POC D3POC0205 BRIDGE EPOXY OVERLAYS POC D3POCO194 TRAFFIC CONTROL ON CALL POC DC00453 DUPLIN BRIDGE 352
| Agency: | Division of Highways |
|---|---|
| State: | North Carolina |
| Level of Government: | State & Local |
| Category: |
|
| Opps ID: | NBD14484072042327124 |
| Posted Date: | Mar 27, 2024 |
| Due Date: | Apr 18, 2024 |
| Source: | Members Only |
6431AA98-E275-4410-B82E-BA6BB614C9E6
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CONTENTS
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SHEETS
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16-20
APPENDICES
TITLE
CBR TEST RESULTS
SHEETS
22-28
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
ROADWAY
SUBSURFACE INVESTIGATION
COUNTY DUPLIN
PROJECT DESCRIPTION BRIDGE NO. 352 ON -L- (SR 1004)
OVER HOOKERS BRANCH
INVENTORY
STATE
N.C.
STATE PROJECT REFERENCE NO.
SF-300352
SHEET
NO.
1
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:
1.
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
S.N. ZIMARINO
T.W. MILLER
D.G. PINTER
R.E. SMITH
C.M. WALKER
INVESTIGATED BY T.C. BOTTOMS
DRAWN BY T.C. BOTTOMS
CHECKED BY D.N. ARGENBRIGHT
SUBMITTED BY D.N. ARGENBRIGHT
DATE AUGUST 2022
RTH CAROLI
LICENSED
SEAL
2240
LEREOCL.OGBIOSTT
09/09/2022
SIGNATURE
DATE
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
NORTH CAROLINA DEPARTMENT OF TRANSPORTATION
DIVISION OF HIGHWAYS
GEOTECHNICAL ENGINEERING UNIT
SUBSURFACE INVESTIGATION
SOIL AND ROCK LEGEND, TERMS, SYMBOLS, AND ABBREVIATIONS
PROJECT REFERENCE NO.
SF-300352
SHEET NO.
2
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-3
A-2
A-4
A-1-a A-1-b
A-2-4 A-2-5 A-2-6 A-2-7
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
LL
PI
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
0
0
0
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
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 RESISTENCE
(N-VALUE)
RANGE OF UNCONFINED
COMPRESSIVE STRENGTH
2
(TONS/FT )
GENERALLY
GRANULAR
MATERIAL
(NON-COHESIVE)
VERY LOOSE
LOOSE
MEDIUM DENSE
DENSE
VERY DENSE
<4
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
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
>4
U.S. STD. SIEVE SIZE
OPENING (MM)
BOULDER
(BLDR.)
COBBLE
(COB.)
GRAIN
SIZE
MM
IN.
305
12
75
3
4
4.76
10
2.00
40
0.42
60
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
LL
PLASTIC
RANGE
(PI)
PL
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
OM
SL
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
PW
PERCHED WATER, SATURATED ZONE, OR WATER BEARING STRATA
SPRING OR SEEP
MISCELLANEOUS SYMBOLS
L
25/025
ROADWAY EMBANKMENT (RE)
DIP & DIP DIRECTION
L
WITH SOIL DESCRIPTION
L
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
MW
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
d
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
MANUAL
X CME-55
CME-550
VANE SHEAR TEST
PORTABLE HOIST
6" CONTINUOUS FLIGHT AUGER
X 8" HOLLOW AUGERS
HARD FACED FINGER BITS
TUNG.-CARBIDE INSERTS
X CASING
W/ ADVANCER
X TRICONE
2 • " STEEL TEETH
TRICONE
" TUNG.-CARB.
CORE BIT
CORE SIZE:
-B
-H
-N
HAND TOOLS:
POST HOLE DIGGER
X HAND AUGER
SOUNDING ROD
VANE SHEAR TEST
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 YEILD 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 PEICES 1 INCH MAXIMUM SIZE BY HARD BLOWS OF THE
POINT OF A GEOLOGIST'S PICK.
SOFT
CAN BE GROVED 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
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.
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: bp3r008_ls_dtm.tin
NOTES:
FIAD: FILLED IMMEDIATELY AFTER DRILLING
ELEVATION:
FEET
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.
DATE: 8-15-14
See Sheet 1B for Symbology Sheet
1500
1004
1505
PROJECT LIMITS
HookersBranch
1504
Rd.
Alphin
1561
Outlaw
Jim
Rd.
N
Ivey Rd.
1362
Rd.
Ivey
1004
VICINITY MAP
STATE OF NORTH CAROLINA
DIVISION OF HIGHWAYS
DUPLIN COUNTY
LOCATION:REPLACE BRIDGE NO. 352 OVER HOOKERS BRANCH
ON SR 1004 (SUMMERLIN CROSSROAD ROAD)
TYPE OF WORK:GRADING, DRAINAGE, PAVING AND STRUCTURE
BEGIN BRIDGE
-L- POT STA. 28+10 +/-
END BRIDGE
-L- POT STA. 30+60 +/-
TO
SR 1503
-L-( SUMMERLI N CROSSROAD ROAD)
4
STATE
STATE PROJECT REFERENCE NO.
N.C. BP3.R008
STATE PROJ. NO.
F. A. PROJ. NO.
SHEET
NO.
3
TOTAL
SHEETS
DESCRIPTION
N
AD N
83 C G
NSRSRID
2007
5
TO SR 1504
BEGIN PROJECT BP3.R008
-L- POT STA. 15+00.00
END PROJECT BP3.R008
-L- POC STA. 41+00.00
NOTES:
1. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD III (MODIFIED).
2. THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
GRAPHIC SCALES
50 25 0
50
100
PLANS
50 25 0
50
100
PROFILE (HORIZONTAL)
10 5 0
10
20
PROFILE (VERTICAL)
DESIGN DATA
ADT 2023 = 2200
ADT 2043 = 4000
K = 10 %
D = 55 %
T = 7 %*
V = 60 MPH
* TTST =2% DUAL 5%
FUNC CLASS =
MAJOR COLLECTOR
REGIONAL TIER
PROJECT LENGTH
LENGTH OF ROADWAY PROJECT BP3.R008 = 0.445 MILES
LENGTH OF STRUCTURE PROJECT BP3.R008 = 0.047 MILES
TOTAL LENGTH OF PROJECT BP3.R008
= 0.492 MILES
PREPARED IN THE OFFICE OF:
HNTB NORTH CAROLINA, P.C.
343 E. Six Forks Road, Suite 200
Raleigh, North Carolina 27609
NC License No: C-1554
FOR NCDOT DIVISION 3
2018 STANDARD SPECIFICATIONS
RIGHT OF WAY DATE:
AUGUST 11, 2022
LETTING DATE:
MARCH 2, 2023
BRIAN BLACKWELL, PE
PROJECT ENGINEER
ANDREW McOMBER, EI
PROJECT DESIGN ENGINEER
DEREK PIELECH, PE
NCDOT CONTACT
HYDRAULICS ENGINEER
SIGNATURE:
P.E.
ROADWAY DESIGN
ENGINEER
SIGNATURE:
P.E.
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
E OF NORTH CA
T
N
T O F TRANSPO
ROY COOPER
GOVERNOR
STATE OF NORTH CAROLINA
DEPARTMENT OF TRANSPORTATION
ERIC BOYETTE
SECRETARY
August 16, 2022
State Project:
F.A. Project:
County:
Description:
BP3.R008.1 (SF-300352)
N/A
Duplin
Bridge No. 352 on SR 1004 (Summerlin Crossroad Rd.) over Hookers Branch
Subject:
Geotechnical Inventory Report
Project Description
This project begins approximately 10 miles north of Kenansville in Duplin County on Summerlin
Crossroad Road just north of the intersection with Alphin Road. The project consists of realigning
Summerlin Crossroad Road to the west to accommodate replacing the existing bridge. The geotechnical
investigation was confined to the areas of proposed construction.
Fieldwork was conducted in June and August of 2022. Standard Penetration Tests and hand auger
borings were completed at various offsets along the project corridor. Representative soil samples were
collected for visual classification in the field and for laboratory analysis by the Materials and Tests Unit.
The following alignment was investigated. Selected cross sections of this alignment are included in
this report.
Line
Station()
-L-
15+00 to 41+00
Areas of Special Geotechnical Interest
1) The entire project was found to exhibit seasonal high ground water or ground water related
construction problems except as listed below:
Line
Station()
-L-
15+00 to 21+00
Mailing Address:
NC DEPARTMENT OF TRANSPORTATION
GEOTECHNICAL ENGINEERING UNIT –
EASTERN REGIONAL OFFICE
1570 MAIL SERVICE CENTER
RALEIGH, NC 27699-1570
Telephone: (919) 920-8900
Customer Service: 1-877-368-4968
Website: www.ncdot.gov
Location:
3301 JONES SAUSAGE RD. SUITE 100
GARNER, NC 27529
2) The following section contained organic soils which have the potential to cause
embankment/subgrade and or slope stability problems during construction:
Line
Station()
-L-
27+86 to 28+10
Sheet 3A
3) The following section contained cohesive soils which have the potential to cause
embankment/subgrade and or slope stability problems during construction:
Line
Station()
-L-
26+75 to 28+10
Physiography and Geology
This project corridor is located within the Coastal Plain Physiographic Province. Topography along
the project is nearly flat to gently sloping. Natural ground elevations ranged from 121± to 151± feet
above sea level.
Surficial soils in this area are generally classified as Undivided Coastal Plain.
Ground Water
Ground water data was collected in June and August of 2022. Ground water elevations ranged from
124 to 142 feet above sea level.
Soils
Soils encountered within this project area have been divided into four categories: Roadway
Embankment, alluvial, Undivided Coastal Plain and Formational.
Roadway embankment soils were found along the existing Summerlin Crossroad Rd. Where
encountered it was composed of 1± to 2± feet of loose sand (A-2-4).
Soils identified as alluvial are composed of 1± to 5± feet of very loose muck. A sample collected
within the organic unit returned a natural moisture content of 225% and organic content of 11%.
Soils identified as Undivided Coastal Plain are composed of 4± to 20± feet of very loose to medium
dense sand, silty sand and clayey sand (A-3, A-2-4, A-2-6) and 1± to 3± feet of medium stiff sandy clay
(A-6).
Soils belonging to the Black Creek Formation were encountered beneath the Undivided Coastal Plain
soils. These were composed of 2± or more feet of medium stiff to stiff sandy and silty clay (A-6, A-7-6).
Sheet 3B
Shelby Tube Samples
A Shelby Tube sample was collected at the following location:
Location
Depth
-L- Sta. 28+05 15’ RT
30.0’-31.5’
Test Type
Consolidation
CBR Samples
A California Bearing Ratio sample was collected at the following location:
Location
Depth
Test Type
-L- Sta. 24+00 CL
0.0’-6.0’
CBR
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