10-R-0050 Drawings Pkg 1.pdf

PROJECT

LOCATION

M I S S I S S I P P I

A T

C H

A F

A L

A Y

A

R I

V E

R

A R K A N S A S

SHREVEPORT

MONROEO

U A

C H I

T A

R I

V E

R

R I

V E

R

VICKSBURG

NATCHEZ

ALEXANDRIA

R E

D

R I

V E

R

LAKE CHARLES

BATON ROUGE

L O U I S I A N A

T E X A S

LAKE

PONTCHARTRAIN LAKE

BORGNE

G U L F

O F M E X I C O

N E W

O R L E A N S

M I

S S I

S S I

P P I

SCALE OF MILES

40 400 80 120 160 200

V IC IN ITY M A P

CITY

MORGAN

N.T.S.

B A

Y O

U L

A F

O U

R C

H E

OF WORK

LOCATION

GOLDEN MEADOW

Galliano

Cut Off

Mathews

Clotilda

Lockport

Lake Fields

Lake Long

Valentine Ludevine

Catfish Lake

Raceland

Lafourche

Yankee Canal

Larose Oil & Gas Field

Dulac

Montegut

Chauvin

Golden Meadow Oil & Gas Field

Bayou Grisgris

PT. aux Chene

Lake Boudreaux

Bourg

G-02

REFERENCE BENCHMARK

A N

D I

N D

E X O

F D

R A

W

IN

G S

L O

C A

T

IO

N A

N D V

IC

IN

IT

Y M

A P

INDEX OF DRAWINGS

GENERAL NOTES

G-01

G-02

G-03

COVER SHEET

GENERAL

C-01

C-02

C-03

CIVIL

B-01

B-02

GEOTECHNICAL

BORING LEGEND

BORING B-1

C-04

C-05

C-06

C-07

LOCATION AND VICINITY MAP AND INDEX OF DRAWINGS

R-03

R-04

REFERENCE DRAWINGS

EXISTING RIGHT-OF-WAY, LIMITS OF CONSTRUCTION, AND CONSTRUCTION ACCESS PLAN

C-08

EXISTING UTILITIES PLAN AND DISPOSITION TABLESR-05

CONSTRUCTION ACCESS PLAN

LOCATION MAP

N N

EXISTING SITE AND DEMOLITION PLAN

SITE PLAN, BASELINE TABLES, AND SHEET PILE BRACING LOCATION TABLE

SITE PLAN AND PROFILE (1 OF 2)

SITE PLAN AND PROFILE (2 OF 2)

SLOPE PAVEMENT PLANS

TYPICAL SECTIONS AND DETAILS

TYPICAL RAMP DETAILS

TYPICAL LEVEE SECTIONS

C-09

C-15

C-16

C-17

C-18

LEVEE CROSS SECTIONS (6 OF 6)

LEVEE CROSS SECTIONS (1 OF 6)

LEVEE CROSS SECTIONS (2 OF 6)

LEVEE CROSS SECTIONS (3 OF 6)

LEVEE CROSS SECTIONS (4 OF 6)

LEVEE CROSS SECTIONS (5 OF 6)

S-01

STRUCTURAL

S-02

S-03

S-04

S-05

S-06

S-07

S-08

S-09

PARTIAL PLAN AND SECTION - SHEET PILE BRACING

EXISTING PUMP STATION - PLAN AND ELEVATION

TYPE 1 PIPE SUPPORT BENT PLAN AND DETAILS

TYPE 2 PIPE SUPPORT BENT PLAN AND DETAILS

VALVE PLATFORM PLAN AND ELEVATION

VALVE PLATFORM PLAN AND ISOMETRIC

PRECAST CONCRETE BRIDGE - ORIENTATION PLAN AND NOTES

PRECAST CONCRETE BRIDGE - TYPICAL SECTIONS

S-10

S-11

S-12

S-13

S-14

S-15

S-16

PRECAST CONCRETE BRIDGE - SINGLE SPAN ENLARGED PLAN AND DETAILS

PRECAST CONCRETE BRIDGE - PANEL REINFORCEMENT

PRECAST CONCRETE BRIDGE - CAPSILL REINFORCEMENT

PRECAST CONCRETE BRIDGE - PRECAST BARRIER DETAILS

PRECAST CONCRETE BRIDGE - PRECAST INTERMEDIATE BARRIER DETAILS

PRECAST CONCRETE BRIDGE - GUARDRAIL DETAILSS-17

PRESTRESSED PRECAST CONCRETE PILE ELEVATION AND NOTES

ELECTRICAL

E-001

E-101

E-201

E-602

ELECTRICAL PLAN - UPPER DECK

S-18

PRECAST CONCRETE BRIDGE - APPROACH SLAB PLANS

PRECAST CONCRETE BRIDGE - APPROACH SLAB SECTIONS

C-10

E-601

C-11 ENLARGED PLAN AND SECTIONS - REGRADING NEAR EXISTING PUMP STATION AND RAMP

C-14

C-12

C-19

C-20 S-19 PILING DETAILS COMPRESSION PILE TEST

S-20 PILING DETAILS TENSION PILE TEST

PERMANENT SIGNING

CONSTRUCTION SIGNING

C-21

FRAMED SHEET PILE PENETRATION FOR DISCHARGE PIPES

CONTROLS LAYOUT AND DIAGRAMS

FENCING DETAILS

ELECTRICAL LEGEND & SCHEDULES

ELECTRICAL DETAILS

E-202 ELECTRICAL DETAILS

ELECTRICAL ONE-LINE DIAGRAMS

ARMORMAX & ARTICULATED CONCRETE MAT DETAILS

SEE GENERAL NOTES (DWG. G-03) FOR FULL DESCRIPTION OF BENCHMARK.

ELEVATION = 0.70’

EPOCH: 2004.65

E = 3,618,583.5691 N = 329,687.5647

LOCATION:

STATION NAME: SANDAS 2 RM 5 (AU2030)

VERTICAL CONTROL NEAR THE PROJECT SITE:

THE FOLLOWING BENCHMARK WAS USED TO ESTABLISH HORIZONTAL AND

EXISTING DISCHARGE PIPES ELEVATION AND SECTION

C-13 TYPICAL TIMBER MATSECTIONS AND DETAILS

S O

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D B

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D E

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4 5

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B

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IDENTIFICATION

SHEET

D A

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A P

P R fiof Engineers

US Army Corps

A N

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D of Engineers

US Army Corps

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New Orleans District

U .S

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P S O

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S .M .L

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A .D .S

A .F .G

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G-03

ABBREVIATIONS

GENERAL LEGEND

LIMITS OF CONSTRUCTION

P.I. POINT

DRAINAGE MANHOLE

FIRE HYDRANT SHEETPILE

MIN

TYP

EXISTING

INSIDE FACE

MINIMUM

MISCELLANEOUS

ON CENTER

STAINLESS STEEL

TOP AND BOTTOM

TYPICAL

UNLESS NOTED OTHERWISE

APPROXIMATE

ALTERNATE WITH

ALUMINUM

BITUMINOUS

BOTTOM

DIAMETER

EACH FACE

CMP CORRUGATED METAL PIPE

EXPANSION JOINT

ELEVATION

EACH WAY

SPECIFICATIONS

MIRR MIRRORED

* UNLESS OTHERWISE NOTED ON EACH SHEET

APPROX

ALT W/

ALUM

BITUM

CLR CLEAR

CJ

EJ

IF

MISC

T&B

LONGLG

W

D

WATER MANHOLE

WATER VALVE

UTILITY POLE

W

CATCHBASINCB

GUY ANCHOR

EXIST. SANITARY SEWER

EXIST. OVERHEAD P0WERLINE

EXIST. WATER MAIN

EXIST. GAS MAIN

EXIST. RAILROAD TRACKS

W/ WITH

BORING LOCATION AND NUMBER

E.W.

EXIST.

E.F.

EXIST. STORM DRAIN LINE

STEEL NOTES:

GENERAL NOTES: CONCRETE NOTES:

1.1.

1.

2.

3.

4.

5.

6.

2.

3.

4.

5.

6.

7.

8.

9.

2.

3.

4.

10.

0.70

RIGHT OF WAY LINE

BASELINE

LEVEE TOE

SILT FENCE

B-1

7.

EXIST. PIPE FENCE

EXIST. CHAIN LINK FENCE

MINIMUM EMBEDMENT MINIMUM LAP LENGTH

REINFORCEMENT EMBEDMENT AND SPLICE TABLES

BAR SIZE

28 21

MINIMUM EMBEDMENT MINIMUM LAP LENGTH

BASIC TABLE

TOP

OTHER

OTHER

TOP

TOP

OTHER

ALTERNATE TABLE

OTHER

TOP

21 16

LENGTH, INCHES INCHES LENGTH, INCHES INCHES

-0.48

ELEV. (ft.)

C/L CENTER LINE

B/L BASELINE

CONTRACTION JOINT

EL. or ELEV.

P.I. POINT OF INTERSECTION

GALVANIZEDGALV

F.B. FLAT BAR

T.O.C. TOP OF CONCRETE

T.O.S. TOP OF STEEL

I.D.

STA. STATION

W.T. WALL THICKNESS

USACE

CORPS OF ENGINEERS

UNITED STATES ARMY

MADE FOR MACHINING.

FINAL DIMENSIONS; ALLOWANCES MUST BE

DIMENSIONS SHOWN OR CALLED FOR ARE THE

STRUCTURAL WELDING CODE.

AMERICAN WELDING SOCIETY (SEE SPECS.)

APPLICABLE, SHALL CONFORM TO THE

WORKMANSHIP AND TECHNIQUE, WHERE

ALL WELDING SHALL BE ELECTRIC WELDING.

OF THE CONTACT, UNLESS OTHERWISE NOTED.

1/8 ’’ FILLET WELD ALONG ALL EDGES

WATERTIGHT BY RUNNING A CONTINUOUS

ALL SUCH CONTACTS SHALL BE SEALED

BETWEEN STEEL SURFACES IN CONTACT,

TO PREVENT CORROSION BY MOISTURE

OTHERWISE.

CONFORM TO ASTM A36 UNLESS NOTED

ANGLES, CHANNELS AND PLATES SHALL

GRADE 50, UNLESS OTHERWISE NOTED.

FLANGES AND TEES) SHALL BE ASTM A992,

ALL STRUCTURAL STEEL SHAPES (WIDE

IN THE MEMBER BELOW THE BAR.

HORIZONTAL PLANE WHICH ARE PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST

TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH RESPECT TO A

C) EDGE DISTANCE TO THE FIRST BAR IN A LAYER IS AT LEAST 2.5 BAR DIAMETERS.

B) CONCRETE COVER IS AT LEAST 2 BAR DIAMETERS, AND

A) CENTER TO CENTER BAR SPACING LATERALLY IS AT LEAST 6 BAR DIAMETERS

THE ALTERNATE TABLE MAY BE USED IF ALL OF THE FOLLOWING CONDITIONS ARE MET:

C) EDGE DISTANCE TO THE FIRST BAR IN A LAYER IS AT LEAST 2 BAR DIAMETERS.

B) CONCRETE COVER IS AT LEAST 2 BAR DIAMETERS, AND

A) CENTER TO CENTER BAR SPACING LATERALLY IS AT LEAST 4 BAR DIAMETERS

USE THE BASIC TABLE IF ALL OF THE FOLLOWING CONDITIONS ARE MET:

REINFORCEMENT NOTES:

ACCESS ROAD BASELINE

LEVEE RAMP ANDL.R.A.R.B.

EXP. EXPANSION

S.S.

PRIMARY

2 RM 5

SANDAS

MARK

BENCHMARKS:

DESCRIPTION

LGM GMPS TBM 02

Q 359 3.02

BOT or BOTT.

ASTM

TESTING AND MATERIALS

AMERICAN SOCIETY FOR

AZ. AZIMUTH

BLVD BOULEVARD

CONCRETE

CONT.

CONC.

CONTINUOUS

C.R.S. CORROSION RESISTANT STEEL

DIA. or Ø

EA. EACH

DWG. or DWGS. DRAWING OR DRAWINGS

EMB. EMBEDMENT

C.T.C. CENTER TO CENTER

GRTG. GRATING

GR GRADE

HORIZONTAL(H) or HORIZ.

HT HEIGHT

H.S. HIGH STRENGTH

INSIDE DIMETER

INV.

LA LOUISIANA

LADOTD

DEVELOPMENT

TRANSPORATION AND

LOUISIANA DEPARTMENT OF

LT. LEFT

L LONG or LENGTH

MAX MAXIMUM

JT. JOINT

NO NUMBER

N.A.V.D. NORTH AMERICAN VERTICAL DATUM

N.T.S. NOT TO SCALE

N.A.D. NORTH AMERICAN DATUM

N.E. NORTHING EASTING

OUTSIDE FACE

O.D. OUTSIDE DIAMETER

O.T.O. OUT TO OUT

P.B. PROJECT BASELINE

POUNDS PER SQUARE INCHP.S.I.

PVC POLYVINYL CHLORIDE

PL PLATE

REINF. REINFORCEMENT

RECT. RECTANGULAR

R.H. RIGHT HAND

R/W RIGHT OF WAY

RT. RIGHT

SPECS.

SCH. SCHEDULE

STIFF. STIFFENER

SPCS. OR SPS. SPACES

STD. STANDARD

SQ. SQUARE

REQ’D. REQUIRED

T TOP

T.O.G. TOP OF GRATING

THR’D. THREADED

U.N.O.

INT. INTERIOR

US UNITED STATES

(V) or VERT. VERTICAL

PLUS or MINUS

I.R. INSIDE RADIUS

INVERT

" steel rod. 8 5Aluminum Cap placed on an encased 10’ x

Monument is located approx. 8’ NW of the NW corner of the bridge. The monument is a USACOE Type G

Turn left crossing both southbound lanes arriving at a locked gate. Walk SW across 50’ wooden bridge.

Head NW 1.63 miles on Highway 3235 to the median at the intersection of Louviere Lane and Highway 3235.

To reach the station from the junction of State LA HWY 1 and Highway 3235 in Golden Meadow, LA.

"SANDAS 2 NO 5 1981".

Cut Off, LA. The monument is a USACOE disk in good condition in the top of concrete. Monument is stamped

Station is 2.7 miles Southwest of Galinano, LA, 0.97 miles north of Golden Meadow and 9.5 miles southeast of highway, 0.66 feet west of witness post, and the monument is recessed 0.16 feet below the ground surface.

driveway, 5.25 feet west-southwest of a fence corner, 1.64 feet south of a fence, 0.98 feet below the level of the

Golden Meadow, LA, 43.96 feet east of the centerline of the highway, 16.40 feet north of the center of the gravel

The monument is located 1.1 miles nothwesterly along state highway 308 from the juncion of state HWY 1 in headwall culvert.

is 25 feet west of the centerline of Highway 1 and 0.6 foot southeast of the northwest end of the southwest for 4 miles to station on left, in the top of the northeast end of the southwest headwall of a concrete culvert. Station from the bridge interesting Highway 308 and Highway 1 in Golden Meadow, LA, proceed southeast on Highway 1

The monument is located approximately 4 miles southeast of Golden Meadow, Louisiana. To reach the station

3235 (SOUTH ALEX PLAISANCE BLVD.)

VEHICULAR TRAFFIC ON LA HIGHWAY

CONTRACTOR SHALL MAINTAIN

OF SCALE.

WHERE DRAWING IS OBVIOUSLY OUT

SCALED. N.T.S. IS SHOWN ONLY

SCALE, BUT SHOULD NOT BE

DRAWINGS ARE GENERALLY TO

SHOWN TO SCALE.

MARKED THUS (N.T.S.) ARE NOT

DIMENSIONS AND/OR ELEVATIONS

FIELD.

VERIFY ACTUAL DIMENSIONS IN THE

APPROXIMATE. CONTRACTOR SHALL

MARKED THUS (–) ARE

DIMENSIONS AND/OR ELEVATIONS

SYSTEM.

STATE PLANE COORDINATE

ALL X-Y COORDINATES ARE LA

SYSTEM, SOUTH ZONE, IN U.S. FEET.

LA STATE PLANE COORDINATE

HORIZONTAL CONTROL IS NAD 83,

(2004.65).

VERTICAL DATUM (N.A.V.D. 88)

REFER TO NORTH AMERICAN

ELEVATIONS ARE IN FEET AND

CLOCKWISE FROM THE SOUTH.

AZIMUTHS SHOWN ARE MEASURED

NOTED.

CLASS ’’D’’ FINISH, UNLESS OTHERWISE

COVERED BY BACKFILL SHALL BE

CLASS ’’A’’ FINISH AND SURFACES

COVERED BY BACKFILL SHALL BE

ALL EXTERIOR FORMED SURFACES NOT

THE CONTRACTOR’S EXPENSE.

THE CONTRACTING OFFICER, WILL BE AT

ADDITIONAL SPLICES REQUIRED BY

DRAWINGS AND OTHER THAN ANY

OTHER THAN THOSE SHOWN ON THE

BY THE CONTRACTING OFFICER. SPLICES

CONSTRUCTIBILITY, SUBJECT TO APPROVAL

DRAWINGS, WHERE ESSENTIAL TO

ADDITION TO THOSE INDICATED IN THE

ALLOWED TO MAKE SPLICES IN

LAPPED. THE CONTRACTOR WILL BE

BASED ON THE SMALLER BAR BEING

INDICATED. SPLICE LENGTHS SHALL BE

WHERE LENGTHS ARE NOT OTHERWISE

SPLICES AND EMBEDMENT LENGTHS

SHALL BE USED IN DETERMINING LAP

THE EMBEDMENT AND SPLICE TABLE

BY THE CONTRACTING OFFICER.

BE BENT OR SHIFTED AS DIRECTED

ITEMS AND OTHER OBSTRUCTIONS, SHALL

AVOID OPENINGS, PIPES, EMBEDDED

REINFORCEMENT, WHERE NECESSARY TO

UNLESS OTHERWISE NOTED.

CONTINUOUS AT ALL CORNERS

REINFORCING BARS SHALL BE

INSTITUTE.

THE CONCRETE REINFORCING STEEL

CONFORM TO THE NUMBERING SYSTEM OF

REINFORCING BAR DESIGNATION NUMBERS

MANUAL - 2004.

CONCRETE INSTITUTE DETAILING

IN ACCORDANCE WITH SP-66, AMERICAN

BAR SPACERS AND SUPPORTS SHALL BE

ALL BENDS OF REINFORCEMENT AND ALL

INCLUDING WELDED WIRE FABRIC.

AND SMALLER DIAMETER BARS

THROUGH NO. 18 BARS AND 11#2" FOR NO. 5

(EXCLUDING SOIL EXPOSURE) FOR NO. 6

FOR CONCRETE EXPOSED TO WEATHER

A MINIMUM COVER OF 2" SHALL BE USED

DIAMETER OF THE BAR.

REDUCED FROM THE ABOVE BY THE

SECONDARY REINFORCMENT MAY BE

OTHERWISE NOTED. THE COVER FOR

A MINIMUM COVER OF 3" UNLESS

EXPOSED TO SOIL SHALL HAVE

AGAINGST SOIL AND PERMANENTLY

ALL PRIMARY REINFORCEMENT CAST

60,000 PSI.

MINIMUM YEILD STRENGTH (Fy) OF

REINFORCING STEEL SHALL HAVE A

EXPANSION JOINTS.

EDGES, EXTERNAL CORNERS, AND VERTICAL

CHAMFER AT ALL EXPOSED JOINTS,

UNLESS OTHERWISE NOTED, PROVIDE 3/4"

IS USED), UNLESS OTHERWISE NOTED.

(90 DAYS IF POZZOLAN OR SLAG

STRENGTH (F’c) OF 4000 PSI AT 28 DAYS

CONCRETE SHALL HAVE A COMPRESSIVE

N.S. NEAR SIDE

F.S. FAR SIDE

O.F.

O.C.

1.

2.

3.

S O

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D of Engineers

US Army Corps

:1

F

IL

E d m

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New Orleans District

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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E N

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A L N

O T

E S .d g n

S .M .L

K .L .L

A .D .S

A .F .G

L A

F O

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N A

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S E T

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T A

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B-01

B O

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IN

G L

E G

E N

D

No Sample RetrievedNS

WITH FINES

WITH FINES

CLAYS

CLAYS

HIGHLY ORGANIC SOILS

s ie v e s iz e is s m a ll e r th a n N o

M o re t h a n h a lf t h e m a te ri a l

F

IN

E G

R A

IN

E D S

O

IL

S

NOTE: Soils possessing characteristics of two groups are designated by combinations of group symbols.

NO SAMPLE

SHELLS

WOOD

SI

Wd

Pt

SHELLS

WOOD

PEAT,and other highly organic soil

ORGANIC CLAYS of medium to high plasticity,organic silts

FAT CLAY,inorganic clay of high plasticity

SILT,fine sandy or silty soil with high plasticity

ORGANIC SILTS,and organic silty clays of low plasticity

..LEAN CLAY,Sandy Clay,Silty Clay,of low to medium plasticity

SILT & very fine sand,silty or clayey fine sand or clayey silt with slight plasticity

CLAYEY SAND,sand-clay mixtures

SILTY SAND,sand-silt mixtures

SAND,Poorly-Graded,gravelly sands

SAND,Well-Graded,gravelly sands

CLAYEY GRAVEL,gravel-sand-clay mixtures

SILTY GRAVEL,gravel-sand-silt mixtures

GRAVEL,Poorly Graded,gravel-sand mixtures,little or no fines

GRAVEL,Well Graded,gravel-sand mixtures,little or no fines

OH

CH

MH

OL

CL

ML

50)

50)

(Liquid Limit

(Liquid Limit

SILTS AND

SILTS AND

TYPICAL NAMES

BOL

SYM

SC

SM

SP

SW

GC

GM

GP

GW

SYMBOL

LETTER

Fines)

Amount of

(Appreciable

No Fines)

(Little or

SANDS

SAND

CLEAN

Fines)

Amount of

(Appreciable

No fines)

(Little or

GRAVEL

GRAVEL

CLEAN

TYPE

s ie v e s iz e la rg e r th a n N o c o a rs e f ra c ti o n i s

M o re t h a n h a lf o f s ie v e s iz e s m a ll e r th a n N o c o a rs e f ra c ti o n i s

M o re t h a n h a lf o f

G R

A V

E L S

S A

N D

S th a n N o s ie v e s iz e

M o re t h a n h a lf o f m a te ri a l is l a rg e r

C O

A R

S E G

R A

IN

E D

S

O

IL

S

MAJOR DIVISION

UNIFIED SOIL CLASSIFICATION

Office, if these symbols appear beside the boring logs on the drawings.

The D size of a soil is the grain diameter in millimeters of which 10% of the natural void ratio

Denotes location of consolidated-undrained triaxial compression test

FIGURES TO LEFT OF BORING UNDER COLUMNS ’’ LL’’ AND ’’ PL’’

Denotes location of consolidated-drained direct shear test

Results of these tests are available for inspection in the U.S. Army Engineer District** remoulded to the estimated denotes laboratoryWhere underlined with a dashed line denotes laboratory permeabilityWhere underlined with a solid line with a 30’’ drop in blows per foot determined with aIn parenthesis are driving resistances

Are values of cohesion in lbs./sq.ft. from unconfined compression tests

FIGURES TO RIGHT OF BORING

FW

T

Q

R

S

C

Denotes free water encountered in boring or sample

**the above three types of shear testto consolidation test and each ofDenotes location of sample subjected

**Denotes location of unconsolidated-undrained triaxial compression test

**Denotes location of consolidation test

Ground-water surface and date observed

SYMBOLS TO LEFT OF BORING

Are liquid and plastic limits, respectively

*When underlined denotes D size in mm

Are natural water contents in percent dry weight

NOTES:

FIGURES TO LEFT OF BORING UNDER COLUMN ’’ W OR D ’’

standard split spoon sampler (1 / ’’ I.D., 2’’ O.D.) and a 140 lb. driving hammer soil is finer, and 90% coarser than D .

1.

TYPICAL NOTES:

and/or a 1 I.D. Split Spoon Sampler.

b. General type borings are taken with a 1 I.D. Tube Sampler compression tests are shown.

Unless otherwise noted:

4.

3.

2.

locations or within the vertical reaches of such borings.

Tr

ConcretionsGRAY

DARK GRAY

LIGHT GRAY

H vSt

St

M

So vSo

2000-4000

1000-2000

500-1000

250-500

HARD

VERY STIFF

STIFF

MEDIUM

SOFT

VERY SOFT

SYMBOL

UNCONFINED COMPRESSION TEST

COHESION IN LBS./SQ.FT. FROM

CONSISTENCY

FOR COHESIVE SOILS

CONSISTENCY

slfShell fragments sdsSandstone fragments shShale fragments lgLignite fragments rtRootlets cc

Coarse

Medium

Fine

Traces

C

M

F

SYMBOLMODIFICATION

MODIFICATIONS

Gr dGr

Br

IBr dBrDARK BROWN

LIGHT BROWN

BROWN

IGr

BKBLACK

R

Y

T

RED

YELLOW

TAN

SYMBOLCOLOR

COLOR

DESCRIPTIVE SYMBOLS

For classification of fine-grained soils in accordance with ASTM D 2487

CL-ML

O R

O R

OR

OR

P I.

P

L A

S T

IC

IT

Y I

N D

E X

"A " L

IN

E

PLASTICITY CHART

L.L.-LIQUID LIMIT

100806040200

For classification of fine-grained soils in accordance with ASTM D 2487

CL-ML

BlGn gyGn gnGr gyBr brGr

OR

OR

"U

LI

N E

P I.

P

L A

S T

IC

IT

Y I

N D

E X

GRAYISH-BROWN

GRAYISH-GREEN

GREENISH-GRAY

BROWNISH-GRAY

OxOxidized

WdWood

SLSlickensides

BBoulders

GGravelly

SSandy

SSSand strata or lenses

SISSilt strata or lenses

CSClay strata or lenses

OOrganic matter

MotMOTTLED

WhWHITE

BLUE-GREEN

Bl

Gn

BLUE

GREEN

"A " L

IN

E

PLASTICITY CHART

L.L.-LIQUID LIMIT

100806040200

CL

OL

CH

O

H

ML OL

MH OH

and for their respec

While the borings are representative of subsurface conditions at their respective locations tive vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and,if encountered, such variations will not be considered as differing materially within the purview of the contractclause entitled

’’Differing Site Conditions’’.

encountered in such borings

Ground-water elevations shown on the boring logs represent ground-water surfaces on the dates shown. Absence of water surface data on certain borings indicates that no ground-water data are available from the boring but does not necessarily mean that ground-water will not be encountered at the and visual examination and

Consistency of cohesive soils shown on the boring logs is based on driller’s log is approximate, except within those vertical reaches of the borings where shear strengths from unconfined

a. Undisturbed borings, indicated by the letter "U", are taken with a 5’’ I.D. Piston Type Sampler.

in centimeters per second of undisturbed sample permeability in centimeters per second of sample

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

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

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D of Engineers

US Army Corps

:1

F

IL

E d m

B o r in g e g e n d .d g n

D A

T E

T

IM

E

:3

New Orleans District

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

N E

W O

R L E

A N

S L

O U

IS

IA

N A

M E

T A

IR

IE

L

A

T

H S

T S

U

IT

E

A N

D A

R C

H

IT

E C

T S

C O

N S

U L T

IN

G E

N G

IN

E E

R S

L

IN

F

IE

L D

H U

N T

E R

J

U N

IU

S

/1

/2

/1

/2

H -4 -4

-7 d -m

B -0

B o ri n g L e g e n d .d g n

S .M .L

K .L .L

A .D .S

A .F .G

L A

F O

U R

C H

E P

A R

IS

H L

O U

IS

IA

N A

L A

R O

S E T

O G

O L

D E

N M

E A

D O

W

H U

R R

IC

A N

E R

IS

K R

E D

U C

T

IO

N P

R O J E

C T

P H

A S

E R

E P

A

IR

S A

T G

O L

D E

N M

E A

D O

W P

U M

P

IN

G S

T A

T

B-02

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

20 40 60 80 100 120 1400

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

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

No Sample M,SlS,Tr,O,SL Gr&Br

No Sample

So,O,Tr,Wd M,Tr,rt,S Gr

No Sample

M,SL,Tr,O SlS So,Tr,O Gr

No Sample

So,Wd So,Tr,cc Gr

No Sample

M,SS

So,SS,slf So,S

M,Tr,Wd M,SS,slf So,Tr,slf So,S,Tr,slf

M,Tr,slf M,SlS So,Tr,slf,Tr,SL

So,SLSS

M,Tr,slf M,Tr,slf So,Tr,slf

M,slf

Gr

No Sample

So,Tr,Wd,O

(15)

0.0892 (11)

CS (14)

(9)

So (4)

M (6)SlS

M,SL

Gr

No Sample

M,SL

M

M,SL

M So,slf,SL

M,SL

M,slf

SlS

M,slf,SL

SlS

M,SL

SS So,SL

Gr

No Sample

(18)

(22)

0.0101 (20)

(32)

CS (14)

St

Gr

(11)

BOR. B-1 (07-19994)

STA.

DATE: 08/08/2007

GROUND EL. 2.07W or D10

-10

-20

-30

-40

-50

-60

-70

-80

-90

-100

E L

E V

A T

IO

N

IN

F

E T

.A .V .D

Q

Q

Q

Q

Q

Q

Q

Q

Q

Q

29°23’10.65" 90°16’04.83" (U)

B O

R

IN

G B -1

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

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

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D of Engineers

US Army Corps

:1

F

IL

E d m

B r in g

.d g n

D A

T E

T

IM

E

:3

New Orleans District

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

N E

W O

R L E

A N

S L

O U

IS

IA

N A

M E

T A

IR

IE

L

A

T

H S

T S

U

IT

E

A N

D A

R C

H

IT

E C

T S

C O

N S

U L T

IN

G E

N G

IN

E E

R S

L

IN

F

IE

L D

H U

N T

E R

J

U N

IU

S

/1

/2

/1

/2

H -4 -4

-7 d -m

B -0

B o ri n g B -1 .d g n

S .M .L

K .L .L

A .D .S

A .F .G

L A

F O

U R

C H

E P

A R

IS

H L

O U

IS

IA

N A

L A

R O

S E T

O G

O L

D E

N M

E A

D O

W

H U

R R

IC

A N

E R

IS

K R

E D

U C

T

IO

N P

R O J E

C T

P H

A S

E R

E P

A

IR

S A

T G

O L

D E

N M

E A

D O

W P

U M

P

IN

G S

T A

T

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

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

A N

S I

D of Engineers

US Army Corps

:1

F

IL

E d m

C

E x is t

D e m

P la n .d g n

D A

T E

T

IM

E

:3

New Orleans District

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

N E

W O

R L E

A N

S L

O U

IS

IA

N A

M E

T A

IR

IE

L

A

T

H S

T S

U

IT

E

A N

D A

R C

H

IT

E C

T S

C O

N S

U L T

IN

G E

N G

IN

E E

R S

L

IN

F

IE

L D

H U

N T

E R

J

U N

IU

S

/1

/2

/1

/2

H -4 -4

-7 d -m

C -0

E x is t_

D e m o P la n .d g n

S .M .L

K .L .L

A .D .S

A .F .G

L A

F O

U R

C H

E P

A R

IS

H L

O U

IS

IA

N A

L A

R O

S E T

O G

O L

D E

N M

E A

D O

W

H U

R R

IC

A N

E R

IS

K R

E D

U C

T

IO

N P

R O J E

C T

P H

A S

E R

E P

A

IR

S A

T G

O L

D E

N M

E A

D O

W P

U M

P

IN

G S

T A

T

IO

N

NOTE 7

FLOOD SIDE

PROTECTED SIDE

STATION

PUMP

EXIST.

S T

A .1

C /L E

X

IS

T

G A

T E

N

PROJECT BASELINE

SCALE: 1"=50’-0"

EXISTING SITE AND DEMOLITION PLAN

100’0 50’

SCALE:1"=50’

STA.

+20 .65

C/L

EXIS

T.

GATE

EXIST. R/W (TYP.)

B-1

N O

T E

B O

A T L

A U

N C

H A

C C

E S

S R

O A

D

GROUTED RIP-RAP

LIMITS OF EXIST.

6N O

T E

S E

E

4+00

5+0

6+0

7+0

8+0

+0

+0

+3

+0

EXIST. BRIDGE (DO NOT USE)

EXIST. SHED (DO NOT DISTURB)

C/L EXIST. BRIDGE

EXIST. BRIDGE (DO NOT USE)

EXIST. FUEL TANK AREA

EXIST. 30" STEEL DISCHARGE PIPE

LIMITS OF CONSTRUCTION

EXIST. 48" STEEL DISCHARGE PIPES

PERSON JIMMY BADEAUX 985-791-1536)

WITH THE SOUTH LAFOURCHE LEVEE DISTRICT (CONTACT

LOCATION AND TIMING OF RELOCATION TO BE COORDINATED

RELOCATED BY OWNER PRIOR TO CONSTRUCTION. NEW

PORTABLE BUILDING (BOAT LAUNCH PAY STATION) TO BE

S E

E N

O T E

NOTE 4

NOTE 2

SEE

NOTE 3

SEE SEE NOTES 2 & 8

S E E N

O T E

EXIST. CHAIN LINK FENCE TO BE

SCALE: 1"=10’-0"

DEMOLITION

SHEET PILE I-WALL

SCALE: 1"=10’-0"

DEMOLITION

CONCRETE I-WALL

EXIST. STEEL SHEET PILE

.0

2.0’

0.5’

.0

.4

2.0’

DISCHARGE PIPES - DEMOLITION

CONCRETE I-WALL NEAR

EXIST. GRADE EXIST. GRADE EXIST. GRADE

.5

4.0’

2.0’ 2.0’

8.0’

OR REQ’D. DEGRADE

1’-0" BELOW EXIST. GRADE

CUT/BURN EXIST. SHEET PILE

REMOVE CONC. CAP

REQ’D. DEGRADE

BELOW EXIST. GRADE OR

CUT/BURN EXIST. SHEET PILE

OR REQ’D. DEGRADE

1’-0" BELOW EXIST. GRADE

CUT/BURN EXIST. SHEET PILE

REMOVE CONC. CAP

(SEE DETAIL THIS SHEET)

W/ STEEL SWING GATE

CONRETE GATE MONOLITH

SIDE

PROTECTED

SIDE

FLOOD

SIDE

FLOOD

SIDE

PROTECTED

SIDE

FLOOD

SIDE

PROTECTED

SIDE

FLOOD

SIDE

PROTECTED

OR REQ’D. DEGRADE

EXIST. GRADE

PILE 1’-0" BELOW

CUT 14" SQ. CONC.

(1’-8"x2’-9"x19’-6) &

REMOVE CONC. CAP

EXIST. PILE BENT.

EXIST. DISCHARGE PIPE

REMOVE & REPLACE

22.2’

.7

W14x38

W14x48

HINGE

" SKIN PL2

EXIST. GRADE

APPROX. WEIGHT = 6000 LBS.

" STIFF. PL. (TYP.)2

DEMOLITION (2 LOCATIONS)

CONCRETE GATE MONOLITH

SCALE: 1"=10’-0"

REMOVAL (2 LOCATIONS)

EXIST. STEEL SWING GATE

CAP OR REQ’D DEGRADE

PILES TO 1’-0" BELOW PILE

GATE MONOLITH). CUT

CONCRETE PILES (12 PER

12"x12" PRESTRESSED

E X

IS

T

IN

G S

IT

E

A N

D

D E

M O

L

IT

IO

N P

L A

N

C-01

- DEMOLITION AREA

12.

REQUIREMENTS.

REFER TO SPECIFICATIONS SECTION 01100 PARAGRAPH 25 FOR SPECIAL WORK11.

10.

PROTECTION. DISPOSE OF AT THE DIRECTION OF THE CONTRACTING OFFICER.

CONFLICT WITH CONSTRUCTION OF H-PILE BRACING AND CONCRETE SCOUR

REMOVE EXISTING ARTICULATED CONCRETE MAT WHERE IT IS IN DIRECT9.

CONCRETE SCOUR PROTECTION. SEE SHEET C-12.

GEOSYNTHETIC MATERIAL TO UNDERLAY NEWALLOW FOR EXISTING

DIRECT CONFLICT WITH H-PILE BRACING AND CONCRETE SCOUR PROTECTION.

REMOVE EXISTING GEOSYNTHETIC MATERIAL IN THIS AREA WHERE IT IS IN8.

REMOVE EXISTING STEEL PIPE FENCE.7.

& SECTION 01100 OF THE SPECIFICATIONS.

ADJACENT TO FLOODWALL) TO BE REMOVED AND REPLACED (SEE SHEET C-09

6.

SPECIFICATIONS. REMOVE GROUTED RIP-RAP ON PROTECTED SIDE OF WALL.

MINIMUM EXTENT REQ’D. TO FACILITATE NEW CONSTRUCTION. SEE

CONCRETE I-WALL TO BE REMOVED. SHEET PILE TO BE EXTRACTED TO THE5.

PROTECTED SIDE OF WALL.

CUT/BURNED TO 1’-0" BELOW GRADE. REMOVE GROUTED RIP-RAP ON

CONCRETE I-WALL AT DISCHARGE PIPES TO BE REMOVED. SHEET PILE TO BE 4.

BELOW PILE CAP.

EXISTING GATE MONOLITH ARE TO REMAIN. REMOVE TOP OF PILE TO 1’-0"

CONCRETE GATE MONOLITH TO BE REMOVED. CONCRETE PILES UNDER3.

BELOW GRADE. REMOVE GROUTED RIP-RAP ON PROTECTED SIDE OF WALL.

CONCRETE I-WALL TO BE REMOVED. SHEET PILE TO BE CUT/BURNED TO 1’-0"2.

RIP-RAP ON PROTECTED AND FLOOD SIDE OF WALL.

SHEET PILE TO BE CUT/BURNED TO 1’-0" BELOW GRADE. REMOVE GROUTED1.

NOTES:

EXISTING STEEL GATES.

- STAGING AREAS FOR GROUTED RIP RAP AND