A21_-_100__Advertisement_Plans.pdf
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- Attached to
- IHNC NE & SW Dolphin Replacements Federal contract opportunity
- Solicitation number
- W912P819B0056
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| File | Type | Posted |
|---|---|---|
| Bid_Opening_Abstract_for_W912P819B0056_19_Sep_2019.pdf | ||
| A21_-_W912P819B0056_Amendment_0003_(signed).pdf | ||
| A21_-_W912P819B0056_Amendment_2.pdf | ||
| A21_-_Amendment_2_Attachment_1_End_Cell_Quantities_W912P819B0056.pdf | ||
| A21_-_19B0056_Amend_0001.pdf | ||
| A21_-_W912P819B0056.pdf |
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(TYP.)
DOLPHIN
MOORING
IN
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DAUPHINE STREET
BURGUNDY STREET
RAMPART STREET
ST. CLAUDE AVENUE
ROBERTSON STREET
MARAIS STREET
URQUHART STREET
VILLERE STREET
K E
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ALEXANDRIA
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LAKE CHARLES
BATON ROUGE
L O U I S I A N A
M I S S I S S I P P I
T E X A S
LAKE
PONTCHARTRAIN
LAKE BORGNE
G U L F O F M E X I C O
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INDEX TO DRAWINGS
DESCRIPTIONDWG.
GENERAL NOTES
G-002
G-001 COVER SHEET
G-003
B-001
B-601
B-602
S-401
S-402
SOIL BORING LEGEND
C-101
S-502
SR401
SR403
B-603
B-604
B-605
VH602
SOIL BORING 3-I (78-67) {1 OF 2}
SOIL BORING 3-I (78-67) {2 OF 2}
SOIL BORING 3-IU (78-67) {1 OF 3}
SOIL BORING 3-IU (78-67) {2 OF 3}
SOIL BORING 3-IU (78-67) {3 OF 3}
S-403
S-404
S-501
SR404
H
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.D
G N
BENCHMARKS
R-001
S-405
S-406
C-102
S-503
R-002
R-003
R-004 NORTHEAST PILE CLUSTERS
R-005
R-006
LOCK ELEVATIONS
PILE PLAN
GUIDE WALL SECTIONS
1981 DOLPHIN PLAN AND SECTION
VICINITY MAP, LOCATION MAP, AND DRAWING INDEX
DWG.
C-103
NORTHEAST DEMOLITION PLAN
SOUTHWEST DEMOLITION PLAN
NORTHEAST END DOLPHIN PLAN AND SECTION
NORTHEAST END DOLPHIN PILE LAYOUT
NORTHEAST END DOLPHIN SECTIONS 1 OF 2
NORTHEAST END DOLPHIN SECTIONS 2 OF 2
NORTHEAST END DOLPHIN SAFETY RAILS
NORTHEAST END DOLPHIN STAIRWAY
S-407
S-408
S-409
S-410
S-411
SOUTHWEST END DOLPHIN PLAN AND SECTION
SOUTHWEST END DOLPHIN PILE LAYOUT
SOUTHWEST END DOLPHIN SECTIONS 1 OF 2
SOUTHWEST END DOLPHIN SECTIONS 2 OF 2
SR402
NORTHEAST RECESS STRUCTURE DETAILS
VH601
B-606
B-607
B-608
B-609
B-610
SOIL BORING 1-I (78-67) {1 OF 2}
SOIL BORING 1-I (78-67) {2 OF 2}
SOIL BORING 1-IU (78-67) {1 OF 3}
SOIL BORING 1-IU (78-67) {2 OF 3}
SOIL BORING 1-IU (78-67) {3 OF 3}
STAGE HYDROGRAPH LAKE SIDE
STAGE HYDROGRAPH RIVER SIDE
SITE PLAN
END DOLPHIN TOP REINFORCEMENT
REINFORCEMENT DETAILS 1 OF 2
END DOLPHIN PILE CONNECTION AND
REINFORCEMENT DETAILS 2 OF 2
END DOLPHIN PILE CONNECTION AND
R-007
REINFORCEMENT EAST SIDE
EXISTING LOCK-NORTH END TOP SLAB
C-105
PIPE PILE DETAILS 1 OF 2
PIPE PILE DETAILS 2 OF 2
END DOLPHIN BOTTOM REINFORCEMENT
VH603 STAGE HYDROGRAPH CARROLLTON GAGE
CROSS SECTIONS 2 of 2
C-104 CROSS SECTIONS 1 of 2
1981 DOLPHIN SECTIONS AND DETAILS
DOLPHIN CONCEPTUAL SEAL SLAB AND FORMWORK
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GENERAL NOTES:
CONCRETE NOTES:
STEEL NOTES:
= CLEAR COVER
= DIAMETER
= CENTER LINE
EL.
O.C.
B/L
= ELEVATION
= BASELINE
= ON CENTER
= AZIMUTH
N.T.S. = NOT TO SCALE
DIA.
= TYPICAL
C/L OR CL
ABBREVIATIONS:
= STATION
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/
BASIC TABLE ALTERNATE TABLE
TOP OTHER
REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 5000 PSI
TOP OTHER TOP OTHER TOP OTHER
SIZE
BAR
LENGTH, INCHES
MINIMUM EMBEDMENT
LENGTH, INCHES
MINIMUM LAP
LENGTH, INCHES
MINIMUM EMBEDMENT
LENGTH, INCHES
MINIMUM LAP
AZ.
CLR.
TYP.
DWG. = DRAWING
= EACH
E.W. = EACH WAY
FB. = FLAT BAR
I.D. = INNER DIAMETER
RAD. = RADIUS
R/W = RIGHT OF WAY
STA.
STD. = STANDARD
QTY. = QUANTITY
EA.
O.G. = OGEE
GALV. = GALVANIZED
C.J. = CONSTRUCTION JOINT
OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.
RESPECT TO A HORIZONTAL PLANE AND ARE PLACED SUCH THAT MORE THAN 12 INCHES
5. TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH
318 FOR APPROPRIATE GUIDANCE.
CENTER-TO-CENTER BAR SPACING LATERALLY IS LESS THAN 3 BAR DIAMETERS, SEE ACI
4. IF CONCRETE COVER OR EDGE DISTANCE IS LESS THAN 1 BAR DIAMETER OR THE
3. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
BE AT LEAST 2.5 BAR DIAMETERS.
B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE MUST
A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 5 BAR DIAMETERS AND
2. THE ALTERNATE TABLE MAY BE USED IF ALL OF THE FOLLOWING CONDITIONS ARE MET:
BE AT LEAST 1.5 BAR DIAMETERS.
B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE MUST
A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 3 BAR DIAMETERS AND
1. USE THE BASIC TABLE IF ALL THE FOLLOWING CONDITIONS ARE MET:
NOTES:
SPACING
NTS
(M
IN
(M
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REINFORCEMENT CLEARANCE DETAIL
SECONDARY REINFORCEMENT
FACE OF CONCRETE
(M
IN
) LD/2
NTS
TYPICAL REINFORCEMENT DEVELOPMENT DETAILS
LD
/2
NTS
TYPICAL CORNER REINFORCEMENT DETAILS
OPTION 1 OPTION 2
L D /2
(M
IN
LD/2
(MIN)
L O
N G B
A R
L O
N G B
A R
SHORT BAR
SHORT BAR
AND PROVIDED IN THE TABLE ABOVE.
LD DENOTES DEVELOPMENT LENGTH AS PER ACI 318
TYP
1/4
TYPICAL WELD DETAIL
REINFORCEMENT
PRIMARY
DRAWING
TITLE ON SAME
SECTION/DETAIL
DRAWING
TITLE ON ANOTHER
SECTION/DETAIL
DETAIL/SECTION
DETAIL/SECTIOND5
D5
SCALE:
SUPPLEMENTAL INFORMATION
C-302 SUPPLEMENTAL INFORMATION
SCALE:
D5 D5 C-302
D5 D5 C-302
FRONT SIDE
SECTION
ELEVATION
TOP
NONSHRINK GROUT SHALL CONFORM TO ASTM C1107.12.
NOT BE CONTINUOUS ACROSS EXPANSION AND MONOLITH JOINTS.
REINFORCEMENT SHALL BE CONTINUOUS ACROSS CONSTRUCTION JOINTS. REINFORCEMENT SHALL11.
CORNERS, AND VERTICAL EXPANSION JOINTS.
UNLESS OTHERWISE NOTED, PROVIDE 3/4" CHAMFER AT ALL EXPOSED JOINTS, EDGES, EXTERNAL 10.
APPROVED BY THE CONTRACTING OFFICER.
OF THE CONCRETE STRUCTURE. THESE ADDITIONAL CONSTRUCTION JOINT LOCATIONS SHALL BE
CONSTRUCTION JOINTS SHALL BE PLACED AT LOCATIONS LEAST LIKELY TO IMPAIR THE INTEGRITY
PROVIDE CONSTRUCTION JOINTS WHERE SHOWN ON THE DRAWINGS. WHERE NOT SHOWN, 9.
ALL REINFORCING STEEL SHALL BE ASTM A615, UNLESS OTHERWISE NOTED.8.
CONTRACTOR'S EXPENSE.
THAN ANY ADDITIONAL SPLICES REQUIRED BY THE CONTRACTING OFFICER, WILL BE AT THE
CONTRACTING OFFICER. SPLICES OTHER THAN THOSE SHOWN ON THE DRAWINGS AND OTHER
IN THE DRAWINGS, WHERE ESSENTIAL TO CONSTRUCTIBILITY, SUBJECT TO APPROVAL BY THE
BAR. THE CONTRACTOR WILL BE ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED
OF THE DEVELOPMENT LENGTH OF THE LARGER BAR OR THE SPLICE LENGTH OF THE SMALLER
DIFFERENT SIZE ARE LAP SPLICED IN TENSION, THE SPLICE LENGTH SHALL BE THE LARGER
EMBEDMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE INDICATED. WHEN BARS OF
THE EMBEDMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP SPLICES AND 7.
OFFICER.
OTHER OBSTRUCTIONS, SHALL BE BENT OR SHIFTED AS DIRECTED BY THE CONTRACTING
REINFORCEMENT, WHERE NECESSARY TO AVOID OPENINGS, PIPES, EMBEDDED ITEMS AND 6.
REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS OTHERWISE NOTED.5.
CONCRETE REINFORCING STEEL INSTITUTE.
REINFORCING BAR DESIGNATION NUMBERS CONFORM TO THE NUMBERING SYSTEM OF THE 4.
ACCORDANCE WITH SP-66, AMERICAN CONCRETE INSTITUTE DETAILING MANUAL.
ALL BENDS OF REINFORCEMENT AND ALL BAR SPACERS AND SUPPORTS SHALL BE IN 3.
REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 60,000 PSI.2.
OF 2500 PSI AT 28 DAYS.
EXEPT FOR CONCRETE INFILL, WHCH SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c)
CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c) OF 5000 PSI AT 28 DAYS. 1.
CONTINUE AFTER 6:00 P.M.
CONSTRUCTION AND/OR DEMOLITION ACTIVITIES SHALL NOT BEGIN BEFORE 7:00 A.M. OR
NOISE LEVELS SHALL BE LIMITED TO 70 dB MEASURED AT THE CONSTRUCTION EASEMENT.13.
CONTRACTOR SHALL BE RESPONSIBLE FOR DAMAGE TO UTILITIES.12.
MEASUREMENTS AND GRADES PRIOR TO CONSTRUCTION.
CONTRACTOR SHALL BE RESPONSIBLE FOR LAYING OUT THE WORK AND VERIFYING ALL 11.
AFTER INSTALLATION.
TO ALLOW FOR PILES TO BE PROPERLY DRIVEN. STONE SHALL BE REPLACED EVENLY AROUND PILES
RIP RAP MAY IMPEDE PILE DRIVING. CONTRACTOR MAY ONLY REMOVE ENOUGH STONE AND/OR RIP RAP
CONTRACTOR SHALL BE ALLOWED TO REMOVE STONE AND/OR RIP RAP IN AREAS WHERE 10.
(LEFT) OR RT. (RIGHT), UNLESS OTHERWISE NOTED.
OFFSETS REFLECT A PERPENDICULAR OFFSET (90 DEGREES) FROM THE B/L LISTED AS LT. 9.
THE PERFORMANCE OF THE WORK.
AND INVESTIGATIONS AS NECESSARY TO DETERMINE CONDITIONS WHICH WILL AFFECT
LOCATIONS. THE CONTRACTOR, AT HIS OWN EXPENSE, MAY MAKE ADDITIONAL SURVEYS
CONDITION OF THE MATERIALS WHICH WILL BE ENCOUNTERED BETWEEN THE BORING
THE CONTRACTOR SHALL MAKE HIS OWN INTERPRETATION OF THE CHARACTER AND 8.
(2004.65), UNLESS OTHERWISE STATED.
ALL ELEVATIONS ARE EXPRESSED IN FEET AND REFER TO NAVD88 ADJUSTED LEVELING 7.
WHERE DRAWING IS OBVIOUSLY OUT OF SCALE.
DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. NTS IS SHOWN ONLY 6.
CONTRACTOR SHALL VERIFY ACTUAL DIMENSIONS IN THE FIELD.
DIMENSIONS AND/OR ELEVATIONS MARKED PLUS OR MINUS (+/-) ARE APPROXIMATE. THE 5.
AZIMUTHS SHOWN ARE MEASURED CLOCKWISE FROM THE NORTH.4.
AERIAL PHOTOGRAPHY FLOWN IN 2009. 3.
LA SOUTH, ZONE 1702, US FEET.
XY COORDINATES USED IN DRAWINGS REFER TO HORIZONTAL DATUM: NAD83, STATE PLANE,2.
MEASURED IN US SURVEY FEET.
HORIZONTAL DISTANCES REFER TO THE NAD83 (NA 2011) HORIZONTAL DATUM AND ARE 1.
ITEMS TO BE BOLTED SHALL BE HOT DIP GALVANIZED BEFORE ASSEMBLY.8.
ENSURE ACCURATE FINISH DIMENSIONS."
SHALL ALLOW ADEQUATE CUTTING AND MACHINING ALLOWANCES ON THE RAW MATERIAL TO
THE DIMENSIONS SHOWN ON THESE DRAWINGS ARE FINISHED DIMENSIONS. THE CONTRACTOR7.
OPERATIONAL REQUIREMENTS.
TOLERANCES SHALL BE ESTABLISHED, IF NECESSARY, TO MEET THE SPECIFIED DESIGN OR
TOLERANCES APPLICABLE TO THE EQUIPMENT WHEN IT IS INSTALLED. FINER SHOP
SPECIFIED IN THE SPECIFICATIONS OR SHOWN ON THE CONTRACT DRAWINGS ARE MAXIMUM
PROBLEMS TO THE ATTENTION OF THE GOVERNMENT FOR RESOLUTION. THE TOLERANCES
CONTRACTOR SHALL, HOWEVER, REVIEW THE DRAWINGS THOROUGHLY AND BRING ANY
ALL TOLERANCES SHALL BE AS SPECIFIED OR SHOWN ON THE CONTRACT DRAWINGS. 6.
MADE FOR MACHINING.
DIMENSIONS SHOWN OR CALLED FOR ARE THE FINAL DIMENSIONS; ALLOWANCES MUST BE 5.
SHOWN ON THE SHOP DRAWINGS AND SUBMITTED BY THE CONTRACTOR FOR APPROVAL.
INDICATE ONLY SIZE AND TYPE OF WELDS REQUIRED. DETAILED INFORMATION SHALL BE
WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN WELDING SOCIETY AND4.
CODE, SEE SPECIFICATIONS.
APPLICABLE, SHALL CONFORM TO THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING
ALL WELDING SHALL BE ELECTRIC WELDING, WORKMANSHIP AND TECHNIQUE, WHERE 3.
WELD ALONG ALL EDGES OF THE CONTACT, UNLESS OTHERWISE NOTED.
SUCH CONTACTS SHALL BE SEALED WATERTIGHT BY RUNNING A CONTINUOUS 3/16" FILLET
TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES IN CONTACT, ALL 2.
SHAPES AND PLATES, ASTM A572, GRADE 50.
ALL STRUCTURAL STEEL SHALL BE:1.
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:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
B-001
UNIFIED SOIL CLASSIFICATION
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
E G
R A
IN
E D S
O
IL
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
L.L.-LIQUID LIMIT
PLASTICITY CHART
"A " L
IN
E
DESCRIPTIVE SYMBOLS
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
1000-2000
2000-4000 vSo
So
M
St vSt
H
FIGURES TO LEFT OF BORING UNDER COLUMN '' W OR D ''
NOTES:
Are natural water contents in percent dry weight
When underlined denotes D size in mm
Are liquid and plastic limits, respectively
SYMBOLS TO LEFT OF BORING
Ground-water surface and date observed
Denotes location of consolidation test**
Denotes location of unconsolidated-undrained triaxial compression test**
Denotes location of sample subjected to consolidation test and each of the above three types of shear test
Denotes free water encountered in boring or sample
C
S
R
Q
T
FW
FIGURES TO RIGHT OF BORING
Are values of cohesion in lbs./sq.ft. from unconfined compression tests
In parenthesis are driving resistancesin blows per foot determined with a with a 30'' drop
Where underlined with a solid line denotes laboratory permeability in centi-meters per second of undisturbed sample
Where underlined with a dashed line denotes laboratory permeability in centi-meters per second of sample remoulded to the estimated
** Results of these tests are available for inspection in the U.S. Army Engineer District
TYPICAL NOTES:
While the borings are representative of subsurface conditions at their respective locations and for their respec-on the dates shown. Absence of water surface data on certain borings indicates that no ground-water data are
HIGHLY ORGANIC SOILS
LIGHT GRAY
DARK GRAY
BROWNISH-GRAY
GREENISH-GRAY
GRAYISH-GREEN
GRAYISH-BROWN
GRAY
P I.
P
L A
S T
IC
IT
Y I
N D
E X
Concretions if encountered, such variations will not be considered as differing materially within the purview of the contract standard split spoon sampler (1 3/8 '' I.D., 2'' O.D.) and a 140 lb. driving hammer locations or within the vertical reaches of such borings.
Consistency of cohesive soils shown on the boring logs is based on driller's log and visual examination and
1.
2.
3.
4.
Denotes location of consolidated-drained direct shear test
FIGURES TO LEFT OF BORING UNDER COLUMNS '' LL'' AND '' PL''
8/
CLAYS
CLAYS
Denotes location of consolidated-undrained triaxial compression test natural void ratio clause entitled ''Differing Site Conditions''.
Ground-water elevations shown on the boring logs represent ground-water surfaces encountered in such borings
Unless otherwise noted:
a. Undisturbed borings, indicated by the letter "U", are taken with a 5'' I.D. Piston Type Sampler.
"U
LI
N E
MH OH
ML OL
C L O
L
OR
OR
O R
O R
The D size of a soil is the grain diameter in millimeters of which 10% of the tive vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and, available from the boring but does not necessarily mean that ground-water will not be encountered at the
WITH FINES
WITH FINES
Office, if these symbols appear beside the boring logs on the drawings.
is approximate, except within those vertical reaches of the borings where shear strengths from unconfined compression tests are shown.
brGr gyBr gnGr gyGn
BlGn
Tr
CL-ML
83/"
b. General type borings are taken with a 1 I.D. Tube Sampler and/or a 1 I.D. Split Spoon Sampler.
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
MH OH
ML OL
C L O
L
OR
OR
O R
O R
CL-ML
in accordance with ASTM D 2487
For classification of fine-grained soils
S O
IL
B
O R
IN
G L
E G
E N
D
H
B -0
.d
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
P L
A S
T
IC
IT
Y I
N D
E X
PLASTICITY CHART
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
"A " L
IN
E
"U
LI
N E
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 vSo dGr
So vSo
SlS So
M
So
SlS
SS
M vSo
SS M
CS
Gr
St T&Gr 0.88 vSt,Wd gnGr&T vSt T&Gr 1.36
0.93
0.99
St gnGr&T
CS
So
M
St 0.94
1.05 vSt
M
1.06
SlS vSt 1.04
M,slf
Gr
1.17
SlS vSt gnGr
Gr&T
St
St
Gr
0.94
St lGr vSt gnGr
29°58'3.587" 90°1'33.91" (G)
BOR. 3-I (78-67)
200 FT WEST OF B/L
Date: 2/9/1979
GROUND EL. -22W or D10-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
-150
-160
-170
-180
-190
E L
E V
A T
IO
N
F
E
.A .V .D
CHANNEL STA. 32+00
BOR. 3-I
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET C-101.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
B-601
:1
NOT TO SCALE
H
B -6
.d g n
S O
IL
B
O R
IN
G -I -6
{1 o f
L
IC
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A T
IO
N N
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F
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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
IG
N E
D B
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D E
S C
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D
2 3
C
4 5
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B
M A
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A P
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D A
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B E
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D B
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P L
O T S
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P L
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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
N T
R A
C T N
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D A
T E
A P
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
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E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
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A N
S I
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N
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A R
B O
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A N
A L L
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D .P .L
D A
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O V
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B .R .W
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D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
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
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 vSt
So gnGr
St
SlS vSt 1.19
St
1.45 vSt
Gr
29°58'3.587" 90°1'33.91" (G)
BOR. 3-I (78-67)
200 FT WEST OF B/L
Date: 2/9/1979
GROUND EL. -22W or D10-180
-190
-200
-210
-220
-230
E L
E V
A T
IO
N
E
.V .D
CHANNEL STA. 32+00
BOR. 3-I
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET C-101.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
B-602
:1
NOT TO SCALE
S O
IL
B
O R
IN
G -I -6
{2 O
F
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B -6
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L
IC
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A T
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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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D E
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2 3
C
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C O
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C T N
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D A
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
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N E
W O
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A N
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IS
T R
IC
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A N
S I
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N
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A R
B O
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N C
A N
A L L
O C
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D .P .L
D A
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P L
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T P .E
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B .R .W
W P
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D .J .S
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A N
S P
A R
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H L
A
N
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T H
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S T A
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W E
S T
D O
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IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
TEST DATA
E L
E V
A T I
O N
S
E
G
V
D
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 2.0
P L
A S
T I C I T
Y
I N
D E
X
PLASTICITY CHART
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
NOTES
0 60 140 3.0
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
0.2 0.4 0.6 0.8 1.0 1.2 1.4
TABULAR TEST DATA
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
1.0
BORING WAS TAKEN WITH A 5 INCH DIAMETER
S H
E
R E
N G
T
S F
"A
LI
N E
"U
L
IN
E
"A
LI
N E
"U
L
IN
E
CLASS
SlS vSo,Ox,Wd,rt
CS,rt
SlS vSo,Ox vSo,Ox
SlS
So,Ox vSo,SlS,Ox
So vSo,Ox,Wd vSo,Ox vSo,Ox,cc,rt vSo,Ox,slf
So,Ox vSo,Ox
SlS vSo,Ox,slf,Sl
Gr
No Sample
So,Sl,slfSlS
So,Ox,Sl,slf
0.130 M,CS,slf
F
0.105 M,Tr,C,CS
Gr
Wd,CS gnGr
No Sample
SlS vSt,Ox gnGr
No Sample
SlS St,Ox
Gr
SlS vSo,Ox
CS
vSt,Ox,cc
So,Ox,cc vSt,Ox,cc
So,Ox
SlS vSt,Ox,cc gnGr
SlS M,Ox
S
CS
Gr
No Sample
St,Ox
So,Ox
St,Ox
M,Ox vSo,Ox
SlS
St,Ox
Gr
No Sample
M,SlS,Ox
CS
0.93
SlS
St,Ox
Gr
Sl,slf vSt,Ox,Sl,slf vSt,Ox,cc,slf,SL gnGr
SlS
So,Ox,slf
CS
SlS vSt,Ox
CS
Gr vSt,Ox gnGr vSt,Ox vSt,Ox Gr
St,Ox,slf
St,Ox,slf,Sl gnGr
St,Ox,slf,Sl vSo,slf
SlS
M,slf CS,slf St,SlS,Ox,slf
CS
SlS St
CS
CS,Ox
Gr
21-MAR-1979
GROUND EL. -16W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
-150
-160
-170
-180
C
1 -28.9 C 0.0 0.000 CH
Q
2 -30.3 Q 0.0 0.150 CH
Q
3 -41.9 Q 0.0 0.160 CH
C
4 -46.8 C 0.0 0.000 CH
Q
5 -53.9 Q 0.0 0.120 CL
Q
6 -81.9 Q 0.0 0.470 CH
C
7 -82.8 C 0.0 0.000 CH
R
8 -93.0 R 0.0 0.000 ML
14.4
R
9 -104.9 R 14.4 0.300 CH
C
10 -109.1 C 0.0 0.000 CH
Q
11 -109.5 Q 0.0 0.400 CH
C
12 -125.6 C 0.0 0.000 CL
0.81Q
13 -133.2 Q 0.0 0.810 CH
Q
14 -141.9 Q 0.0 0.680 CH
S
15 -165.0 S 24.2 0.000 SM
STA. LAT 29 58 03.11723
LONG 90 01 35.67393
BOR. 3-IU
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET C-101.
BOR. 3-IU
B-603
NOT TO SCALE
S O
IL
B
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IN
G -I
U -6
{1 O
F
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B -6
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D W
N B
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D B
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D E
S
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N E
D B
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D E
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D
2 3
C
4 5
A
B
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A P
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D A
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
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P S O
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D .J .S
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A
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L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
TEST DATA
E L
E V
A T I
O N
S
E
G
V
D
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 2.0
P L
A S
T I C I T
Y
I N
D E
X
PLASTICITY CHART
0.2
0.4
0.6
0.8
NORMAL STRESS, T.S.F.
SHEAR STRENGTH DATA
ENVELOPE
NO. EL.
TYPE
STRENGTH
C - TSFV
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
NOTES
0 60 140 3.0
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
0.2 0.4 0.6 0.8 1.0 1.2 1.4
TABULAR TEST DATA
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
1.0
BORING WAS TAKEN WITH A 5 INCH DIAMETER
S H
E
R E
N G
T
S F
"A
LI
N E
"U
L
IN
E
"A
LI
N E
"U
L
IN
E
CLASS
SlS vSt,Ox,cc,slf
Gr
Ox
CS,Ox gnGr
No Sample vSt,Ox gnGr vSt,Ox 1.48
1.95 vSt,Ox,slf vSt,Ox 1.72
St,Ox vSt,Ox,slf vSt,Ox,SL,slf 0.87 M vSt,Ox,cc,SL 0.97 vSt,Ox vSt,Ox,SL 1.58 vSt,SL vSt 1.89
SlS vSo,Ox,slf
CS,slf
Gr
M,Ox
SlS vSt,Ox,cc
Gn vSt,Ox SlS vSt 1.15 SlS vSt,Ox gnGr
SlS St,Ox
M,SlS,Ox
St,Ox vSt,Ox,SL 1.43 vSt,Ox
Gr
1.58
H,Ox,SL gnGr
2.10 vSt,Ox vSt,Ox,SL 1.72
H
2.33
H,Ox,SL,slf
H,Ox
H,Ox,SL
Gr
2.29 vSt,SL 1.16
2.13 H,SL,Sl,slf
SlS vSt,slf
SlS vSt,slf M,Ox gnGr
No Sample
CS,slf vSt,SlS,cc vSt,SlS vSt vSt,slf 1.97
H
H,SL
gnGr
2.09
H,SL 2.02
M
Gr
H,SL,slf
SlS
H gnGr 2.14
CS,Wd Gr
No Sample
CS,Wd Gr vSt,SL gnGr 1.20 vSt,SLSlS vSt 1.16
SlS St,slf vSo
CS,cc
CS
Gr
No Sample
Gr
No Sample
Gr
21-MAR-1979
GROUND EL. -16W or D10
-170
-180
-190
-200
-210
-220
-230
-240
-250
-260
-270
-280
-290
-300
-310
-320
-330
-340
Q
16 -210.3 Q 0.0 0.610 CH
1.00
Q
17 -250.8 Q 0.0 1.000 CH
C
18 -251.3 C 0.0 0.000 CH
Q
19 -253.9 Q 0.0 0.700 CH
C
20 -264.8 C 0.0 0.000 CH
1.48
Q
21 -266.2 Q 0.0 1.480 CH
1.5
2.00Q
22 -274.4 Q 0.0 2.000 CH
2.0
C
23 -297.0 C 0.0 0.000 CH
STA. LAT 29 58 03.11723
LONG 90 01 35.67393
BOR. 3-IU
FOR LOCATION OF BORINGS SEE SHEET C-101.
FOR SOIL BORING LEGEND SEE SHEET B-001.
BOR. 3-IU
B-604
:1
NOT TO SCALE
S O
IL
B
O R
IN
G -I
U -6
{2 O
F
H
B -6
.d
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
TEST DATA
E L
E V
A T I
O N
S
E
G
V
D
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 2.0
P L
A S
T I C I T
Y
I N
D E
X
PLASTICITY CHART
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
NOTES
0 60 140 3.0
20 40 60 80 100 120 140
LIQUID LIMIT (PERCENT)
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
"A
LI
N E
"U
L
IN
E
"A
LI
N E
"U
L
IN
E
No Sample
St,SlS,Wd
SlS M,cc
SlS M,cc,Ox gnGr
No Sample gnGr
No Sample
SlS vSt
Gr
21-MAR-1979
GROUND EL. -16W or D10
-330
-340
-350
-360
-370
STA. LAT 29 58 03.11723
LONG 90 01 35.67393
BOR. 3-IU
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET C-101.
BOR. 3-IU
B-605
NOT TO SCALE
S O
IL
B
O R
IN
G -I
U -6
{3 O
F
H
B -6
.d
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
2 3 4 51 6
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
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 vSo Gr vSo
M
Gr&T
SlS vSo
SS So
SlS So
SS
SlS M
So
MSlS
M,SS
SS So
CS
SS
So,slf
So
SS So,slf
Gr
St 0.93
St
T&Gr
St Gr&T
CS
CS
M
St
M
M
SlS
So
SS
M
St
SlS
SS
SlS
M
S,G
CS,slf
Gr
1.00
St
Gr&T
SlS
M
CS
Gr
SlS M Gr&T
29°57'49.259" 90°1'40.469" (G)
BOR. 1-I (78-67)
350 FT. WEST OF B/L
Date: 1/17/1979
GROUND EL. -4W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
-150
-160
-170
E L
E V
A T
IO
N
E
.V .D
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
FOR SOIL BORING LEGEND SEE SHEET B-001.
FOR LOCATION OF BORINGS SEE SHEET C-101.
NOTES
w
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
BOR. 1-I
CHANNEL STA 19+00
B-606
:1
NOT TO SCALE
H
B -6
.d g n
S O
IL
B
O R
IN
G -I -6
{1 o f
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
M M /D
D /Y
Y Y
Y
W P
-X
H -4 -4
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
B .R .W
D .J .S
D .P .L
D A
V
ID
P L
O V
E T
T P .E
:1
J U
L Y
W P -1
-R -0
O R
L E
A N
S P
A R
IS
H L
A
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
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
CS
Gr&T
SlS So
Gr
CS Br&Gr
SlS St gnGr&T
CS
SlS
St
Gr
St Gr&T
SlS 1.10
2.35 vSt
Gr
29°57'49.259" 90°1'40.469" (G)
BOR. 1-I (78-67)
350 FT. WEST OF B/L
Date: 1/17/1979
GROUND EL. -4W or D10
-160
-170
-180
-190
-200
-210
E L
E V
A T
IO
N
E
.V .D
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
CHANNEL STA 19+00
BOR. 1-I
B-607
:1
NOT TO SCALE
S O
IL
B
O R
IN
G -I -6
{2 O
F
H
B -6
.d
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
2 3 4 51 6
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
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 vSo,Ox vSo,Ox,cc
So,Ox
So,Ox,Wd,SL
SlS
M,Ox,cc,Wd M,SlS,Ox
SlS M,Ox
Gr
No Sample vSo,Ox,cc vSo,Ox,rt,Sl vSo,Ox,Sl,rt
SlS
So,Ox
CS
SlS So,Ox,cc
So,OxSlS
M,Ox
Gr
No Sample
SlS
M,Ox,SL
Ox,Sl,slf
SlS St,Ox,Sl,slf
CS,slf
Gr
No Sample
So,Ox gnGr
SlS vSt,Ox,rt,Wd Gr
No Sample
CS
Gr
No Sample
CS
SlS St,Ox M,SlS
St,Ox
M vSt,Ox,SL vSt 1.09
SlS
St,Ox
CS
SlS St,Ox
St,Ox vSt,Ox vSt 1.05
So,Ox
0.99 St,Ox
SlS
So,Ox vSo
CS
St,SS,Ox
CS,Sl,slf
Gr
St,SS,Sl,slf,cc gnGr CS,Sl,slf Gr
CS,slf gnGr
No Sample
Gr
No Sample
St,SlS
CS,Sl,slf
SlS St
CS,slf vSt,Wd 1.02
SlS vSo,Sl
Gr
St,SlS Gr&Br
CS
Gr
No Sample
CS Gr&Br
St,cc,slf dGr vSt,cc,slf lGr 1.36SlS M,Ox,SL gnGr
29°57'49.237" 90°1'38.345" (U)
BOR. 1-IU (78-67)
70 FT. EAST C/L LOCK
Date: 3/15/1979
GROUND EL. -10W or D10
-10
-20
-30
-40
-50
-60
-70
-80
-90
-100
-110
-120
-130
-140
-150
-160
-170
-180
E L
E V
A T
IO
N
E
.V .D
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
CHANNEL STA. 20+00-EXIST. LOCK
BOR. 1-IU
B-608
NOT TO SCALE
S O
IL
B
O R
IN
G -I
U -6
{1 O
F
H
B -6
.d
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
E N
U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
2 3 4 51 6
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
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
M,SlS,Ox,SL
CS
vSo,SlS
CS
SS St,cc gnGr
CS Br
No Sample
CS Br
No Sample
CS
Br
SlS vSt,SL
CS,cc
SlS vSt
SlS So
CS
gnGr
No Sample
So St gnGr SlS
St,cc Gr
M,SlS gnGr St Gr
St,Ox gnGr
So,Ox
St,Ox vSo M,Ox
St,Ox
St vSt,Ox,SL 0.94 M,Ox vSt,Ox,SL 1.56
St vSt,SL 1.12 St,cc vSt,cc vSt,cc,SL 1.60
H,SL
2.12
SlS vSt,slf
Gr
CS,Sl,slf
So,SlS gnGr
No Sample
SlS vSt,Ox
SlS St,cc vSt,Ox gnGr
St
1.89 vSt,SL
St
1.84 vSt,SL 1.56
St vSt
H,SL 2.06
SlS vSt,Ox,cc,SL
Gr
1.24
No Sample
1.05 vSt,Ox,cc
St,Ox M,Ox
St,Ox,SL SlS
St,Ox
Gr
SS M,slf
CS,slf vSt,Ox,slf gnGr
M,Ox
St,Ox Gr
St,Ox
SlS vSt,Ox gnGr
No Sample vSt,SS,Ox vSt,SlS,Ox gnGr
No Sample
SlS So,Ox Gr&gnGr
No Sample
St,Ox vSt,Ox M,Ox
2.32 H,Ox
SlS vSt,Ox
Gr
29°57'49.237" 90°1'38.345" (U)
BOR. 1-IU (78-67)
70 FT. EAST C/L LOCK
Date: 3/15/1979
GROUND EL. -10W or D10
-170
-180
-190
-200
-210
-220
-230
-240
-250
-260
-270
-280
-290
-300
-310
-320
-330
-340
E L
E V
A T
IO
N
E
.V .D
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
BORING WAS TAKEN WITH A 5 INCH DIAMETER
- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
CHANNEL STA. 20+00-EXIST. LOCK
BOR. 1-IU
B-609
:1
NOT TO SCALE
S O
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®of Engineers
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ID
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NEW ORLEANS DISTRICT
N E
W O
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A N
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A R
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N E
W O
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A N
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T R
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A N
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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
P L
A S
T
IC
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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 vSt,Ox Gr vSt,Ox gnGr SlS vSt,Ox 1.84
CS,Wd
Gr
No Sample
CS,slf Gr
No Sample
Gr
No Sample
So,SS,Sl,Ox,slf Gr
SlS vSt,Ox gnGr
29°57'49.237" 90°1'38.345" (U)
BOR. 1-IU (78-67)
70 FT. EAST C/L LOCK
Date: 3/15/1979
GROUND EL. -10W or D10-330
-340
-350
-360
E L
E V
A T
IO
N
E
.V .D
- (UC) UNCONFINED COMPRESSION TEST
STEEL TUBE PISTON TYPE SAMPLER.
ATTERBERG LIMITS
w wP N L
- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST
- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST
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- (q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (1 POINT)
- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST (3 POINT)
CHANNEL STA. 20+00-EXIST. LOCK
BOR. 1-IU
B-610
NOT TO SCALE
S O
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B
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IN
G -I
U -6
{3 O
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B -6
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US Army Corps
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US Army Corps
NEW ORLEANS DISTRICT
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2008 2009 2010
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 -5 -5
0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
2011 2012 2013
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 -5 -5
0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
2014 2015 2016
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 -5 -5
0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
2017 2018 2019
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 -5 -5
0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
VH601
4' 8'0 2'
SCALE:1/4"=1' NOD GAGE
NAVD 88 (-.11) 2009.55
STATION 76160
IHNC LAKESIDE GIWW
AVAILABLE.
PATTERNS THAT MIGHT BE INFERRED. GAPS IN THE STAGE HYDROGRAPH INDICATE NO READING
UPON VAGARIES OF NATURE AND MAY DIFFER DRASTICALLY AT ANY TIME FROM ANY HISTORICAL
THAT FUTURE WATER STAGES, DESPITE ANY APPARENT HISTORICAL PATTERNS, ARE DEPENDENT
FUTURE WATER STAGES. THE SUCCESSFUL OFFEROR IS EXPECTED TO UNDERSTAND THE FACT
THESE HYDROGRAPHS DEPICT HISTORICAL FACT ONLY, AND NO PREDICTION IS INTENDED AS TO
NOTE:
H
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PATTERNS THAT MIGHT BE INFERRED. GAPS IN THE STAGE HYDROGRAPH INDICATE NO READING
UPON VAGARIES OF NATURE AND MAY DIFFER DRASTICALLY AT ANY TIME FROM ANY HISTORICAL
THAT FUTURE WATER STAGES, DESPITE ANY APPARENT HISTORICAL PATTERNS, ARE DEPENDENT
FUTURE WATER STAGES. THE SUCCESSFUL OFFEROR IS EXPECTED TO UNDERSTAND THE FACT
THESE HYDROGRAPHS DEPICT HISTORICAL FACT ONLY, AND NO PREDICTION IS INTENDED AS TO
NOTE:
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US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
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U .S
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2006 2007 2008
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
45 45
2009 2010 2011
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
45 45
2012 2013 2014
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
45 45
2015 2016 2017
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20
JAN
10 20
FEB
10 20
MAR
10 20
APR
10 20
MAY
10 20
JUN
10 20
JUL
10 20
AUG
10 20
SEP
10 20
OCT
10 20
NOV
10 20
DEC
10 20 0 0
5 5
10 10
15 15
20 20
25 25
30 30
35 35
40 40
45 45
G A
G E R
E A
D
IN
G S I
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VH603
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AVAILABLE.
PATTERNS THAT MIGHT BE INFERRED. GAPS IN THE STAGE HYDROGRAPH INDICATE NO READING
UPON VAGARIES OF NATURE AND MAY DIFFER DRASTICALLY AT ANY TIME FROM ANY HISTORICAL
THAT FUTURE WATER STAGES, DESPITE ANY APPARENT HISTORICAL PATTERNS, ARE DEPENDENT
FUTURE WATER STAGES. THE SUCCESSFUL OFFEROR IS EXPECTED TO UNDERSTAND THE FACT
THESE HYDROGRAPHS DEPICT HISTORICAL FACT ONLY, AND NO PREDICTION IS INTENDED AS TO
NOTE:
C A
R R
O L L T
O N G
A G
E
S T
A G
E H
Y D
R O
G R
A P
H
NOD GAGE
NAVD 88 (-.11) 2009.55
GAGE NO. 01300
CARROLLTON GAGE
C-101
IT
E P
L A
N
H
C -1 d g n
MOORING/STAGING AREA TABULATION
535658.243694611.36 E
535830.333694659.60 F
535630.433694710.54 G
535802.523694758.78 H
NOTES
PLAN
SCALE: 1"=80' 160'0 80'
Q R
TS
IHNC CHANNEL C/L AND B/LIHNC CHANNEL C/L AND B/L
L
A H
W Y
C L
A U
D E A
V E
N U
E
JAPONICA STREET
U R
Q U
H A
R T S
T R
E E
T
N
V
IL
L E
R E S
T R
E E
T
M A
R A
IS
S
T R
E E
T
SISTER STREET
U R
Q U
H A
R T S
T R
E E
T
M A
R A
IS
S
T R
E E
T
N
V
IL
L E
R E S
T R
E E
T
N
R O
B E
R T S
O N S
T R
E E
T
RAILROAD TRACKS
LOCK FACILITY
INNER HARBOR NAVIGATION LOCK
FLOODWALL
TOE OF LEVEE
FLOODWALL
L A H
W Y
C L
A U
D E A
V E
N U
E E F
HG
TRAILER SITE
CONSTRUCTION
PIPE (DO NOT DISTURB)
EXISTING ABOVE GROUND
FACILITY ENTRANCE
ACCESS GATE
A1
.0
.0
.0
.0
N
AND STAGING AREA
CONTRACTOR MOORING
RAILROAD TRACKS
AND STAGING AREA
CONTRACTOR MOORING
AND STAGING AREA
CONTRACTOR MOORING
I
J
L
K
M
O
P
N
TRAILER SITE TABULATION
535437.783694645.55 Q
535533.993694672.53 R
535421.653694703.09 S
535517.86694730.06 T
534130.42 693882.63I
534720.583694103.05J
534077.663694070.84K
534681.823694241.30L
534381.143694298.74M
534656.883694365.56N
534338.383694450.91O
534617.213694507.05P
X YMARK MARK X Y
SEE S-401
STRUCTURE
NEW RECESS
BORING 3-IU
BORING 3-I
BORING 1-IU
BORING 1-I
ACCESS.
6. CONTRACTOR SHALL USE URQUHART STREET FOR SITE
5. CONTRACTOR SHALL NOT INTERFERE WITH NAVIGATION.
CONTRACTOR.
4. THERE IS NO RESTRICTION ON BARGE SIZES UTILIZED BY THE
LOCK.
LOCATED APPROXIMATELY 1.5 MILES NORTHEAST OF THE IHNC
3. SECONDARY BENCHMARK MVN-33 IS NOT SHOWN. IT IS
OF THE EXISTING GUIDEWALL.
MOORING DOLPHINS ON THE EAST BANK OF THE CHANNEL, SOUTH
2. THE CONTRACTOR SHALL NOT USE NOR BLOCK ACCESS TO THE
DISTURBED THROUGHOUT THE DURATION OF THIS CONTRACT.
DOLPHIN END CELLS ARE TO REMAIN IN PLACE AND NOT
1. EXISTING NORTHWEST AND SOUTHEAST GUIDEWALLS AND
REMOVED
DOLPHIN TO BE DEMOLISHED AND
AND SHEET PILE END CELL
EXISTING NORTHEAST GUIDEWALL
REMOVED. SEE R-005
DOLPHIN TO BE DEMOLISHED AND
AND SHEET PILE END CELL
EXISTING SOUTHWEST GUIDEWALL
DO NOT DISTURB.
CELL DOLPHIN APPROX 35' DIAM.
SUBMERGED SHEET PILE END
EXISTING SOUTHWEST
CONSTRUCTION (TYP.)
STRUCTURE UNDER
NEW SUPPORT
H 152 B.M.
M 152 B.M.
SEE S-407
BULLNOSE DOLPHIN
NEW SOUTHWEST
S T
A .9
S T
A .5
X 3694095.546
Y 534187.986
X 3694631.758
Y 535653.198
S-401
BULLNOSE DOLPHIN SEE
NEW NORTHEAST
S O
L
IC
IT
A T
IO
N N
O
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
D E
S C
R
IP
T
IO
N
D
2 3
C
4 5
A
B
M A
R K
A P
P R
D A
T E
F
IL
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U M
B E
R
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 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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
D .P .L
D A
V
ID
P L
O V
E T
T P .E
H -4 -4
B .R .W
W P
-X
:1
D .J .S
O R
L E
A N
S P
A R
IS
H L
A
N
O R
T H
E A
S T A
N D S
O U
T H
W E
S T
D O
L P
H
IN
R
E P
L A
C E
M E
N T S
W P -1
-R -0
J U
L Y
APPROX. 530'-0"
APPROX. 85 L.F. TO BE DEMOLISHED
E X
IS
T
IN
G L
O C
K F
A C
E
S T
A . 3
.8
EXISTING NORTHWEST GUIDEWALL (TO REMAIN)
WITH LOCK MASTER)
NEW DOLPHIN (COORDINATE
REMOVED AND INSTALLED ON
EXISTING WIND SOCK TO BE
TO BE REMOVED.
DOLPHIN APPROX. 35' DIAM.
SHEET PILE END CELL
A1 SCALE: 1" = 20' 40'10'0 20'
N
NORTHEAST DEMOLITION PLAN
AND SUBMIT FOR APPROVAL.
CONTRACTOR SHALL DESIGN SIDEWALK TO USACE STANDARDS
GENERAL LOCATION OF SIDEWALK TO BE REPAIRED SHOWN.
RECESS
CONCRETE
WIRE. DO NOT DISTURB.
WITH 3-STRANDS OF BARBED
EXISTING 6' CHAIN LINK FENCE
SEE R-004 & R-005
MASTER)
(COORDINATE WITH LOCK
INSTALLED ON NEW DOLPHIN
LIGHT TO BE REMOVED AND
EXISTING SOLAR POWERED
SEE R-003
REMOVED. APPROX. 50 L.F.
TIMBER GUIDEWALL TO BE
C-102
D E
M O
L
IT
IO
N P
L A
N
H
C -1
.d g n
N O
R T
H E
A S
T
S O
L
IC
IT
A T
IO
N N
O
F
IL
E N
A M
E
D W
N B
Y
C K
D B
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D E
S
IG
N E
D B
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D E
S C
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IP
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N
D
2 3
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4 5
A
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M A
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A P
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IT
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D B
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P L
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C A
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P L
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A T
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D A
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M A
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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
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
F E
N G
IN
E E
R S
N E
W O
R L E
A N
S D
IS
T R
IC
T
A N
S I
D
M M /D
D /Y
Y Y
Y
W P
-X
H -4 -4
IN
N
E R H
A R
B O
R N
A V
IG
A T
IO
N C
A N
A L L
O C
K
N
O R
T H
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S T A
N D S
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T H
W E
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D O
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M E
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B .R .W
D .J .S
D .P .L
D A
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P L
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:1
J U
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W P -1
-R -0
O R
L E
A N
S P
A R
IS
H
APPROX. 620'-0"
GUIDEWALL DO NOT DISTURB
SHEET PILE END CELL DOLPHIN AND
N
A1
SOUTHWEST DEMOLITION PLAN
SCALE: 1" = 30' 60'0 30'
EXISTING SOUTHEAST GUIDEWALL (DO NOT DISTURB)
SEE R-003
REMOVED. APPROX. 60 L.F.
TIMBER GUIDEWALL TO BE
APPROX. 35' DIAM. DO NOT DISTURB
SUBMERGED SHEET PILE END CELL DOLPHIN
SEE R-005
APPROX. 35' DIAM. TO BE REMOVED.
SHEET PILE END CELL DOLPHIN
L
IM
IT
S O
F D
E M
O L
IT
IO
N
S T
A .9
MASTER)
(COORDINATE WITH LOCK
AND INSTALLED ON NEW DOLPHIN
EXISTING SIGN TO BE REMOVED
C-103
D E
M O
L
IT
IO
N P
L A
N
H
C -1
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N N
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D W
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D B
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D B
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D
2 3
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4 5
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C A
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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
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
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P S O
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D .P .L
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B .R .W
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A
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W P -1
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J U
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-10
-20
-30
-40
-50
-60
E L E
V A
T
IO
N N
A V
D
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -30
36+00
-10
-20
-30
-40
-50
-60
-10
-20
-30
-40
-50
-60
E L E
V A
T
IO
N N
A V
D
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -30
35+00
-10
-20
-30
-40
-50
-60
-10
-20
-30
-40
-50
-60
E L E
V A
T
IO
N N
A V
D
-360 -340 -320 -300 -280 -260 -240 -220 -200 -180 -160 -140 -120 -100 -80 -60 -40 -30
34+46
-10
-20
-30
-40
-50
-60
CHANNEL C/L
CHANNEL C/L
CHANNEL C/L
C-104
C R
O S
S S
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T
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N S
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C -1
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R
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N
C O
N T
R A
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O
D A
T E
A P
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®of Engineers
US Army Corps
ID
Sheet of Engineers
US Army Corps
NEW ORLEANS DISTRICT
N E
W O
R L E
A N
S L
O U
IS
IA
N A
U .S
A R
M Y C
O R
P S O
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NEW END CELL
EXISTING END CELL
-160-180 -140 -100-120
14+01
-200-220 -80 200 220180140 160-40-60 -20 240
-20
-30
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-40
-50
E L E
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N N
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80 1006020 40
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E L E
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140120100 200180160200
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806040-140 -120 -100-200 -180 -160 -20 235220-80 -60 -40
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806040 140120100 -50
-40
-30
E L E
V A
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N N
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D
239220200-60 -40 -20 12010080 180160140-240 -220 -200
17+44
-120 -100 -80-180 -160 -140
-220 -200 -180
15+02
-240 -100 -80 -60-160 -140 -120
-50
-40
-10
-30
-20
-10
E L E
V A
T
IO
N N
A V
D
-50
-40
40200
-30
-20
-10
220200180-40 -20 2361008060 160140120
16+00
-10
-160 -140 -120-220…
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