDING ROD

TEST BORING

WITH CORE

SPT N-VALUE

RECOMMENDATION SYMBOLS

UNDERCUT

SHALLOW

UNDERCUT

UNCLASSIFIED EXCAVATION -

UNSUITABLE WASTE

UNCLASSIFIED EXCAVATION -

ACCEPTABLE DEGRADABLE ROCK

UNCLASSIFIED EXCAVATION -

ACCEPTABLE, BUT NOT TO BE

USED IN THE TOP 3 FEET OF

EMBANKMENT OR BACKFILL

ABBREVIATIONS

AR - AUGER REFUSAL

BT - BORING TERMINATED

CL. - CLAY

CPT - CONE PENETRATION TEST

CSE. - COARSE

DMT - DILATOMETER TEST

DPT - DYNAMIC PENETRATION TEST

e - VOID RATIO

F - FINE

FOSS. - FOSSILIFEROUS

FRAC. - FRACTURED, FRACTURES

FRAGS. - FRAGMENTS

HI. - HIGHLY

MED. - MEDIUM

MICA. - MICACEOUS

MOD. - MODERATELY

NP - NON PLASTIC

ORG. - ORGANIC

PMT - PRESSUREMETER TEST

SAP. - SAPROLITIC

SD. - SAND, SANDY

SL. - SILT, SILTY

SLI. - SLIGHTLY

TCR - TRICONE REFUSAL

w- MOISTURE CONTENT

V - VERY

VST - VANE SHEAR TEST

WEA. - WEATHERED

- UNIT WEIGHT

- DRY UNIT WEIGHT

SAMPLE ABBREVIATIONS

S - BULK

SS - SPLIT SPOON

ST - SHELBY TUBE

RS - ROCK

RT - RECOMPACTED TRIAXIAL

CBR - CALIFORNIA BEARING

RATIO

EQUIPMENT USED ON SUBJECT PROJECT

DRILL UNITS:

ADVANCING TOOLS:

HAMMER TYPE:

X CME-45C

CLAY BITS

X AUTOMATIC

X MANUAL

CME-55

CME-550

VANE SHEAR TEST

PORTABLE HOIST

X ELECTRIC CORE

6" CONTINUOUS FLIGHT AUGER

X 8" HOLLOW AUGERS

HARD FACED FINGER BITS

TUNG.-CARBIDE INSERTS

CASING

W/ ADVANCER

TRICONE

" STEEL TEETH

TRICONE

" TUNG.-CARB.

X CORE BIT

X 4" THIN WALL BIT

CORE SIZE:

-B

-H

-N

HAND TOOLS:

POST HOLE DIGGER

X HAND AUGER

SOUNDING ROD

VANE SHEAR TEST

X DUAL MASS DCP

ROCK DESCRIPTION

HARD ROCK IS NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT REFUSAL IF TESTED. AN INFERRED

ROCK LINE INDICATES THE LEVEL AT WHICH NON-COASTAL PLAIN MATERIAL WOULD YIELD SPT REFUSAL.

SPT REFUSAL IS PENETRATION BY A SPLIT SPOON SAMPLER EQUAL TO OR LESS THAN 0.1 FOOT PER 60

BLOWS IN NON-COASTAL PLAIN MATERIAL, THE TRANSITION BETWEEN SOIL AND ROCK IS OFTEN

REPRESENTED BY A ZONE OF WEATHERED ROCK.

ROCK MATERIALS ARE TYPICALLY DIVIDED AS FOLLOWS:

WEATHERED

ROCK (WR)

CRYSTALLINE

ROCK (CR)

NON-CRYSTALLINE

ROCK (NCR)

COASTAL PLAIN

SEDIMENTARY ROCK

(CP)

NON-COASTAL PLAIN MATERIAL THAT WOULD YIELD SPT N VALUES >

100 BLOWS PER FOOT IF TESTED.

FINE TO COARSE GRAIN IGNEOUS AND METAMORPHIC ROCK THAT

WOULD YIELD SPT REFUSAL IF TESTED. ROCK TYPE INCLUDES GRANITE,

GNEISS, GABBRO, SCHIST, ETC.

FINE TO COARSE GRAIN METAMORPHIC AND NON-COASTAL PLAIN

SEDIMENTARY ROCK THAT WOULD YIELD SPT REFUSAL IF TESTED.

ROCK TYPE INCLUDES PHYLLITE, SLATE, SANDSTONE, ETC.

COASTAL PLAIN SEDIMENTS CEMENTED INTO ROCK, BUT MAY NOT YIELD

SPT REFUSAL. ROCK TYPE INCLUDES LIMESTONE, SANDSTONE, CEMENTED

SHELL BEDS, ETC.

WEATHERING

FRESH

ROCK FRESH, CRYSTALS BRIGHT, FEW JOINTS MAY SHOW SLIGHT STAINING. ROCK RINGS UNDER

HAMMER IF CRYSTALLINE.

VERY SLIGHT ROCK GENERALLY FRESH, JOINTS STAINED, SOME JOINTS MAY SHOW THIN CLAY COATINGS IF OPEN,

(V SLI.)

CRYSTALS ON A BROKEN SPECIMEN FACE SHINE BRIGHTLY. ROCK RINGS UNDER HAMMER BLOWS IF

OF A CRYSTALLINE NATURE.

SLIGHT

(SLI.)

ROCK GENERALLY FRESH, JOINTS STAINED AND DISCOLORATION EXTENDS INTO ROCK UP TO

1 INCH. OPEN JOINTS MAY CONTAIN CLAY. IN GRANITOID ROCKS SOME OCCASIONAL FELDSPAR

CRYSTALS ARE DULL AND DISCOLORED. CRYSTALLINE ROCKS RING UNDER HAMMER BLOWS.

MODERATE

(MOD.)

SIGNIFICANT PORTIONS OF ROCK SHOW DISCOLORATION AND WEATHERING EFFECTS. IN

GRANITOID ROCKS, MOST FELDSPARS ARE DULL AND DISCOLORED, SOME SHOW CLAY. ROCK HAS

DULL SOUND UNDER HAMMER BLOWS AND SHOWS SIGNIFICANT LOSS OF STRENGTH AS COMPARED

WITH FRESH ROCK.

MODERATELY

SEVERE

(MOD. SEV.)

ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. IN GRANITOID ROCKS, ALL FELDSPARS DULL

AND DISCOLORED AND A MAJORITY SHOW KAOLINIZATION. ROCK SHOWS SEVERE LOSS OF STRENGTH

AND CAN BE EXCAVATED WITH A GEOLOGIST'S PICK. ROCK GIVES "CLUNK" SOUND WHEN STRUCK.

IF TESTED, WOULD YIELD SPT REFUSAL

SEVERE

(SEV.)

ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC CLEAR AND EVIDENT BUT

REDUCED IN STRENGTH TO STRONG SOIL. IN GRANITOID ROCKS ALL FELDSPARS ARE KAOLINIZED

TO SOME EXTENT. SOME FRAGMENTS OF STRONG ROCK USUALLY REMAIN.

IF TESTED, WOULD YIELD SPT N VALUES > 100 BPF

VERY

SEVERE

(V SEV.)

ALL ROCK EXCEPT QUARTZ DISCOLORED OR STAINED. ROCK FABRIC ELEMENTS ARE DISCERNIBLE

BUT MASS IS EFFECTIVELY REDUCED TO SOIL STATUS, WITH ONLY FRAGMENTS OF STRONG ROCK

REMAINING. SAPROLITE IS AN EXAMPLE OF ROCK WEATHERED TO A DEGREE THAT ONLY MINOR

VESTIGES OF ORIGINAL ROCK FABRIC REMAIN. IF TESTED, WOULD YIELD SPT N VALUES < 100 BPF

COMPLETE

ROCK REDUCED TO SOIL. ROCK FABRIC NOT DISCERNIBLE, OR DISCERNIBLE ONLY IN SMALL AND

SCATTERED CONCENTRATIONS. QUARTZ MAY BE PRESENT AS DIKES OR STRINGERS. SAPROLITE IS

ALSO AN EXAMPLE.

ROCK HARDNESS

VERY HARD

CANNOT BE SCRATCHED BY KNIFE OR SHARP PICK. BREAKING OF HAND SPECIMENS REQUIRES

SEVERAL HARD BLOWS OF THE GEOLOGIST'S PICK.

HARD

CAN BE SCRATCHED BY KNIFE OR PICK ONLY WITH DIFFICULTY. HARD HAMMER BLOWS REQUIRED

TO DETACH HAND SPECIMEN.

MODERATELY

HARD

CAN BE SCRATCHED BY KNIFE OR PICK. GOUGES OR GROOVES TO 0.25 INCHES DEEP CAN BE

EXCAVATED BY HARD BLOW OF A GEOLOGIST'S PICK. HAND SPECIMENS CAN BE DETACHED

BY MODERATE BLOWS.

MEDIUM

HARD

CAN BE GROOVED OR GOUGED 0.05 INCHES DEEP BY FIRM PRESSURE OF KNIFE OR PICK POINT.

CAN BE EXCAVATED IN SMALL CHIPS TO PIECES 1 INCH MAXIMUM SIZE BY HARD BLOWS OF THE

POINT OF A GEOLOGIST'S PICK.

SOFT

CAN BE GROOVED OR GOUGED READILY BY KNIFE OR PICK. CAN BE EXCAVATED IN FRAGMENTS

FROM CHIPS TO SEVERAL INCHES IN SIZE BY MODERATE BLOWS OF A PICK POINT. SMALL, THIN

PIECES CAN BE BROKEN BY FINGER PRESSURE.

VERY

SOFT

CAN BE CARVED WITH KNIFE. CAN BE EXCAVATED READILY WITH POINT OF PICK. PIECES 1 INCH

OR MORE IN THICKNESS CAN BE BROKEN BY FINGER PRESSURE. CAN BE SCRATCHED READILY BY

FINGERNAIL.

FRACTURE SPACING

BEDDING

TERM

VERY WIDE

WIDE

MODERATELY CLOSE

VERY CLOSE

SPACING

MORE THAN 10 FEET

3 TO 10 FEET

1 TO 3 FEET

0.16 TO 1 FOOT

LESS THAN 0.16 FEET

TERM

VERY THICKLY BEDDED

THICKLY BEDDED

THINLY BEDDED

VERY THINLY BEDDED

THICKLY LAMINATED

THINLY LAMINATED

THICKNESS

4 FEET

1.5 - 4 FEET

0.16 - 1.5 FEET

0.03 - 0.16 FEET

0.008 - 0.03 FEET

< 0.008 FEET

INDURATION

FOR SEDIMENTARY ROCKS, INDURATION IS THE HARDENING OF MATERIAL BY CEMENTING, HEAT, PRESSURE, ETC.

FRIABLE

RUBBING WITH FINGER FREES NUMEROUS GRAINS;

GENTLE BLOW BY HAMMER DISINTEGRATES SAMPLE.

MODERATELY INDURATED

GRAINS CAN BE SEPARATED FROM SAMPLE WITH STEEL PROBE;

BREAKS EASILY WHEN HIT WITH HAMMER.

INDURATED

GRAINS ARE DIFFICULT TO SEPARATE WITH STEEL PROBE;

DIFFICULT TO BREAK WITH HAMMER.

EXTREMELY INDURATED

SHARP HAMMER BLOWS REQUIRED TO BREAK SAMPLE;

SAMPLE BREAKS ACROSS GRAINS.

TERMS AND DEFINITIONS

ALLUVIUM (ALLUV.) - SOILS THAT HAVE BEEN TRANSPORTED BY WATER.

AQUIFER - A WATER BEARING FORMATION OR STRATA.

ARENACEOUS - APPLIED TO ROCKS THAT HAVE BEEN DERIVED FROM SAND OR THAT CONTAIN SAND.

ARGILLACEOUS - APPLIED TO ALL ROCKS OR SUBSTANCES COMPOSED OF CLAY MINERALS, OR HAVING

A NOTABLE PROPORTION OF CLAY IN THEIR COMPOSITION, SUCH AS SHALE, SLATE, ETC.

ARTESIAN - GROUND WATER THAT IS UNDER SUFFICIENT PRESSURE TO RISE ABOVE THE LEVEL AT

WHICH IT IS ENCOUNTERED, BUT WHICH DOES NOT NECESSARILY RISE TO OR ABOVE THE GROUND

SURFACE.

CALCAREOUS (CALC.) - SOILS THAT CONTAIN APPRECIABLE AMOUNTS OF CALCIUM CARBONATE.

COLLUVIUM - ROCK FRAGMENTS MIXED WITH SOIL DEPOSITED BY GRAVITY ON SLOPE OR AT BOTTOM

OF SLOPE.

CORE RECOVERY (REC.) - TOTAL LENGTH OF ALL MATERIAL RECOVERED IN THE CORE BARREL DIVIDED

BY TOTAL LENGTH OF CORE RUN AND EXPRESSED AS A PERCENTAGE.

DIKE - A TABULAR BODY OF IGNEOUS ROCK THAT CUTS ACROSS THE STRUCTURE OF ADJACENT

ROCKS OR CUTS MASSIVE ROCK.

DIP - THE ANGLE AT WHICH A STRATUM OR ANY PLANAR FEATURE IS INCLINED FROM THE

HORIZONTAL.

DIP DIRECTION (DIP AZIMUTH) - THE DIRECTION OR BEARING OF THE HORIZONTAL TRACE OF THE

LINE OF DIP, MEASURED CLOCKWISE FROM NORTH.

FAULT - A FRACTURE OR FRACTURE ZONE ALONG WHICH THERE HAS BEEN DISPLACEMENT OF THE

SIDES RELATIVE TO ONE ANOTHER PARALLEL TO THE FRACTURE.

FISSILE - A PROPERTY OF SPLITTING ALONG CLOSELY SPACED PARALLEL PLANES.

FLOAT - ROCK FRAGMENTS ON SURFACE NEAR THEIR ORIGiNAL POSITION AND DISLODGED FROM

PARENT MATERIAL.

FLOOD PLAIN (FP) - LAND BORDERING A STREAM, BUILT OF SEDIMENTS DEPOSITED BY THE STREAM.

FORMATION (FM.) - A MAPPABLE GEOLOGIC UNIT THAT CAN BE RECOGNIZED AND TRACED IN THE

FIELD.

JOINT - FRACTURE IN ROCK ALONG WHICH NO APPRECIABLE MOVEMENT HAS OCCURRED.

LEDGE - A SHELF-LIKE RIDGE OR PROJECTION OF ROCK WHOSE THICKNESS IS SMALL COMPARED TO

ITS LATERAL EXTENT.

LENS - A BODY OF SOIL OR ROCK THAT THINS OUT IN ONE OR MORE DIRECTIONS.

MOTTLED (MOT.) - IRREGULARLY MARKED WITH SPOTS OF DIFFERENT COLORS. MOTTLING IN SOILS

USUALLY INDICATES POOR AERATION AND LACK OF GOOD DRAINAGE.

PERCHED WATER - WATER MAINTAINED ABOVE THE NORMAL GROUND WATER LEVEL BY THE PRESENCE

OF AN INTERVENING IMPERVIOUS STRATUM.

RESIDUAL (RES.) SOIL - SOIL FORMED IN PLACE BY THE WEATHERING OF ROCK.

ROCK QUALITY DESIGNATION (RQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL LENGTH OF

ROCK SEGMENTS EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY THE TOTAL LENGTH OF CORE

RUN AND EXPRESSED AS A PERCENTAGE.

SAPROLITE (SAP.) - RESIDUAL SOIL THAT RETAINS THE RELIC STRUCTURE OR FABRIC OF THE PARENT

ROCK.

SILL - AN INTRUSIVE BODY OF IGNEOUS ROCK OF APPROXIMATELY UNIFORM THICKNESS AND

RELATIVELY THIN COMPARED WITH ITS LATERAL EXTENT, THAT HAS BEEN EMPLACED PARALLEL TO

THE BEDDING OR SCHISTOSITY OF THE INTRUDED ROCKS.

SLICKENSIDE - POLISHED AND STRIATED SURFACE THAT RESULTS FROM FRICTION ALONG A FAULT

OR SLIP PLANE.

STANDARD PENETRATION TEST (PENETRATION RESISTANCE) (SPT) - NUMBER OF BLOWS (N OR BPF) OF

A 140 LB. HAMMER FALLING 30 INCHES REQUIRED TO PRODUCE A PENETRATION OF 1 FOOT INTO SOIL

WITH A 2 INCH OUTSIDE DIAMETER SPLIT SPOON SAMPLER. SPT REFUSAL IS PENETRATION EQUAL

TO OR LESS THAN 0.1 FOOT PER 60 BLOWS.

STRATA CORE RECOVERY (SREC.) - TOTAL LENGTH OF STRATA MATERIAL RECOVERED DIVIDED BY

TOTAL LENGTH OF STRATUM AND EXPRESSED AS A PERCENTAGE.

STRATA ROCK QUALITY DESIGNATION (SRQD) - A MEASURE OF ROCK QUALITY DESCRIBED BY TOTAL

LENGTH OF ROCK SEGMENTS WITHIN A STRATUM EQUAL TO OR GREATER THAN 4 INCHES DIVIDED BY

THE TOTAL LENGTH OF STRATA AND EXPRESSED AS A PERCENTAGE.

TOPSOIL (TS.) - SURFACE SOILS USUALLY CONTAINING ORGANIC MATTER.

BENCH MARK: BORINGS LOCATED WITH REAL TIME KINEMATIC (RTK)

GLOBAL POSITIONING SYSTEM (GPS) TO NORTH CAROLINA STATE PLANE

ELEVATION:

FEET

NOTES:

PAVEMENT CORE WITH DCP

BULK SAMPLE

RT LN = Right Lane

LT LN = Left Lane

OSL = Outside Lane

ISL = Inside Lane

OSML = Outside Mid-Lane

ISML = Inside Mid-Lane

PS = Paved Shoulder

LTL= Left Turn Lane

RTL = Right Turn Lane

MID = Middle Lane

CTL = Center Turn Lane

ISWP = Inside Wheel Path

FW = From White Line

FY = From Yellow Line

RT = Right

LS = Limestone

LT = Left

ABC = Aggregate

(I) = Inside

Base Course

(O) = Outside

SEV. = Severity

BOC = Back of Curb

C&G = Curb and Gutter

EOP = Edge of Pavement

CR = Crown

S = Super

DCP = Dynamic Cone Penetrometer

ABC = Aggregate Base Course

STBC = Soil Type Base Course

CSS = Cement Stabilized Soil

SG = Subgrade

DATE: 8-15-14

SEE SHEET 1A FOR INDEX OF SHEETS

SEE SHEET 1B FOR CONVENTIONAL PLAN SHEET SYMBOLS

Wilmington City

MS OR HIC1A6 N 55TR.

END

PROJECT

1197

SR LAKE

SILVE

%421

ANSTRION12E4T7TE DR.

RIVER

RD.

BEGIN

PROJECT

%421

(132

PINNSERR1521

RD.

SAS NR DE1 R 18S7RD.

VICINITY MAP

BEGIN CONSTRUCTION

-L- STA 11+00.00

STATE OF NORTH CAROLINA

DIVISION OF HIGHWAYS

NEW HANOVER COUNTY

STATE

STATE PROJECT REFERENCE NO.

N.C. W-5703C

STATE PROJ. NO.

44849.1.3

44849.2.3

44849.3.3

F. A. PROJ. NO.

HSIP-0421(091)

SHEET

NO.

TOTAL

SHEETS

DESCRIPTION

R/W & UTIL

CONSTR

DOCUMENT NOT CONSIDERED FINAL

UNLESS ALL SIGNATURES COMPLETED

LOCATION: US 421 (CAROLINA BEACH ROAD) FROM ANTOINETTE DR TO

APPROXIMATELY 200' NORTH OF WILLOUGHBY PARK ROAD

75% PLANS

TYPE OF WORK: GRADING, DRAINAGE, PAVING, CULVERT EXTENSION, AND SIGNALS

BEGIN TIP PROJECT

W-5703C

-L- STA 21+95.00

END TIP PROJECT

W-5703C

-L- STA 48+00.00

END CONSTRUCTION

-L- STA 51+50.00

(PS INRE1 R5R 2O 1AD)

TO GROVE

MYRTLE

TH#1

ELEV. = 9.30'

8" PVC

TH#2

ELEV. = 7.41'

UNK. SIZE HDPE

TH#5A

ELEV. = 7.15'

8" PVC

(METAL ENCASEMENT)

TH#24

ELEV. = 5.70'

UNK. SIZE HDPE

TH#7

ELEV. = 18.37''

(2) DIRECT BURY CABLE

TH#8

ELEV. = 14.83'

10" PVC

TH#9

ELEV. = 14.89'

1" DIRECT BURY CABLE

TH#10

ELEV. = 17.02'

8" PVC

-L-

US 421

(CAROLINA BEACH TH#12A ROAD)

ELEV. = 19.24'

DIRECT BURY CABLE

TH#11

ELEV. = 14.96'

8" PVC

TH#12

ELEV. = 16.83'

8" PVC

TH#19

ELEV. = 19.35'

DIRECT BURY CABLE

TH#20

ELEV. = 18.89'

8" PVC

TH#20A

ELEV. = 21.13'

DIRECT BURY CABLE

TH#13

ELEV. = 16.92'

10" PVC

TH#14 ELEV. = 18.36'

DIRECT BURY CABLE

TH#14A ELEV. = 19.42'

DIRECT BURY CABLE

TH#15 ELEV. = 20.00'

4" PVC CONDUIT

TH#16

ELEV. = 18.29'

10" PVC

TH#18

ELEV. = 10.24'

UNK. SIZE HDPE

TH#21A

ELEV. = 19.00'

DIRECT BURY CABLE

TH#23

ELEV. = 17.16'

8" PVC

TH#23A

ELEV. = 18.22'

DIRECT BURY CABLE

TH#22 ELEV. = 17.46'

TH#22A ELEV. = 13.25'

DIRECT BURY CABLE

WILMINGTON

THIS PROJECT IS WITHIN THE MUNICIPAL BOUNDARIES OF THE CITY OF WILMINGTON

CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III

NCDOT CONTACT: BRIAN HARDING, PE

DIVISION 3, DIVISION PROJECT MANAGER

(910) 341-2000

GRAPHIC SCALES

50 25 0

100

PLANS

50 25 0

100

PROFILE (HORIZONTAL)

10 5 0

PROFILE (VERTICAL)

DESIGN DATA

ADT 2024 =

ADT 2040 =

35,400

45,000

55%

3%*

50 MPH

CLASSIFICATION:

URBAN COLLECTOR

* 1% TTST 2% DUAL

STATEWIDE TIER

PROJECT LENGTH

LENGTH ROADWAY TIP PROJECT W-5703C = 0.492 MILES

TOTAL LENGTH TIP PROJECT W-5703C

= 0.492 MILES

PLANS PREPARED FOR

THE NCDOT BY:

2018 STANDARD SPECIFICATIONS

RIGHT OF WAY DATE:

MARCH 13, 2023

LETTING DATE:

MARCH 19, 2024

GREGORY BREW, P.E.

PROJECT ENGINEER

TYLER SPRING, P.E.

PROJECT DESIGN ENGINEER

EXISTING TRAFFIC SIGNAL

PROPOSED TRAFFIC SIGNAL

INCOMPLETE PLANS

DO NOT USE FOR R/W ACQUISITION

PRELIMINARY PLANS

DO NOT USE FOR CONSTRUCTION

SUBMITTAL:

DATE: MARCH 8, 2023

HYDRAULICS ENGINEER

SIGNATURE:

P.E.

ROADWAY DESIGN

ENGINEER

E OF NORTH CA

T O F TRANSPO

SIGNATURE:

P.E.

This is the opportunity summary page. It provides an overview of this opportunity and a preview of the attached documentation.

DC00498_W-5703C US 421 @ WILLOUGHBY PARK

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See also