16b0050.pdf
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- Solicitation number
- W912P8-16-B-0050
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®of Engineers
US Army Corps of Engineers
US Army Corps
Contract: W912P8-16-X-00XX
C h ie f, D e s ig n B ra n c h
C O
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N
D is tr ic t E n g in e e r
A P
P R
O V
A L R
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M E
N D
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A P
P R
O V
E D B
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Vicksburg District
C h ie f, E n g in e e ri n g C o n s tr u c ti o n D iv is io n
Work Authorization (Ex.: FCMR&T)
HURRICANE PROTECTION SYSTEM
WEST BANK NON-FEDERAL LEVEE
FLOODWALL, NOV-NF-W-04a.1
N O -1
-3
G -0
C o v e r S h e e t.
d g n
G-001
C O
V E
R S
H E
E T
LOUISIANA
PLAQUEMINES PARISH,
APRIL 2016
W912P8-16-B-0050 Solicitation:
E C D
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US Army Corps of Engineers
US Army Corps
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®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
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LITTLE LAKE
WEST
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Leeville
GOLDEN MEADOW
LAKE
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GRAND BAYOU
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CAMINADA
BAY
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B A
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B A
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LITTLE LAKE
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560-4
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LULING
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903060
LAKE
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English Turn
Scarsdale
Stella
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Promised Land
Linwood Greenwood
Bertrandville
Ollie
Gloria
Wills
Point
Belair
Naomi
Reussite
Alliance Carlisle
Burbridge
Deer
Range Junior
Happy Jack
Port
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Nairn BRETON SOUND
Pilottown
Burrwood
Port
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Scocola
Bohemia
Myrtle
Grove
Cedar
Grove
B A
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Tropical
Bend
Empire
Sunrise
Buras Triumph
Fort Jackson
Boothville
Duvic
Venice
POINTE a la HACHE
West Pointe a la Hache
Story Campbell
Mohawk City
Sebastopol
Reggio
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Alluvial
City
Shell Beach
Yscloskey
Hopedale
Poydras
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STATE ROUTES 574-3 THRU 574-9
ARE VARIOUS STREETS IN GRAND ISLE
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PLAQUEMINES
ST. BERNARD
M
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ST.
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LAFOURCHE
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N
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(PLAQUEMINES PARISH,
LOCATION OF PROJECT
G-002
SCALE: N.T.S.
M
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INDEX TO DRAWINGS
V
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R A
W
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VICINITY MAP
PROJECT LOCATION MAP
SCALE: 1" = 1000'
R Y
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V ic in it y M a p I n d e x O f
D w g s .d g n
TITLE
SCALE: 1''= 1000'-0"
0 1000'1000' 500'
:1
N
D a v id W a ll a c e P .E
S-505
S-504
S-503
S-502
S-501
S-302
S-301
S-103
S-102
S-101
S-003
S-002
S-001
C-504
C-503
C-502
C-501
C-307
C-306
C-305
C-304
C-303
DWG. NO
C-302
C-301
C-104
C-103
C-102
C-101
C-003
C-002
C-001
B-107
B-106
B-105
B-104
B-103
B-102
B-101
B-002
B-001
G-005
G-004
G-003
G-002
G-001
DWG. NO
TYPICAL SECTIONS SHEET 2 OF 2
TYPICAL SECTIONS SHEET 1 OF 2
ROADWAY PLAN AND PROFILE
CONSTRUCTION SEQUENCE SHEET 2 OF 2
CONSTRUCTION SEQUENCE SHEET 1 OF 2
PROPOSED SITE PLAN AND PROFILE
EXISTING SITE PLAN
BASELINES AND EASEMENTS SHEET 2 OF 2
BASELINES AND EASEMENTS SHEET 1 OF 2
CONE PENETRATION TESTS SHEET 3 OF 3
CONE PENETRATION TESTS SHEET 2 OF 3
CONE PENETRATION TESTS SHEET 1 OF 3
BORING LOG (4 OF 4)
BORING LOG (3 OF 4)
BORING LOG (2 OF 4)
BORING LOG (1 OF 4)
CPT AND SOIL BORING LOCATION PLAN
SOIL BORING LEGEND
SETTLEMENT REFERENCE MARKERS
EXCAVATION GEOTEXTILE / EMBANKMENT NOTES AND GENERAL DETAILS
GENERAL NOTES, BENCHMARKS, LEGEND AND ABBREVIATIONS
VICINITY MAP & INDEX TO DRAWINGS
COVER SHEET
OUTER PIPE SLEEVE DETAIL & UNCAPPED SHEET PILE SPLICE DETAIL
UTILITY PENETRATION SHEET PILE DETAIL
FLOODWALL STEEL PILE ANCHOR AND SPLICE DETAILS
JOINT DETAILS (2 OF 2)
JOINT DETAILS (1 OF 2)
FLOODWALL SECTIONS AND REINFORCEMENT DETAILS (2 OF 2)
FLOODWALL SECTIONS AND REINFORCEMENT DETAILS (1 OF 2)
RELOCATION MONOLITH PLAN
TIE-IN & CLOSURE MONOLITH PLAN AND SHEET PILE TRANSITION
FLOODWALL PLAN AND PROFILE
PILE NOTES
GENERAL STRUCTURAL NOTES SHEET 2 OF 2
GENERAL STRUCTURAL NOTES SHEET 1 OF 2
STORM WATER POLLUTION PREVENTION PLAN TYPICAL DETAILS
TEMPORARY TRAFFIC CONTROL PLAN
MISCELLANEOUS DETAILS
SLOPE PAVING SECTIONS AND DETAILS
SECTIONS SHEET 4 OF 4
SECTIONS SHEET 3 OF 4
SECTIONS SHEET 2 OF 4
SECTIONS SHEET 1 OF 4
SLOPE PAVING PLAN AND SECTIONS
ABBREVIATIONS
GENERAL LEGEND
EXIST. P.I. POINT
SHEETPILE
MAX
MIN
SST
TYP
EXISTING
FAR FACE
GALVANIZED
INSIDE FACE
MAXIMUM
MINIMUM
MISCELLANEOUS
NEAR FACE
OUTSIDE FACE
ON CENTER
STAINLESS STEEL
TOP AND BOTTOM
TYPICAL
UNLESS NOTED OTHERWISE
UNDERGROUND
APPROXIMATE
ALTERNATE WITH
ALUMINUM
BITUMINOUS
BOTTOM
CURB & GUTTER
CONSTRUCTION JOINT
CONCRETE
DIAMETER
EACH FACE
BOT
C/L
C&G
CMP CORRUGATED METAL PIPE
EXPANSION JOINT
ELEVATION
EACH WAY
DRAWING
HEIGHT
NUMBER
SAN SANITARY
SPECIFICATIONS
MIRR MIRRORED
* UNLESS OTHERWISE NOTED ON EACH SHEET
APPROX
ALT W/
ALUM
BITUM
CENTER LINE
CLR CLEAR
CJ
CONC
EJ
FF
GALV
HT
IF
MISC
NF
OF
NO
OC
SPEC
T&B
UNO
UGND
FES FLARED END SECTION
WATER MAINWM
R/W
LONG
LANDWARDL/W
LG
EXIST. SANITARY SEWER
EXIST. OVERHEAD P0WERLINE
EXIST. WATER MAIN
EXIST. GAS MAIN
W/ WITH
BORING LOCATION AND NUMBER
E.W.
EXIST.
DIA., Ø
DWG.
E.F.
EXIST. STORM DRAIN LINE
EXIST. CHAIN-LINK FENCE
RIGHT OF WAY
UTILITY DISPOSITION IDENTIFIER
APP. APPARENT
B/L BASELINE
SURV SURVEY
T.O.C. TOP OF CASTING
RCP REINFORCED CONCRETE PIPE
PROJ PROJECT
REQ'D REQUIRED
R.R. RAILROAD
EQ. EQUAL
ELEV.
S/W SIDEWALK
FTG FOOTING
W/L WALL LINE
SP SPACE
CONE PENETROMETER LOCATION
EXIST. GUY ANCHOR
EXIST. UTILITY POLE
GENERAL CROSS-REFERENCING SYMBOLS
EACH VIEW)
(CENTERED UNDER
VIEW SUBTITLE
SAME DRAWING
VIEW SHOWN ON
SECTION CUT W/
ANOTHER DRAWING
VIEW SHOWN ON
SECTION CUT W/
SAME DRAWING
VIEW SHOWN ON
DETAIL SYMBOL W/
ANOTHER DRAWING
VIEW SHOWN ON
DETAIL SYMBOL W/
FRONT SIDE
SECTION
ELEVATION
TOP
SECTION/DETAIL)
(CENTERED UNDER
DRAWING
TITLE ON SAME
SECTION/DETAIL
SECTION/DETAIL)
(CENTERED UNDER
DRAWING
TITLE ON ANOTHER
SECTION/DETAIL
PILE BATTER DESCRIPTION
N /A
R H
M P
C R
P C
BENCHMARKS:
DESCRIPTIONMARK
C.P. CONTROL POINT
AZ AZIMUTH
H
G -0
X X
X .d g n
STD STANDARD
GENERAL NOTES:
REFER TO SPECIFICATION SECTION 01100, GENERAL PROVISIONS FOR BENCHMARK SURVEY REQUIREMENTS.
ACCURACY AND VERIFICATION.
THE VERTICAL REFERENCE FOR CONSTRUCTING THE PROJECT. THE OTHER TWO MAY BE USED FOR
THREE BENCHMARKS ARE PROVIDED FOR YOUR USE. ONLY THE PRIMARY BENCHMARK SHALL BE USED AS
NOTES:
2.
1.
(2009.55)
NAVD 88
ELEV.
NAVD 88
VERTICAL DATUM OF 1988
NORTH AMERICAN
NOV-01-08U
NOV4-03-CT08
REQ'D. SILT FENCE
(PRIMARY)
(PID BBDL85)
MVN-65
2.35 FT
(PID BBDL86)
MVN-66
8.10 FT
NORTHING 455,514.62 - EASTING 3,697,376.61 - LATITUDE 29 44 45.64855 - LONGITUDE 90 01 14.47430
103.1 FT SOUTHWEST OF THE RAILROAD TRACK.
EDGE OF THE NORTH BOUND LANE OF HWY 23, 69 FT SOUTHEAST OF THE EAST EDGE OF HWY 11, ALONG HWY 23 FOR 4.36 MI TO MARK ON THE LEFT. MARK IS 46.1 FT NORTHEAST OF THE NORTH
TO REACH THE MARK FROM THE INTERSECTION OF HWY 23 AND BUCCANEER RD, GO SOUTH
NORTHING 440,007.50 - EASTING 3,707,806.40 - LATITUDE 29 42 10.94704 - LONGITUDE 89 59 18.22779
RAILROAD TRACK.
NORTHEAST EDGE OF THE NORTH BOUND LANE OF HWY 23, 59.4 FT SOUTHWEST OF THE
ALONG HWY 23 FOR 7.92 MI TO THE MARK ON THE LEFT. MARK IS 34.2 FT NORTHEAST OF THE
TO REACH THE MARK FROM THE INTERSECTION OF HWY 23 AND BUCCANEER RD, GO SOUTH
TABULATION OF LEVEE C/L
1330+56.51
1316+50.21
1307+19.14
1295+06.39
1291+87.64
1273+27.03
STATION
446582.67
447526.37
448171.25
449006.17
449243.06
450721.93
NORTHING
3702438.16
3701395.52
3700723.94
3699844.35
3699631.59
3698502.50
EASTINGDISTANCE AZIMUTH
1406.3
931.07
1212.75
1787.64
132°08'54"
133°50'18"
133°30'26"
142°38'19"
P.I.
TABULATION OF SURVEY B/L
DISTANCE AZIMUTH
611.08
946.38
2243.17
2038.37
P.I.
330+76.05
324+64.97
315+18.59
292+75.42
272+37.05
STATION
132°20'56.6"
132°19'29.0"
133°45'06.7"
142°37'37.0"
446555.55
446967.20
447604.43
449155.66
450775.56
NORTHING
3702521.33
3702069.71
3701370.01
3699749.68
3698512.38
EASTING
HORZ. CURVE 1
142°38'19"TANGENT:
138°04'23"CHORD AZ:
CHORD:318.41'
LENGTH: 318.75'
RADIUS: 2000.00'
9°07'53"DELTA:
HORIZONTAL CURVE 1
G-003
G E
N E
R A
L N
O T
E S
B E
N C
H M
A R
K S
L E
G E
N D
A N
D A
B B
R E
V
IA
T
IO
N S
2.14 FT
UTILITY CONTACTS:
(985)845-5322
COVINGTON, LA 70433
SUITE 100
170 NEW CAMELLIA BLVD
DANIEL FAYARD IV
AMERICAN MIDSTREAM
(504)297-5338
BELLE CHASSE, LA 70037
8056 HWY 23, SUITE 200
BLAIR RITTINER
PLAQUEMINES PARISH
1-800-272-3020
LOUISIANA ONE CALL
(504)365-3626
GRETNA, LA 70056
1001 VIRGIL ST
SIDNEY "GUY" JOHNSON
ENTERGY
(214)373-1091 EXTENSION 208
DALLAS, TX 75225
5949 SHERRY LANE, SUITE 755
GREG VUJOVICH
SULPHUR RIVER
CHALMETTE LOUISIANA LIQUIDS, LLC
NF04-50
NORTHING 439,015.07 - EASTING 3,708,071.11 - LATITUDE 29 42 01.09227 - LONGITUDE 89 59 15.35847
MONUMENT IS LOCATED IN THE CENTER OF THE LEVEE.
LEVEE. ONCE ON THE LEVEE TRAVEL SOUTHEAST APPROXIMATELY 3.49 MILES TO THE MONUMENT.
FROM THE INTERSECTION OF HWY 23 AND OLLIE ROAD PROCEED SOUTHEAST 0.42 MILES TO THE
XXX
CONSTRUCTION EASEMENT
SURVEY BASELINE
LEVEE CENTERLINE
D a v id W a ll a c e P .E
GOVERNMENT
LADOTD DRIVEWAY ACCESS PERMITS WILL BE OBTAINED BY PLAQUEMINES PARISH 22.
THE EXISTING CANAL AS PART OF CLEARING AND GRUBBING.
THE CONTRACTOR SHALL REMOVE AND DISPOSE OF ANY DEBRIS PILES ALONG THE BANK OF 21.
ACCESS SHALL BE PROVIDED WITHOUT DEGRADING THE EXISTING LEVEE.20.
AREAS, STAGING AREAS AND OFFICE AREAS.
CONTRACTOR TO ERECT AND MAINTAIN A SAFETY FENCE AROUND ALL MATERIAL STORAGE 19.
LEASED, SHALL BE SUBMITTED TO THE CORPS FOR ENVIRONMENTAL CLEARANCE.
PREVIOUSLY APPROVED PROJECT RIGHTS-OF-WAY, INCLUDING THOSE PRIVATELY
ANY PROPOSED MATERIAL STOCK-PILE SITE OR STAGING AREA OUTSIDE OF18.
SECTIONS ARE SHOWN WITH ONLY THE NEW LEVEE C/L STATIONING.
CONSTRUCTION OF ALL PROPOSED FEATURES. THE PLANS, PROFILES & CROSS
THE LEVEE CENTERLINE SHALL BE USED AS THE SURVEY CONTROL LINE FOR THE17.
SECTION OF THE LEVEE TO LOCATE ANY UTILITIES WITHIN THE WORK ZONE.
LOUISIANA ONE-CALL (1-800-272-3020) 48 HOURS, PRIOR TO BEGINNING WORK ON ANY
LENGTH OF THE PROJECT. THE CONTRACTOR SHALL CONTACT
TO SHEET C-002 FOR POINTS OF CONTACT FOR ALL UTILITIES ALONG THE
DRAWINGS FOR DESCRIPTIONS AND LOCATIONS OF EXISTING UTILITIES. REFER
CONTRACTOR SHALL REVIEW UTILITY DISPOSITION TABLES SHOWN ON RIGHT OF WAY16.
AT ALL POINTS OF EGRESS FROM WORK AREAS ONTO PUBLIC ROADWAYS.
CONTRACTOR SHALL CONSTRUCT TRUCK WASH-DOWN RACKS PER PLAN SHEET C-00215.
THE NPDES PERMIT.
BOTH SIDES OF ALL ACCESS ROADS, IN ACCORDANCE WITH THE PROVISIONS OF
LEVEE. SILT FENCE SHALL ALSO BE INSTALLED AROUND STAGING AREAS AND ALONG
NOV-NF-W-04a REACH, ALONG BOTH THE FLOOD-SIDE AND PROTECTED-SIDE OF THE
IN WATER. SILT FENCE SHALL FOLLOW ALONG LIMITS OF WORK THROUGHOUT THE
FENCE SHALL BE PLACED 1-FOOT WITHIN THE R/W LINE, WHETHER ON DRY LAND OR
INSTALLED PER THE DETAIL ON SHEET C-504, PRIOR TO BEGINNING WORK. THE
SILT FENCE FOR STORM WATER POLLUTION PREVENTION PLAN PURPOSES SHALL BE14.
NOT DRIVE ON OR UTILIZE THE LEVEE CROWN AS A HAUL ROUTE.
APPROVED BY THE CONTRACTING OFFICER REPRESENTATIVE. CONTRACTOR SHALL
ACCESS AND IN AREAS IDENTIFIED IN THE CONTRACTOR’S ACCESS PLAN AND
CONTRACTOR SHALL UTILIZE THE HAUL ROUTES AS DESIGNATED IN THE PLANS FOR13.
END OF CONTRACT.
CONTRACTOR SHALL CLEAN AND REMOVE ALL TRASH IN PROJECT LIMITS PRIOR TO12.
CONTRACTOR SHALL REGULARLY MOW ALL AREAS WITHIN LIMITS OF CONSTRUCTION.
THE PROJECT, UNTIL THE PROJECT IS ACCEPTED BY THE CONTRACTING OFFICER.
LEVEE (FLOODSIDE, PROTECTED SIDE AND BERMS) THROUGHOUT THE LIMITS OF
THE CONTRACTOR WILL BE RESPONSIBLE FOR THE MAINTENANCE OF THE ENTIRE 11.
RESTRICTIONS AT ALL TIMES.
THE CONTRACTOR, SUBCONTRACTOR AND SUPPLIERS SHALL ABIDE BY LEGAL LOAD 10.
BY CONTRACTOR AT HIS EXPENSE.
ANY DAMAGE CAUSED TO ROADWAY DURING CONSTRUCTION SHALL BE REPAIRED 9.
CONTRACTOR SHALL KEEP ALL PUBLIC ROADS CLEAN DURING CONSTRUCTION.8.
FOR BORING LOGS AND CONE PENETROMETER TEST, SEE SHTS B-101 THRU B-107.7.
SHOWN ONLY WHERE DRAWING IS OBVIOUSLY OUT OF SCALE.
DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. N.T.S. IS 6.
DIMENSIONS AND/OR ELEVATIONS MARKED THUS (N.T.S.) ARE NOT SHOWN TO SCALE.5.
SHALL VERIFY ACTUAL DIMENSIONS IN THE FIELD.
DIMENSIONS AND/OR ELEVATIONS MARKED THUS (±) ARE APPROXIMATE. CONTRACTOR 4.
SYSTEM, SOUTH ZONE NAD 83, U.S. SURVEY FEET.
ALL X-Y COORDINATES ARE BASED ON THE LOUISIANA STATE PLANE COORDINATE 3.
DATUM NAVD88 (2009.55 EPOCH).
ELEVATIONS ARE IN FEET AND REFER TO NORTH AMERICAN VERTICAL 2.
AZIMUTHS SHOWN ARE MEASURED CLOCKWISE FROM THE NORTH.1.
C-501
A
D5
A
SCALE:
SUPPLEMENTAL INFORMATION
SCALE:
SUPPLEMENTAL INFORMATION
D5
C-501
DETAIL/SECTION
DETAIL/SECTION
A A
C-501
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US Army Corps of Engineers
US Army Corps
Vicksburg District
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-0
"8 1OR 2'x2'x
"4 1PLATE 4'x4'x
"8 1OR 2'x2'x
"4 14'x4'x
STEEL PLATE
2'x2' MINIMUM
" (10 GAGE) PLATE8
SETTLEMENT PLATE
EXCAVATION / GEOTEXTILE / EMBANKMENT NOTES:
1.
2.
3.
4.
5.
6.
7.
8.
9.
10.
11.
12.
13.
14.
15.
K F
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D a v id W a ll a c e P .E
N /A
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G-004
16.
FLOODWALL) ARE IN PLACE.
PROTECTION BY A STRUCTURE OF HIS DESIGN, UNTIL NEW FLOOD PROTECTION (LEVEES AND
TO A MINIMUM ELEVATION OF 4.0 FEET, OR OTHERWISE PROVIDE SUCH MINIMUM FLOOD
THE CONTRACTOR SHALL LIMIT EXCAVATION SO AS TO MAINTAIN EXISTING FLOOD PROTECTION
SHOWN ON THE CROSS SECTIONS.
OF THE LEVEE FOR CONTRACTOR ACCESS OR ANY OTHER PURPOSE OTHER THAN WHAT IS
CONTRACTOR IN NOT PERMITTED TO PERFORM ANY EXCAVATION ON THE PROTECTED SIDE
MARSH AND OPEN WATER AREAS.
UNCOMPACTED FILL SHALL BE PLACED BENEATH THE REINFORCEMENT GEOTEXTILE IN
TRACK-MOUNTED EQUIPMENT.
THE CONTRACTOR SHOULD ANTICIPATE USING LOW GROUND PRESSURE (< 4.5 PSI)
AND DEVELOP A PLAN FOR MITIGATION OF THE MUDWAVE PRIOR TO PROCEEDING.
ENCOUNTERED, THE CONTRACTOR SHALL HALT FILLING OPERATIONS IN THAT AREA
CONTROL THE POTENTIAL FORMATION OF A MUDWAVE. IF A MUDWAVE IS
THE FILL PLACEMENT OPERATION SHALL BE PERFORMED IN A MANNER THAT WILL
OFF-SITE.
SHALL REMOVE AND DISPOSE OF WASTE GRUBBED MATERIAL AND TREE STUMPS
FOR PLACEMENT OF EMBANKMENT MATERIALS PER THE SPECIFICATIONS. HE
THE CONTRACTOR SHALL CLEAR AND GRUB THE AREAS DESIGNATED ON THE PLANS
EXPOSED SOIL.
COMPLETION OF CONSTRUCTION, TO MINIMIZE POTENTIAL FOR EROSION OF THE
THE CONTRACTOR SHALL ESTABLISH TURF ON ALL BARE LEVEE SURACES UPON
COMPACTED TO 90% OF ASTM D698 BEFORE BEGINNING THE SUBSEQUENT LIFT PLACEMENT.
PLACED WITH SEGMENTED PAD ROLLERS PUSHING LEVEE FILL UP SLOPES. EACH LIFT SHALL BE
AND WHERE THICKNESS OF EMBANKMENT MATERIAL IS LESS THAN THREE (3) FEET, FILL MAY BE
OF 12 INCH LOOSE LIFTS. WHEN BENCHING CANNOT BE UTILIZED AS A CONSTRUCTION METHOD
SHALL BE 12" LOOSE MEASUREMENT. THE INTERIOR LIFTS OF LEVEE FILL SHALL BE A MAXIMUM
THE FIRST LIFT OF EMBANKMENT MATERIAL ON TOP OF THE REINFORCEMENT GEOTEXTILE
THE FIRST AND FINAL TWO LIFTS SHALL BE 6 INCHES (LOOSE MEASUREMENT) EXCEPT THAT
ELEVATIONS SHOWN EXCEPT IN THE AREAS TO RECEIVE REINFORCEMENT GEOTEXTILE.
THE CONTRACTOR SHALL PLACE LEVEE FILL IN UNIFORM HORIZONTAL LIFTS TO
"31 05 19.05 12 - REINFORCEMENT GEOTEXTILE".
PROPERTIES SHALL BE IN ACCORDANCE WITH SPECIFICATION SECTION
C-301 THROUGH C-302. THE INSTALLATION PROCESS AND THE GEOTEXTILE MATERIAL
LOCATIONS AND AT THE ELEVATIONS SHOWN ON THE TYPICAL SECTIONS SHEETS
THE CONTRACTOR SHALL PLACE LAYERS OF REINFORCEMENT GEOTEXTILE, IN THE
STABILITY BERM IS AT FULL HEIGHT.
LEVEE EMBANKMENT SHALL NOT EXCEED STABILITY BERM ELEVATION UNTIL
PER WEEK (7 DAY INTERVAL).
RATE OF EMBANKMENT FILL PLACEMENT SHALL NOT EXCEED 3-FT VERTICALLY
STOCKPILES SHALL NOT BE PLACED ABOVE STAGE HEIGHT OF LEVEE FILL.
PROJECT SITE UNTIL SUCH TIME AS IT IS REQUIRED FOR ITS PLACEMENT.
THIS OPTION, THE EXCAVATED EMBANKMENT SHALL BE REMOVED FROM THE
SHALL NOT EXCEED 5 FEET IN HEIGHT. IF CONTRACTOR DOES NOT EXCERCISE
MAY BE PLACED IN STOCK PILES ADJACENT TO THE EXCAVATION, STOCK PILES
EMBANKMENT EXCAVATED FOR THE PLACEMENT OF REINFORCEMENT GEOTEXTILES
DISTANCE OF FILL IS 3 FEET HIGH OR GREATER.
DETAIL REQUIRED TO BE USED WHEN PLACING EMBANKMENT MATERIAL WHERE VERTICAL
ON DRAWINGS FOR THE PLACEMENT OF GEOTEXTILES. SEE SHEET C-502 FOR BENCHING
THE CONTRACTOR SHALL EXCAVATE THE EXISTING LEVEE TO ELEVATIONS SHOWN
OFF TO A CONSISTENT SECTION, AND COMPACTED TO THE PROPER DENSITY.
BE PLACED SHALL BE THOROUGHLY BROKEN TO A DEPTH OF 6-INCHES, LEVELED
THE ENTIRE SURFACE ON OR AGAINST WHICH COMPACTED EMBANKMENT MATERIAL IS TO
PLANTS.
NOT TO REMOVE THE EXISTING VEGETATIVE ROOT MATTER OF ESTABLISHED GRASS AND
EMBANKMENT FILLS. IN THE MARSH AREA, THE CONTRACTOR SHALL TAKE EXTREME CARE
EXISTING LEVEES SHALL BE REMOVED TO BARE EARTH WITHIN THE AREAS TO RECEIVE
THE CONTRACTOR SHALL STRIP EXISTING LEVEE SLOPES AND CREST. VEGETATION ON
SECTION. SEE SPECIFICATIONS SECTION 01 53 00.01 12 TEMPORARY FLOOD PROTECTION.
CONTRACTING OFFICER REPRESENTATIVE PRIOR TO THE DEGRADING OF ANY LEVEE
TEMPORARY PROTECTION METHODS MUST BE APPROVED BY THE USACE
PROTECTION AND/OR RESTORE (WITHIN 24 HOURS) TO THE EXISTING ELEVATIONS.
EMERGENCY MEASURES SHALL BE AVAILABLE AT ALL TIMES TO MAINTAIN FLOOD
DESCRIBED IN THE SPECIFICATION ENTITLED "31 24 00.00 12 EMBANKMENT".
THE CONTRACTOR SHALL CONSTRUCT THE EMBANKMENT TO THE REQUIREMENTS
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Vicksburg District
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C/L
SETTLEMENT MEASUREMENT GAGES
ON THE EXISTING LEVEE CROWN AT CONTRACTOR'S OPTION WITH THE APPROVAL OF THE CONTRACTING OFFICER.
PRIOR TO FINAL ACCEPTANCE OF THE CONTRACT. LOCATION OF SETTLEMENT GAGES MAY BE MOVED HORIZONTALLY
BETWEEN SETTLEMENT GAGES. RISER PIPES ARE PERMITTED ON SETTLEMENT GAGES AND SHALL BE REMOVED
INTERVALS, IN WHICH CASE, THE SETTLEMENT MEASUREMENT RANGE SHALL BE TO A POINT ONE HALF THE DISTANCE
ALONG THE C/L OF THE LEVEE SECTION EXCEPT WHERE SETTLEMENT GAGES ARE PLACED AT LESS THAN 50' (FT.)
SETTLEMENT GAGE SHALL BE FOR A DISTANCE OF 100' (FT.) IN EACH DIRECTION FROM SETTLEMENT GAGE MEASURED
CROSS SECTIONS AND AS SPECIFIED IN THE CONTRACT SPECS. THE SETTLEMENT MEASUREMENT RANGE FOR EACH
DURING CONSTRUCTION, HE SHALL FURNISH AND INSTALL SETTLEMENT GAGES AT LOCATIONS SHOWN ON THE TYPICAL
SHOULD THE CONTRACTOR DESIRE PAYMENT FOR PLACING ADDITIONAL FILL DUE TO FOUNDATION SETTLEMENT
FLOODWALL MONOLITH
EDGE OF PILE FOUNDED
10 GAGE, C.R.S.
" Ø HOLE16
9DRILL
MONOLITH JOINT
BOLT
REFERENCE
TAG
IDENTIFICATION
TAG
IDENTIFICATION
BOLT
REFERENCE
CAP SCREW, C.R.S.
" Ø X 3" HEX. HEAD2
SEE SCHEDULE
EL. VARIES
TAB THIS DRAWING
IDENTIFICATION
SEE DETAIL OF
10 GAGE, C.R.S.,
IDENTIFICATION TAG,
:1
G-005
S E
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J J S
J J S
B S
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-3
G -0
S e tt le m e n t
M a rk e rs .d g n
D a v id W a ll a c e P .E
D E
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N B
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310+13.83 SURVEY B/L
1310+25 LEVEE C/L
1310+23 LEVEE C/L
1309+75 LEVEE C/L
1309+73 LEVEE C/L
1309+35 LEVEE C/L
1309+33 LEVEE C/L
1308+85 LEVEE C/L
1308+83 LEVEE C/L
307+75.83 SURVEY B/L
12.5
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
12.5
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US Army Corps of Engineers
US Army Corps
Vicksburg District
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SCALE: 6"=1'
3" 6" 9" 12"
0 1' 2' 3'
SCALE:3/4"=1'
SCALE:1"=1"
1" 2"
S.R.M.
NO. (C/L MONOLITH JOINT)
ELEVATION*
12''12''
''4
1 ''4
''2
'' = 1'- 0''4
SCALE:
SCALE: 6'' = 1' - 0''
3"
SETTLEMENT REFERENCE
MARKER SCHEDULE
REFERENCE BOLT IDENTIFICATION TAG
TYPICAL ELEVATION OF
PROTECTED SIDE
PROTECTED SIDE
12''
SCALE: 1'' = 0' - 1''
SETTLEMENT REFERENCE MARKER (S.R.M.)
WORKING LINE STATION
ATTENTION OF: CEMVN-ED-T
THE COR WILL FURNISH THIS DATA TO ENGINEERING DIVISION.
DATA TO THE CONTRACTING OFFICER REPRESENTATIVE (COR).
SETTLEMENT REFERENCE MARKERS AND SHALL SUBMIT THIS
THE CONTRACTOR SHALL TAKE FINAL ELEVATIONS OF ALL**
THOSE SHOWN.
REFERENCE MARKERS AT NEAREST W/L STATION TO
WORKING LINE STATIONS ARE APPROXIMATE. LOCATE*
TOP OF FLOODWALL TOP OF FLOODWALL
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B-001
R T
W
S O
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B
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G L
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D N .T .S
UNIFIED SOIL CLASSIFICATION
DESCRIPTIVE SYMBOLS
NOTES:
SYMBOLS TO LEFT OF BORING
FIGURES TO RIGHT OF BORING
TYPICAL NOTES:
MAJOR DIVISION
C O
A R
S E G
R A
IN
E D
S
O
IL
S
M o re t h a n h a lf o f m a te ri a l is l a rg e r th a n N o s ie v e s iz e
S A
N D
S G
R A
V E
L S
M o re t h a n h a lf o f c o a rs e f ra c ti o n i s s m a ll e r th a n N o s ie v e s iz e
M o re t h a n h a lf o f c o a rs e f ra c ti o n i s la rg e r th a n N o s ie v e s iz e
TYPE
CLEAN
GRAVEL
GRAVEL
(Little or No fines)
(Appreciable Amount of
Fines)
CLEAN
SAND
SANDS
(Little or
No Fines)
(Appreciable Amount of
Fines)
LETTER
SYMBOL
GW
GP
GM
GC
SW
SP
SM
SC
SYM
BOL
TYPICAL NAMES
SILTS AND
SILTS AND
(Liquid Limit
(Liquid Limit
50)
50)
ML
CL
OL
MH
CH
OH
GRAVEL,Well Graded,gravel-sand mixtures,little or no fines
GRAVEL,Poorly Graded,gravel-sand mixtures,little or no fines
SILTY GRAVEL,gravel-sand-silt mixtures
CLAYEY GRAVEL,gravel-sand-clay mixtures
SAND,Well-Graded,gravelly sands
SAND,Poorly-Graded,gravelly sands
SILTY SAND,sand-silt mixtures
CLAYEY SAND,sand-clay mixtures
SILT & very fine sand,silty or clayey fine sand or clayey silt with slight plasticity
LEAN CLAY,Sandy Clay,Silty Clay,of low to medium plasticity
ORGANIC SILTS,and organic silty clays of low plasticity
SILT,fine sandy or silty soil with high plasticity
FAT CLAY,inorganic clay of high plasticity
ORGANIC CLAYS of medium to high plasticity,organic silts
PEAT,and other highly organic soil
WOOD
SHELLS
Pt
Wd
SI
WOOD
SHELLS
NO SAMPLE
NOTE: Soils possessing characteristics of two groups are designated by combinations of group symbols.
F
IN
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R A
IN
E D S
O
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S
M o re t h a n h a lf t h e m a te ri a l is s m a ll e r th a n N o s ie v e s iz e
0 20 40 60 80 100
COLOR
COLOR SYMBOL
TAN
YELLOW
RED
T
Y
R
BLACK BK
IGr
BROWN
LIGHT BROWN
DARK BROWN dBr
IBr
Br dGr
Gr
GREEN
BLUE
Gn
Bl
BLUE-GREEN
WHITE Wh
MOTTLED Mot
MODIFICATIONS
MODIFICATION SYMBOL
F
M
C
Traces
Fine
Medium
Coarse cc
Rootlets rt
Lignite fragments lg
Shale fragments sh
Sandstone fragments sds
Shell fragments slf
Organic matter O
Clay strata or lenses CS
Silt strata or lenses SIS
Sand strata or lenses SS
Sandy S
Gravelly G
Boulders B
Slickensides SL
Wood Wd
Oxidized Ox
CONSISTENCY
FOR COHESIVE SOILS
CONSISTENCY
COHESION IN LBS./SQ.FT. FROM
UNCONFINED COMPRESSION TEST
SYMBOL
VERY SOFT
SOFT
MEDIUM
STIFF
VERY STIFF
HARD
250-500
500-1000
2000-4000 vSo
So
M
St vSt
H
Are natural water contents in percent dry weight
Are liquid and plastic limits, respectively
Ground-water surface and date observed
Denotes location of unconsolidated-undrained triaxial compression test
Denotes free water encountered in boring or sample
C
S
R
Q
T
FW
Are values of cohesion in lbs./sq.ft. from unconfined compression tests
** Results of these tests are available for inspection in the U.S. Army Engineer District
HIGHLY ORGANIC SOILS
LIGHT GRAY
DARK GRAY
BROWNISH-GRAY
GREENISH-GRAY
GRAYISH-GREEN
GRAYISH-BROWN
GRAY Concretions
CLAYS
CLAYS
10soil is finer, and 90% coarser than D .
WITH FINES
WITH FINES
Office, if these symbols appear beside the boring logs on the drawings.
brGr gyBr gnGr gyGn
BlGn
Tr
NS No Sample Retrieved
0 20 40 60 80 100
L.L.-LIQUID LIMIT
PLASTICITY CHART
"A " L
IN
E
P I.
P
L A
S T
IC
IT
Y I
N D
E X "U
LI
N E
CL-ML
For classification of fine-grained soils in accordance with ASTM D 2487
The D size of a soil is the grain diameter in millimeters of which 10% of the
When underlined denotes D size in mm
Denotes location of consolidation test * *
Denotes location of consolidated-drained direct shear test * *
Denotes location of consolidated-undrained triaxial compression test * * the above three types of shear test * *
Denotes location of sample subjected to consolidation test and each of with a 30'' drop standard split spoon sampler (1 3/8" I.D., 2'' O.D.) and a 140 lb. driving hammer
In parenthesis are driving resistances in blows per foot determined with a
UNDER COLUMNS '' LL'' AND '' PL''
FIGURES TO LEFT OF BORING
centimeters per second of undisturbed sample
Where underlined with a solid line denotes laboratory permeability in centimeters per second of sample remoulded to the estimated natural void ratio
Where underlined with a dashed line denotes laboratory permeability in
UNDER COLUMN '' W OR D ''
FIGURES TO LEFT OF BORING
ML or OL
C L o r
O
C H o r
H
MH or OH
1000-2000
b. General type borings are taken with a 1 7/8" I.D. Tube Sampler and/or a 1 3/8" I.D. Split Spoon Sampler
a. Undisturbed borings, indicated by the letter "U", are taken with a 5" I.D. Piston Type Sampler
4. Unless otherwise noted:
compression test are shown.
is approximate, except within those vertical reaches of the borings where shear strengths from unconfined
3. Consistency of cohesive soils shown on the boring logs is based on the driller's log and visual examination and locations or within the vertical reaches of such borings.
available from the boring but does not necessarily mean that ground-water will not be encountered at the on the dates shown. Absence of water surface data on certain borings indicates that no ground-water data are
2. Ground-water elevations shown on the boring logs represent ground-water surfaces encountered in such borings clause entitled "Differing Site Conditions".
if encountered, such variations will not be considered as differing materially within the purview of the contract vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and,
1. While the borings are representative of subsurface conditions at their respective locations and for their respective
B S
C
N O -1
-3
B -0
S
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O R
IN
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D .d g n
R y a n T
W o o d
D a v id L
W a ll a c e P .E
SURVEY B/L
NOV4-137-CT08
NOV4-136-CT08
LEVEE C/L
NF04-2-13U
NF04-1-13U
SURVEY B/L
LEVEE C/L
NFW04-206CC
NOV4-139-CT08
NOV4-138-CT08
NFW04-32-08U
P I .1
E C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
V
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B U
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IS
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IC
T
V
IC
K S
B U
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M
IS
S
IS
S
IP
P I
A N
S I
D
W E
S T B
A N
K N
O N -F
E D
E R
A L L
E V
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P L
A Q
U E
M
IN
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A R
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H U
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C T
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N S
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T E
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IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
R
D A
T E
F
IL
E N
U M
B E
R
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T N
O
D A
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A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0
B-002
C P
T A
N D S
O
IL
B
O R
IN
G
L O
C A
T
IO
N P
L A
N D
E S
IG
N B
R A
N C
H
TABULATION OF BORINGS AND CONE PLOTS
NOV4-139-CT08
NOV4-138-CT08
NOV4-137-CT08
NOV4-136-CT08
NFW04-206CC
CPT
BOR. NFW04-32-08U
BOR. NF-04-2-13U
BOR. NF-04-1-13U
BORING
447930.538
447910.908
448304.967
448268.298
447914.908
NORTHING
447898.808
448074.515
448152.197
NORTHING
3701100.158
3701062.471
3700719.333
3700693.305
3701058.897
EASTING
3701064.374
3700796.06
3700874.519
EASTING
(SHEETS B-105 THRU B-109)
CONE PENETRATION TEST (CPT)
BORING (SHEETS B-101 THRU B-104)
LEGEND:
LOCATION PLAN
CPT AND SOIL BORING
N
N O -1
-3
B -0
L O
C A
T
IO
N P
L A
N .d g n
J o e A
D e s ig n e r
A B
C C
K B
:1
60'
SCALE:1"= 30'
0 30'
D a v id L
W a ll a c e P
C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
V
IC
K S
B U
R G D
IS
T R
IC
T
V
IC
K S
B U
R G
M
IS
S
IS
S
IP
P I
A N
S I
D
W E
S T B
A N
K N
O N -F
E D
E R
A L L
E V
E E
P L
A Q
U E
M
IN
E S P
A R
IS
H L
O U
IS
IA
N A
/1
/2
/1
/2
H U
R R
IC
A N
E P
R O
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C T
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N S
Y S
T E
M
IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
R
D A
T E
F
IL
E N
U M
B E
R
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
2 3 41
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
M,rt St,rt,O
Br SlS
M,rt Gr
M 221
So,Wd 406 So 460273wP 559wLSo,Wd 176
O vSo,S,rt,Wd dGr
CS,Wd vSo,cc
SlS M
CS
CS,Wd M,SlS
CS
(23)
(21)
(19)
Wd (24)
(25)
CS (24)
So,SL
SlS
M
M,SL
SlS
SlS M
M,SL
M
St
Gr
M Br M,SL Gr
M Br
SlS
M So
SlS
M
M,SL
SlS M M,SlS,slf
M,slf
M St,SL
M St,SL
SlS
M So
SlS M,slf
(17)
Gr
(20)
BOR. NF-04-1-13U (10-017172)
STA. N 29°43'32.37" W 90°00'35.76"
Date: 10/13/2013
GROUND EL. -2.5W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
E L
E V
A T
IO
N S
IN
E T
.A .V .D
Q
147wNQ
Q
Q
Q
Q
Q
Q
Q
Q
4.470273wP 559wL281wNC
C
C
C
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V
ID
A
T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01
Ei
Ef
Pc
Ei
Ef
PcEi
Ef
Pc
Ei
Ef
Pc
P L
A S
T
IC
IT
Y
IN
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LI
N E
"U
L
IN
E
,2
,2
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
1 -3.8 Q 0.0 0.574 CH
2 -14.8 Q 0.0 0.042 CH
3 -20.8 Q 0.0 0.085 CH
4 -44.8 Q 0.0 0.211 CH
5 -48.8 Q 0.0 0.331 CH
6 -56.8 Q 0.0 0.349 CH
7 -63.8 Q 0.0 0.352 CH
8 -75.8 Q 0.0 0.438 CH
9 -84.8 Q 0.0 0.622 CH
10 -91.8 Q 0.0 0.523 CH
11 -12.5 C 0.0 0.000 CH
12 -52.5 C 0.0 0.000 CH
13 -68.5 C 0.0 0.000 CH
14 -95.5 C 0.0 0.000 CH
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E
R E
N G
T H
T .S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET B-101
DETAIL TEST DATA CAN BE PROVIDED UPON REQUEST.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
K im b e rl y C ru z -F e rn a n d e z
IE
D
K C
F
N O -1
-3
B -1
B o ri n g L o g .d g n
IE
D
G E
O T
E C
H N
IC
A L B
R A
N C
H
A N
A L
Y T
IC
A L S
E C
T
IO
N B
O R
IN
G L
O G
B-101
(1 O
F
D a v id L
W a ll a c e P
MATCH LINE, SEE SHEET B-103
C D
IV
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N
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A R
M Y C
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P S O
F E
N G
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A R
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N A
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/2
/1
/2
H U
R R
IC
A N
E P
R O
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C T
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N S
Y S
T E
M
IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
R
D A
T E
F
IL
E N
U M
B E
R
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
O vSo,rt
SlS vSo,rt,O rt vSo,SlS,rt,O vSo,rt So,rt 151
213189wLvSo,rt
Gr vSo,Wd 259 So,Wd dGr
O vSo Gr So,SS,Wd dGr
CS
0_D10 slf
So,Wd SlS
M
CS
M,SlS
CS
CS
So SlS
M M,SlS vSo
SlS
M M,SlS M M,SlS,Wd
(36)
0_D10 (42)
(41)
(37)
0_D10 slf (40)
(14)
SlS
SlS
M St
SlS
M So M,SlS
SlS So,slf
M
St
SlS
M St,S
SlS M CS,slf M,SS,slf M,S vSo M
SlS
M,Wd
Gr
M,slf dGr
St,slf Gr M,slf,Wd dGr M,cc
SlS M
M,S
(27)
(29) slf (36)
(38) slf
SlS M
(43)
(34) slf (32)
(32)
M,S,slf M,S
M SlS
St
M
SlS
St St,S
SlS M,slf
Gr
(55)
BOR. NF-04-2-13U (10-017172)
STA. N 29°43'31.61" W 90°00'36.66"
Date: 10/24/2013
GROUND EL. 1.2W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
-150
-160
E L
E V
A T
IO
N
E
.V .D
143wLQ
145wLQ
Q
Q
Q
Q
0.95Q
0.86Q
Q
C
C
C
C
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V
T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01
Ei
Ef
Pc
Ei
Ef
Pc
Ei
Ef
Pc
Ei
Ef
Pc
P L
A S
T
IC
IT
Y
IN
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LI
N E
"U
L
IN
E
,1
,8
,1
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
1 -8.1 Q 0.0 0.139 CH
2 -13.1 Q 0.0 0.081 CH
3 -33.1 Q 0.0 0.062 CL
4 -40.1 Q 0.0 0.288 CL
5 -78.1 Q 0.0 0.144 CH
6 -95.1 Q 0.0 0.645 CH
7 -108.1 Q 0.0 0.946 CH
8 -144.1 Q 0.0 0.856 CH
9 -153.1 Q 0.0 0.797 CH
10 -4.8 C 0.0 0.000 CH
11 -86.8 C 0.0 0.000 CH
12 -111.8 C 0.0 0.000 CH
13 -150.8 C 0.0 0.000 CH
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E
R E
N G
T H
T .S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET B-101
DETAIL TEST DATA CAN BE PROVIDED UPON REQUEST.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
K im b e rl y
C ru z -F e rn a n d e z
IE
D
K C
F
N O -1
-3
B -1
B o ri n g L o g .d g n
G E
O T
E C
H N
IC
A L B
R A
N C
H
A N
A L
Y T
IC
A L S
E C
T
IO
N B
O R
IN
G L
O G
B-102
(2 O
F
D a v id L
W a ll a c e P
MATCH LINE, SEE SHEET B-102
C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
V
IC
K S
B U
R G D
IS
T R
IC
T
V
IC
K S
B U
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M
IS
S
IS
S
IP
P I
A N
S I
D
W E
S T B
A N
K N
O N -F
E D
E R
A L L
E V
E E
P L
A Q
U E
M
IN
E S P
A R
IS
H L
O U
IS
IA
N A
/1
/2
/1
/2
H U
R R
IC
A N
E P
R O
T E
C T
IO
N S
Y S
T E
M
IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
R
D A
T E
F
IL
E N
U M
B E
R
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0
(67)
0_D10 (81) slf (80)
(86)
(80)
0_D10 (69)
(51)
(45) slf (39)
(39)
(39)
(41)
(43)
0_D10 (48) slf (67)
Gr
(38)
BOR. NF-04-2-13U (10-017172)
STA. N 29°43'31.61" W 90°00'36.66"
Date: 10/24/2013
W or D10
-150
-160
-170
-180
-190
-200
E L
E V
A T
IO
N
E
.V .D
0.00
0.25
0.50
0.75
2.00
2.25
2.50
2.75
3.00
3.25
3.50
3.75
4.00
V
T
IO
1.00
1.25
1.50
1.75
EFFECTIVE STRESS, T.S.F.
50 1002010521.5.2.1.02 .05.01
P L
A S
T
IC
IT
Y
IN
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LI
N E
"U
L
IN
E
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E
R E
N G
T H
T .S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET B-101
DETAIL TEST DATA CAN BE PROVIDED UPON REQUEST.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
K im b e rl y C ru z -F e rn a n d e z
IE
D
K C
F
N O -1
-3
B -1
B o ri n g L o g .d g n
G E
O T
E C
H N
IC
A L B
R A
N C
H
A N
A L
Y T
IC
A L S
E C
T
IO
N B
O R
IN
G L
O G
B-103
(3 O
F
D a v id L
W a ll a c e P
C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
V
IC
K S
B U
R G D
IS
T R
IC
T
V
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K S
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M
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S
IS
S
IP
P I
A N
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D
W E
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A N
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E R
A L L
E V
E E
P L
A Q
U E
M
IN
E S P
A R
IS
H L
O U
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IA
N A
/1
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/1
/2
H U
R R
IC
A N
E P
R O
T E
C T
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N S
Y S
T E
M
IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
R
D A
T E
F
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E N
U M
B E
R
D A
T E
M A
R K
D E
S C
R
IP
T
IO
N
C O
N T
R A
C T N
O
D A
T E
A P
P R
®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
TEST DATA
WATER CONTENT
% WATER, DRY WEIGHT
SHEAR STRENGTH
TONS / SQ.FT.
WET DENSITY
POUNDS / CU.FT.
NORMAL STRESS
TONS / SQ.FT.
20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0 vSt,SlS,rt,slf St,CS,rt,slf M,rt,slf
Gr vSo,CS
M,CS
Br
St,Wd 0.83
SlS M,Wd,O Gr
M,cc
M,Wd Br
M,Wd
So,Wd
M,Wd So,Wd,rt
M,Wd
Gr O
M,Wd 141 M,Wd 359 M,Wd 199 So,Wd dGr
163O
SlS So,Wd
CS,Wd
0999 CS
CS,Wd
CS
CS,cc
CS
CS
CS
So,CS
SlS M
So,CS
SS
SlS M
Gr
BOR. NFW04-32-08U (070667-6)
STA. N 29° 43' 29.84" W 90° 0' 33.64"
DATE: 08/12/2008
GROUND EL. 8.5W or D1010
-10
-20
-30
-40
-50
-60
E L
E V
A T
IO
N
E
.V .D
185wLQ
Q
330wP 579wL389wNQ
Q
Q
Q
P L
A S
T
IC
IT
Y
IN
D E
X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A
LI
N E
"U
L
IN
E
,1
,2
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
TABULAR TEST DATA
CLASS
1 -5.2 Q 0.0 0.206 CH
2 -9.2 Q 0.0 0.201 CH
3 -13.2 Q 0.0 0.436 PT
4 -17.2 Q 0.0 0.211 CH
5 -41.2 Q 0.0 0.265 CH
6 -49.2 Q 0.0 0.372 CH
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
0.2 0.4 0.6 0.8 1.0 1.2 1.4
1.0
S H
E
R E
N G
T H
T .S .F
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET B-101
DETAIL TEST DATA CAN BE PROVIDED UPON REQUEST.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
K im b e rl y C ru z -F e rn a n d e z
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B -1
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SHEET
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US Army Corps of Engineers
US Army Corps
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IDENTIFICATION
SHEET
S O
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A T
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N N
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S C
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IP
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N M
A R
K A
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US Army Corps of Engineers
US Army Corps
Vicksburg District
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1 2 3 4 5
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B o ri n g L o g .d g n
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K im b e rl y C ru z -F e rn a n d e z
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SHEET
S O
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A T
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N N
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US Army Corps of Engineers
US Army Corps
Vicksburg District
F
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D B
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P L
O T S
C A
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P L
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A T
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D
C
A
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1 2 3 4 5
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W P -1
-B -0
O O
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A L L
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K C
F
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-3
B -1
B o ri n g L o g .d g n
IE
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O T
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H N
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A L B
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A N
A L
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A L S
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B-107
C O
N E P
E N
E T
R A
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N T
E S
T S
S H
E E
T O
F
K im b e rl y C ru z -F e rn a n d e z
D a v id L
W a ll a c e P
50FT
SURVEY B/L
LEVEE C/L
CONSTRUCTION ACCESS
NEW TEMPORARY
SILT FENCE
SILT FENCE
SILT FENCE
SILT FENCE
SURVEY B/L
LEVEE C/L
5 6
S1
S2
S3
S4 S5
S6
T1
T2
T3
T4
T5
T30
T29
T28
T27
T26
FENCE
SILT
HORZ. CURVE TC1
HORZ. CURVE TC2
HORZ. CURVE TC3
HORZ. CURVE TC18
HORZ. CURVE TC17
HORZ. CURVE TC16
PPE-2
PPE-1
PPE-3
SEE NOTE 1
P I .5
P I .1
P I .2
E C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
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P I
A N
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N B
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S T B
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K N
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A R
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IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
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N M
A R
K A
P P
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D A
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F
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U M
B E
R
D A
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M A
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N
C O
N T
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C T N
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®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
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E N
A M
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D W
N B
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C K
D B
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D E
S
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D B
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S
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S U
B M
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T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
BASELINES AND EASEMENTS
PROTECTED SIDE
FLOOD SIDE
STAGING AREA
CONTRACTOR
CONSTRUCTION EASEMENT
C O
N S
T R
U C
T
IO
N E
A S
E M
E N
T
CONSTRUCTION EASEMENT
CONSTRUCTION EASEMENT
C O
N S
T R
U C
T
IO
N E
A S
E M
E N
T
TABULATION OF CONSTRUCTION EASEMENT
P.I. DISTANCE AZIMUTH
448367.78
448349.30
448241.19
448117.15
447994.41
447893.17
447852.62
447710.66
447821.48
447785.41
448020.91
448056.97
448098.92
448222.05
448367.78
NORTHING
3700663.50
3700682.67
3700793.04
3700925.90
3701048.94
3701154.59
3701195.55
3701059.23
3700943.82
3700909.19
3700663.95
3700698.58
3700654.89
3700525.17
3700663.50
EASTING
26.63
154.50
181.76
173.79
146.33
57.63
196.82
160.00
50.00
340.00
50.00
60.57
178.85
200.93
313°57'38"
314°24'15"
313°01'58"
314°55'55"
313°46'44"
314°42'52"
43°50'18"
133°50'18"
43°50'18"
133°50'18"
223°50'18"
133°50'18"
133°30'26"
223°30'26"
DISTANCE AZIMUTH
TABULATION OF CONTRACTOR STAGING AREA
HORIZONTAL CURVE S2
HORIZONTAL CURVE S1
TANGENT: 41.44
CHORD: 81.51'
LENGTH: 81.97'
RADIUS: 225.00'
HORIZONTAL CURVE S1
TANGENT: 48.36'
CHORD: 95.92'
LENGTH: 96.18'
RADIUS: 375.00'
HORIZONTAL CURVE S2
448418.84
448558.78
448701.67
448515.85
448498.02
448457.34
448418.84
NORTHING
3700750.96
3700608.08
3700748.02
3700937.74
3700909.68
3700822.81
3700750.96
EASTING
S1
S6
S5
S4
S3
S2
S1
P.I.
200.00
200.00
265.56
33.25
134°24'15"
224°24'15"
314°24'15"
57°33'30"
CHALMETTE LOUISIANA LIQUIDS, LLC
AMERICAN MIDSTREAM
AMERICAN MIDSTREAM
OWNER
PETROLEUM PIPELINE
PETROLEUM PIPELINE
PETROLEUM PIPELINE
DESCRIPTION
309+24
309+13
308+87
STATION
OFFSET
(4) OWNER
(4) OWNER
(4) OWNER
DISPOSITION
(6)=TO BE REMOVED BY CONTRACTOR DURING CONSTRUCTION
(5)=TO BE RELOCATED BY CONTRACTOR DURING CONSTRUCTION
(4)=TO BE RELOCATED BY OWNER CONCURRENT WITH CONSTRUCTION
(3)=TO BE RELOCATED BY OWNER PRIOR TO CONSTRUCTION
(2)=DO NOT DISTURB - ACCESS ONLY
(1)=DO NOT DISTURB
TABULATION OF EXISTING UTILITIES AND FACILITIES
PPE-3
PPE-2
PPE-1
ITEM
R T
W
L E
V E
E D
R A
IN
A G
E S
E C
T
IO
N
C-001
N O -1
-3
C -0
B A
S E
L
IN
E S .A
N D .E
A S
E M
E N
T S .d g n
B A
S E
L
IN
E S A
N D E
A S
E M
E N
T S
R Y
A N T
W O
O D
N
SHT. C-002
MATCHLINE
S H
E E
T O
F
120'0 60'
SCALE:1"=60'
D a v id W a ll a c e P .E
J J S
HIMSELF RELATIVE TO THE EXISTING CONDITIONS PRIOR TO THE START OF CONSTRUCTION.
SITE OF WORK. CONTRACTOR SHALL VISIT THE SITE OF WORK AND COMPLETELY INFORM
UNIMPROVED. CONTRACTOR SHALL CONSTRUCT ACCESS ROAD FROM LA HWY 23 TO THE
2. THE TEMPORARY ACCESS AND STAGING AREA SHOWN ON THESE DRAWINGS ARE
FOR TEMPORARY ACCESS ROAD CONSTRUCTION.
CONSTRUCTION. CONTRACTOR SHALL NOT PLACE CULVERT OR FILL IN DRAINAGE CANAL
CANAL DRAINAGE FLOWS AND SHALL BE COMPLETELY REMOVED UPON COMPLETION OF
ACROSS THE DRAINAGE CANAL. TEMPORARY CANAL CROSSING SHALL NOT OBSTRUCT
1. CONTRACTOR SHALL CONSTRUCT A TEMPORARY CANAL CROSSING TO PROVIDE ACCESS
T6
T7
T8
T9
T10
T11
T12
T13
T14
T15
T16
T17
T18
T19
T20
T21
F T
T22
T23
T24
T25
HORZ. CURVE TC3
HORZ. CURVE TC4
HORZ. CURVE TC5
HORZ. CURVE TC6
HORZ. CURVE TC7
HORZ. CURVE TC8
HORZ. CURVE TC9
HORZ. CURVE TC10
HORZ. CURVE TC11
HORZ. CURVE TC12
HORZ. CURVE TC13
HORZ. CURVE TC14
HORZ. CURVE TC15
HORZ. CURVE TC16
SEE DETAIL THIS SHEET
SHOULDER
EDGE OF
PPE-4
PPE-5
PPE-6
PPE-7
PP-1
PP-2
PL-1
CM-1
CM-2
ACCESS EASEMENT
50FT TEMPRARY
SEE DETAIL SHT. C-502
TRUCK WASH-DOWN RACK
SEE DETAIL SHT. C-502
TRUCK WASH-DOWN RACK
EDGE OF SHOULDER
(2" BINDER, 4" WEARING)
6" ASPHALT PAVEMENT
(2" BINDER, 4" WEARING)
6" ASPHALT PAVEMENT
45°
SEE DETAIL SHT. C-502
NEW TIMBER MATTING
50'-0"
PPE-4 THRU PPE-7
BURIED PIPELINES
ACCESS ROAD
E C D
IV
IS
IO
N
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
V
IC
K S
B U
R G D
IS
T R
IC
T
V
IC
K S
B U
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M
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S
IS
S
IP
P I
A N
S I
D
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S
IG
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P L
A Q
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M
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A R
IS
H L
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N A
/1
/2
/1
/2
H U
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A N
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R O
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C T
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N S
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T E
M
IDENTIFICATION
SHEET
S O
L
IC
IT
A T
IO
N N
O
D E
S C
R
IP
T
IO
N M
A R
K A
P P
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D A
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F
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U M
B E
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D A
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M A
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D E
S C
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IP
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N
C O
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D A
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A P
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®of Engineers
US Army Corps of Engineers
US Army Corps
Vicksburg District
F
IL
E N
A M
E
D W
N B
Y
C K
D B
Y
D E
S
IG
N E
D B
Y
S
IZ
E
S U
B M
IT
T E
D B
Y
P L
O T S
C A
L E
P L
O T D
A T
E
D
C
A
B
1 2 3 4 5
H -4 -4
W P -1
-B -0
O O
D W
A L L
N O
V -N
F -W
-0 a .1
BASELINES AND EASEMENTS
L A H
W Y . 2
PROTECTED SIDE
(6)=TO BE REMOVED BY CONTRACTOR DURING CONSTRUCTION
(5)=TO BE RELOCATED BY CONTRACTOR DURING CONSTRUCTION
(4)=TO BE RELOCATED BY OWNER CONCURRENT WITH CONSTRUCTION
(3)=TO BE RELOCATED BY OWNER PRIOR TO CONSTRUCTION
(2)=DO NOT DISTURB - ACCESS ONLY
(1)=DO NOT DISTURB
TABULATION OF EXISTING UTILITIES AND FACILITIES
CM-2
CM-1
PL-1
PP-2
PP-1
PPE-7
PPE-6
PPE-5
PPE-4
ITEM
PRIVATE
PRIVATE
ENTERGY
ENTERGY
ENTERGY
PLAQUEMINES PARISH GOVERNMENT
PRIVATE
PLAQUEMINES PARISH GOVERNMENT
PLAQUEMINES PARISH GOVERNMENT
OWNER
BURIED COMM. CABLE
AERIAL FIBER
POWER LINE
POWER POLE
POWER POLE
SEWER LINE
H.P. GAS LINE
WATER LINE
WATER LINE
DESCRIPTION
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
(1) D.N.D.
DISPOSITION
R T
W
L E
V E
E D
R A
IN
A G
E S
E C
T
IO
N
C-002
B A
S E
L
IN
E S A
N D E
A S
E M
E N
T S
R Y
A N T
W O
O D
N O -1
-3
C -0
A C
C E
S S R
O A
D .d g n
M A T C
H
LIN
E
S H T . C -001
N
0 60' 120'
SCALE: 1"=60'
1.
2.
S H
E E
T O
F
R 0R 0R 0R 0R 0R 0
448350.37
448315.38
448365.49
448409.72
448455.82
448667.20
448797.20
448911.91
448942.60
448995.96
449345.77
449487.53
449560.23
449709.09
449736.58
449763.44
449800.65
449773.38
449752.00
449595.50
449529.73
449388.10
449026.30
448984.80
448954.11
448824.11
448709.40
448498.02
448457.34
448400.48
448350.37
NORTHING
3700681.57
3700717.29
3700766.37
3700838.05
3700936.50
3701269.04
3701399.30
3701514.22
3701562.50
3701620.65
3702001.83
3702224.85
3702315.31
3702505.76
3702542.57
3702571.77
3702538.37
3702508.72
3702480.09
3702279.88
3702198.03
3701975.22
3701580.91
3701535.68
3701487.40
3701357.15
3701242.22
3700909.68
3700822.81
3700730.65
3700681.57
EASTING
T1
T30
T29
T28
T27
T26
T25
T24
T23
T22
T21
T20
T19
T18
T17
T16
T15
T14
T13
T12
T11
T10
T9
T8
T7
T6
T5
T4
T3
T2
T1
P.I. DISTANCE
314°24'15"
224°24'15"
237°33'30"
237°33'30"
237°33'30"
227°23'28"
138°05'00"
47°23'28"
57°33'30"
57°33'30"
57°33'30"
44°24'15"
AZIMUTH
50.00
70.14
394.04
57.21
264.00
39.68
50.00
40.29
264.00
57.21
394.04
70.14
HORZ CURVE TC18
HORZ CURVE TC17
HORZ CURVE TC16
HORZ CURVE TC15
HORZ CURVE TC14
HORZ CURVE TC13
HORZ CURVE TC12
HORZ CURVE TC11
HORZ CURVE TC10
HORZ CURVE TC9
HORZ CURVE TC8
HORZ CURVE TC7
HORZ CURVE TC6
HORZ CURVE TC5
HORZ CURVE TC4
HORZ CURVE TC3
HORZ CURVE TC2
HORZ CURVE TC1
CONSTRUCTION ACCESS
TABULATION OF NEW TEMPORARY
ACCESS HORIZONTAL CURVES
TABULATION OF NEW TEMPORARY CONSTRUCTION
TC18
TC17
TC16
TC15
TC14
TC13
TC12
TC11
TC10
TC9
TC8
TC7
TC6
TC5
TC4
TC3
TC2
TC1
CURVE
HORZ.
175.00
425.00
425.00
375.00
225.00
1475.00
525.00
975.00
225.00
175.00
1025.00
475.00
1525.00
175.00
425.00
375.00
375.00
225.00
FT
RADIUS
27°51'00"
14°41'45"
25°00'28"
25°00'28"
20°12'05"
20°12'05"
12°41'30"
14°14'30"
11°43'02"
11°43'02"
14°14'30"
12°41'30"
20°12'05"
20°12'05"
25°00'28"
25°00'28"
14°41'45"
27°51'00"
DELTA
85.06
109.01
185.50
163.68
79.33
520.05
116.29
242.35
46.01
35.79
254.78
105.22
537.68
61.70
185.50
163.68
96.18
109.37
FT
LENGTH
84.23
108.71
184.03
162.38
78.92
517.36
116.06
241.73
45.93
35.73
254.12
105.00
534.90
61.38
184.03
162.38
95.92
108.29
FT
CHORD
238°19'45"
244°54'23"
225°03'16"
225°03'16"
227°27'28"
227°27'28"
231°12'45"
231°59'15"
233°14'59"
53°14'59"
51°59'15"
51°12'45"
47°27'28"
47°27'28"
45°03'16"
45°03'16"
64°54'23"
58°19'45"
CHORD AZ
43.39
54.81
94.25
83.16
40.08
262.75
58.39
121.80
23.09
17.96
128.05
52.83
271.66
31.17
94.25
83.16
48.36
55.79
FT
TANGENT
THE CONTRACTOR SHALL KEEP THE WASH RACK FREE OF MUD.
THE CLUMPS SHALL BE PHYSICALLY REMOVED WITH HAND TOOLS.
WHEN THE MECHANICAL SWEEPER FAILS TO REMOVE CLUMPS OF MATERIAL,
SITE DURING HAUL OPERATION TO ASSIST IN KEEPING THE ROADWAY CLEAN.
SWEEPER SHALL BE ON STANDBY AT THE ROADWAY ENTRANCE FROM THE
TRANSPORTED ONTO THE PAVED ROADWAY. AN OPERATIONAL MECHANICAL
EGRESS ONTO PAVED ROADWAY TO REDUCE THE AMOUNT OF MUD
A WASH RACK AS SHOWN SHALL BE LOCATED AT POINTS OF VEHICULAR
NOTES:
EXISTING CONDITIONS PRIOR TO THE START OF CONSTRUCTION.
CONTRACTOR SHALL VISIT THE SITE OF WORK AND COMPLETELY INFORM HIMSELF RELATIVE TO THE
CONTRACTOR SHALL CONSTRUCT ACCESS ROAD FROM LA HWY 23 TO THE SITE OF WORK.
NOTE: THE TEMPORARY ACCESS AND STAGING AREA SHOWN ON THESE DRAWINGS ARE UNIMPROVED.
T N
E M
E S
A E
S S
E C
C A
T N
E M
E S
A E
S S
E C
C A
T N
E M
E S
A E
S S
E C
C A
TNE
MESAE SSE
C C
A
D a v id W a ll a c e P .E
J J S
L A H
W Y
L A H
W Y
TYP.
M
IN
SCALE: N.T.S.
CONSTRUCTION HIGHWAY ENTRANCE
TRUCK WASH-DOWN RACK AND
CHALMETTE LOUISIANA LIQUIDS
EXISTING 16" PIPELINE
AMERICAN MIDSTREAM
EXISTING 12" PIPELINE
AMERICAN MIDSTREAM
EXISTING 12" PIPELINE
BY OTHERS
BE COMPLETED
NEW LEVEE TO
BY OTHERS
BE COMPLETED
NEW LEVEE TO
SURVEY B/L
SURVEY B/L
LEVEE C/L
Z1 S1
I1
I3
I2
Z2 S2
LEVEE C/L
DL-1
DL-2
SETTLED PRELOAD
ESTIMATED EXISTING
SETTLED PRELOAD
ESTIMATED EXISTING
ON SHEET S-101
AT LOCATIONS SPECIFIED
STOCKPILED, AND REUSED
TO BE REMOVED,
EXISTING SHEETPILE
ON SHEET S-101
AT LOCATIONS SPECIFIED
STOCKPILED, AND REUSED
TO BE REMOVED,
EXISTING SHEETPILE
EXISTING GEOTEXTILE
APPROXIMATE LIMITS OF
EXISTING GEOTEXTILE
APPROXIMATE LIMITS OF
EXISTING GEOTEXTILE
APPROXIMATE LIMITS OF
EXISTING GEOTEXTILE
APPROXIMATE LIMITS OF
-10
-5-5 -5 -5
-5 -5
-5-5 -5
-5
P I .1
0 0
0 0 0
0 0 0 0 0 0 0 0
0 0
5 5 5 5 5 5 5
5…
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