Comite River Diversion Structure plans 44-102.pdf

PDF 32 MB Posted Jun 10, 2025

Attached to: Flood Control, Amite River and Tributaries, Louisiana, Comite River Basin, Comite River Diversion Project
Solicitation number: W912P825B0037
Issued by: Department of the Army Corps of Engineers Engineering District New Orleans

About this file

Written by GovTribe AI · Jun 10, 2025

This file contains technical engineering drawings and specifications for the Comite River Diversion Project, a flood control infrastructure initiative in East Baton Rouge Parish, Louisiana. The project involves excavating a new diversion channel approximately 26.5 kilometers long, reshaping the existing Comite River, constructing a reinforced concrete diversion structure, and installing riprap and bedding materials. The project scope includes multiple complex engineering elements such as driving steel H-piles, semi-compacted fill placement, drainage ditch excavation, concrete pipe headwall construction, site grading, access road development, and associated infrastructure work.

The project is being executed by the U.S. Army Corps of Engineers New Orleans District, with a solicitation number W912P825B0037. The construction magnitude is estimated between $25 million and $100 million. Contractors must register on the System of Award Management (SAM) website to download solicitation documents, and the contract specialist is Quinton Hamm. The technical drawings detail precise engineering specifications, including channel cross-sections, pile layouts, concrete structure details, and extensive geological survey information with soil boring logs that provide comprehensive site characterization for the infrastructure development.

View the file

Other files

File	Type	Posted
COMITE RIVER DIVERSION PROJECT BID Abstract.pdf	PDF	Sep 9, 2025
Amendment 0007.pdf	PDF	Sep 4, 2025
Am0006_Comite River Diversion Structure_Revised and New-Drawings.pdf.pdf	PDF	Aug 27, 2025
Amendment 0006.pdf	PDF	Aug 27, 2025
Amendment 0005.pdf	PDF	Jul 16, 2025
Amendment 0004.pdf	PDF	Jun 30, 2025
Amendment 0003 .pdf	PDF	Jun 26, 2025
Admendment 0002.pdf	PDF	Jun 18, 2025
Amendment 0001.pdf	PDF	Jun 16, 2025
A21-W912P825B0037.pdf	PDF	Jun 10, 2025
Comite River Diversion Structure plans 1-43.pdf	PDF	Jun 10, 2025

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COMITE DIVERSION PROJECT ROW

G-002

P R

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LOCATION MAP

SCALE: 1" = 400'

BENCHMARKS

SCALE: NO SCALE

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®of Engineers

US Army Corps

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EBR015B

Elev 75.26

E 3303832.53

N 762886.29

Default

09109C1

SECONDARY

(PBM/PPCP)-

19-022C-1

09109C1

SECONDARY

(PBM/PCP)-

19-036C-4

(BBDZ68)

15-124C-1

(BBDY83)

11087C

PRIMARY

(PBM/PCP)-

GUILLORY

LILLY

11087C PBM211087C

17 H 013

L A H

W Y

L A H

W Y

L A H

W Y

U S H

W Y

E R

P I

C-101

A R K A N S A S

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

G U L F O F

M E X I C O

LAKE CHARLES

ALEXANDRIA

SHREVEPORT

MONROE

VICKSBURG

NATCHEZ

BATON ROUGE

MORGAN CITY

ORLEANS

NEW

PONTCHARTRAIN

LAKE

BORGNE

LAKE

A T

C H

A F A

L A

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R E D

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P I

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VICINITY MAP

SCALE OF MILES

40 0 40 80 120 160 200

AREA

PROJECT

ZACHARY, LA

BATON ROUGE, LA

PROJECT LOCATION

APPROXIMATE

400'0 200'

NORTH

PLAN

COMITE DIVERSION STRUCTURE BENCHMARK DATA

NORTHING EASTING

(BBDZ68

15-124C-1

79.597 772285.647 3335038.827

ENCASED BY A PVC PIPE SET IN CONCRETE WITH A LID STAMPED 15-124C-1 2016.

NORTH BOUND LANE. MARK IS A STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 44 FT.

HWY 19 SOUTH BOUND LANE, 21.0 FT. @ 278 DEGREES WEST FROM EDGE OF HWY 19

SOUTH FROM TURN INTO SPUR LANE, 10.5 FT. @ 78DEGREES EAST FROM EDGE OF

IN MEDIAN OF HWY 19 NORTH & SOUTH BOUND LANES, 112 FT. @178 DEGREES

SOUTH ON HWY 19 FOR 1.7 MILES AND MONUMENT ON LEFT. THE MARK IS LOCATED

TO REACH MARKER FROM INTERSECTION OF HWY 64 AND 19 IN ZACHARY, PROCEED

17 H 013

75.26 762886.29 3303832.53

SOUTHWEST OF A CONCRETE RIGHT-OF-WAY MARKER.

SOUTHWEST OF A METAL WITNESS SIGN ATTACHED TO A FENCE POST AND 5 FT.

THE CENTER OF BARNETT RD., 6.5 FT. SOUTHWEST OF A FENCE CORNER, 6 FT.

MARK IS 197 FT. NORTHEAST OF THE CENTER OF US HWY 61, 32 FT. NORTHWEST OF

ABOUT 36" BELOW THE GROUND SURFACE. THEY ARE STAMPED 17H013 1975. THE

THAT PROJECTS 2" ABOVE THE GROUND SURFACE. THE SUB-SURFACE MARK DISK IS

GEODETIC SURVEY DISK SET IN TOP OF A 12" CYLINDRICAL CONCRETE MONUMENT

THE STATION MARK IS A STANDARD LOUISIANA DEPT. OF HWYS. AND US COAST AND

09109C1

93.41 769309.28 3313093.81

OF A WATER METER AND 38.5 FT. NORTH OF THE CENTERLINE OF IRENE RD.

THE STATION IS 10.8 FT. EAST OF A FIRE HYDRANT, 21.9 FT. EAST NORTHEAST

TO REFUSAL AT 48 FT. ACCESS IS THROUGH A 5" LOGO CAP STAMPED 09109C1.

THE MONUMENT IS A STAINLESS STEEL ROD SET AND DRIVEN IN THE GROUND

VERIFICATIONS PER CONTRACT SPECIFICATIONS.

THE PROJECT. AT LEAST TWO SECONDARY PBMs AND ALL PROJECT TEMPORARY BENCHMARKS ARE TO BE INCLUDED IN BENCHMARK

NOTE: PRIMARY PERMANENT BENCHMARK (PBM) GUILLORY IS THE CONSTRAINING BENCHMARK TO BE USED FOR CONSTRUCTION OF

PRIMARY

(PBM)

GUILLORY

80.81 774708.62 3350791.84

WITH THE GROUND SURFACE AND STAMPED GUILLORY 2019.

OF A POWER POLE, AND 2.4 FEET SOUTH OF THE SOUTH GATE POST. SET FLUSH

SOUTH SIDE OF A DRIVEWAY WHICH LEADS TO A GRASS FIELD, 34.0 FEET SOUTH

71.0 FEET EAST OF THE CENTERLINE OF HIGHWAY 67 (PLANK ROAD), SET ON THE

FLANGE ON A 6" PVC PIPE WITH AN ACCESS COVER SET IN CONCRETE. LOCATED

STEEL ROD DRIVEN TO REFUSAL (A DEPTH OF 40 FT.) AND SET IN AN ALUMINUM

THE STATION IS A CORPS OF ENGINEERS, NEW ORLEANS DISTRICT STAINLESS

SIDE OF THE ROAD AT THE SOUTHEAST CORNER OF A FENCE AT A GATE POST.

PROCEED SOUTH ON HIGHWAY 67 FOR 1.35 MILES TO THE STATION ON THE

FROM THE INTERSECTION OF HIGHWAY 64 AND HIGHWAY 67 IN ZACHARY, LA.

10.11 MILES WEST/NORTHWEST OF WATSON, LA. TO REACH THE STATION

SOUTHEAST OF ZACHARY, LA., 4.44 MILES NORTHEAST OF BAKER, LA., AND

THE STATION IS LOCATED IN EAST BATON ROUGE PARISH, 3.00 MILES EAST/

SECONDARY

(PBM)

19-022C-1

79.26 775450.16 3341481.93

93 DEG, AND 31.8 FT TO THE CENTERLINE OF MCHUGH RD AT 290 DEG.

19-022-C-1 2019. MARK IS 29.2 FT TO A POWER POLE AT 12 DEG 23 FT TO IR-1 AT

AROUND IT AS A SLEEVE AND AN ALUMINUM ACCESS COVER STAMPED

ON THE RIGHT. MARK IS A DEEP ROD DRIVEN TO 32 FEET WITH A 6" PVC CASE

BAKER, LA., GO NORTH ON MCHUGH RD FOR 2.89 MILES (4.65KM) TO THE MARK

FROM THE INTERSECTION OF MCHUGH RD AND GROOM RD IN THE TOWN OF

SECONDARY

(PBM)

19-036C-4

78.525 772760.955 3341407.936

STAMPED 19-C036C-4 2019.

NORHTEAST OF A FENCE LINE. SET FLUSH WITH THE GROUND SURFACE AND

FEET SOUTHWEST OF THE SOUTHWEST EDGE OF A LIMESTONE ROAD, AND 4.0 FEET

OF THE NORTHWEST LINE OF POWER POLES OF A HIGH-POWER/LINE CROSSING, 7.5

FEET SOUTH/SOUTHWEST OF POWER POLE #2E28-8, 27.0 FEET NORTH/NORTHWEST

FLANGE ON A 6" PVC PIPE WITH AN ACCESS COVER SET IN CONCRETE. LOCATED 49

STEEL ROD DRIVEN TO REFUSAL (A DEPTH OF 36 FT.) AND SET IN AN ALUMINUM

ROAD. THE STATION IS A CORPS OF ENGINEERS, NEW ORLEANS DISTRICT STAINLESS

MILES TO A POWER LINE CROSSING AND THE STATION ON THE RIGHT SIDE OF THE

AND MCHUGH ROAD IN ZACHARY. LA. PROCEED SOUTH ON MCHUGH ROAD FOR 1.3

OF GLYNN, LA. TO REACH THE STATION FROM THE INTERSECTION OF HIGHWAY 64

ZACHARY, LA., 3.44 MILES NORTH/NORTHEAST OF BAKER, LA., AND 12.77 MILES EAST

THE STATION IS LOCATED IN EAST BATON ROUGE PARISH, 1.44 MILES SOUTHEAST OF

NAME (2006.81)

NAVD88 NAD 83 (NA2011)

DESCRIPTION

(BBDY83)

11087C

80.31 772712.993 3322911.077

OF A POWER POLE AND 2.1 FT. EAST OF A BARBED WIRE FENCE.

LOCATED 98 FT. WEST OF THE CENTERLINE OF LA HWY 964, 31.8 FT. NORTH

ACCESS COVER AND MOUNTED FLUSH WITH THE GROUND. THE STATION IS

FT., SET IN SAND FILLED PVC PIPE SET IN CONCRETE WITH AN ALUMIUM

STATION IS A STAINLESS STEEL ROD DRIVEN TO REFUSAL AT A DEPTH OF 40

NORTH ON LA HWY 964 FOR 0.3 MILES TO THE MARK ON THE LEFT. THE

INTERSECTION OF LA HWY 964 (OLD SENIC HWY) AND CARNEY RD., TRAVEL

SOUTHEAST OF PORT HUDSON, LA. TO REACH THE STATION FROM THE

WEST OF ZACHARY, LA. 3.7 MILE NORTHWEST OF BAKER, LA AND 5.6 MILES

THE STATION IS LOCATED IN EAST BATON ROUGE PARISH, 3.7 MILES SOUTH-

11087C 81.67 773494.392 3323775.185

POWER POLE AND 2.7 FT. WEST OF A BARBED WIRE FENCE.

EAST OF THE CENTERLINE OF LA HWY 964, 46 FT. SOUTHWEST OF A

MOUNTED FLUSH WITH THE GROUND. THE STATION IS LOCATED 78 FT.

PVC PIPE SET IN CONCRETE WITH AN ALUMINUM ACCESS COVER AND

ROD DRIVEN TO REFUSAL AT A DEPTH OF 44 FT., SET IN SAND FILLED

MILES TO THE MARK ON THE RIGHT. THE STATION IS A STAINLESS STEEL

SENIC HWY) AND CARNEY RD., TRAVEL NORTH ON LA HWY 964 FOR 0.5

TO REACH THE STATION FROM THE INTERSECTION OF LA HWY 964 (OLD

(DJ9351)

EBR015B

81.35 771829.821 3310773.806

DRIVEN TO REFUSAL WITH AN ALUMINUM COVER.

159 FT. EAST OF POWER POLE 67. THE MARK IS 9/16 STAINLESS STEEL ROD

NORTHBOUND LAND OF HWY 61, 60 FT. EAST OF THE SOUTHBOUND LANE,

THE NORTH AND SOUTH BOUND LANES. THE STATION IS 100 FT. WEST OF THE

STATION ON THE LEFT (WEST SIDE) AND IN THE NEUTRAL GROUND BETWEEN

(NATCHEZ, MS EXIT B) CONTINUE NORTH ON HWY 61, 3.8 MILES TO THE

BATON ROUGE AIRPORT EXIT 6, TRAVEL NORTH 2.5 MILES TO HWY 61

TO REACH THE STATION FROM THE INTERSECTION OF 110 NORTH AND THE

LILLY

69.42 758250.648 3318033.822

THE MONUMENT IS A STAINLESS STEEL ROD IN CASTING.

OF 0.28 MILES, THENCE NORTH A DISTANCE OF 0.09 MILES TO THE MONUMENT.

ACCESS ROAD. HEAD WEST ALONG THE GRAVEL ACCESS ROAD A DISTANCE

THE INTERSECTION OF LA 964 AND US 61 TO THE CORPS CONSTRUCTION

TO REACH THE STATION TRAVEL 2.6 MILES NORTH ALONG US HWY 61 FROM

H G

-0 .d g n

NAME (2006.81)

NAVD88 NAD 83 (NA2011)

DESCRIPTION

NORTHING EASTING

NAME (2006.81)

NAVD88 NAD 83 (NA2011)

NORTHING EASTING

LEGEND

BENCHMARK LOCATION

G-003

E X

E G

E N

D A

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.d g n

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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®of Engineers

US Army Corps

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-2

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A P

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D /S

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-4 -4

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S-401

S-402

S-403

DIVERSION STRUCTURE PILE LAYOUT

DIVERSION STRUCTURE PILE LAYOUT CROSS SECTIONS

DIVERSION STRUCTURE PILE LAYOUT DETAILSS-404

S-405

STEEL H-PILE DETAILS

DIVERSION STRUCTURE JOINT LAYOUT

S-601

S-602

STEEL H-PILE SCHEDULE

DIVERSION CHANNEL

INDEX OF DRAWINGSNO.

COVER SHEET

INDEX, LEGEND AND ABBREVIATIONS

PROJECT LOCATION MAP, VICINITY MAP, AND PROJECT BENCHMARKS

G-001

G-002

G-003

C-103

C-201

C-309

C-312

C-313

C-314

C-102

G-004 GENERAL NOTES

C-315

NO. INDEX OF DRAWINGS CONT.

C-324

C-307

C-308

GENERAL

BORINGS

B-100

B-101

B-102

B-103

B-104

B-105

B-106

CIVIL

C-310

C-311

C-101

BORINGS CR-1, CR-12, CR-3 & CR-9

BORING CR-2U

BORING LOG CR-5U

BORING LOG CR-6U

BORING LOG CR-7U

ENLARGED SITE PLAN 1 OF 2

ENLARGED SITE PLAN 2 OF 2

DIVERSION APPROACH CHANNEL CROSS SECTIONS STA. 0+00-2+47

C-325

OVERALL SITE PLAN

DIVERSION CHANNEL PROFILE - STA. 0+00 - 13+50

BORING LOG CR-4U

HYDROGRAPHS

ESTIMATED OBSERVED STAGES AT DIVERSION POINTH-101

DIVERSION CHANNEL CROSS SECTIONS STA. 2+50-3+50

DIVERSION CHANNEL CROSS SECTIONS STA. 4+00-5+50

DIVERSION CHANNEL CROSS SECTIONS STA. 6+00-7+50

DIVERSION CHANNEL CROSS SECTIONS STA. 8+00-9+50

DIVERSION CHANNEL CROSS SECTIONS STA. 10+00-11+50

DIVERSION CHANNEL CROSS SECTIONS STA. 12+00-13+50

DIVERSION CHANNEL CROSS SECTIONS STA. 14+00-15+50

DIVERSION CHANNEL CROSS SECTIONS STA. 16+00-17+12

C-316 DIVERSION CHANNEL CROSS SECTIONS STA. 17+25-18+50

DIVERSION CHANNEL CROSS SECTIONS STA. 18+86-20+00C-317

C-318 DIVERSION CHANNEL CROSS SECTIONS STA. 20+50-22+00

DIVERSION CHANNEL CROSS SECTIONS STA. 22+50-24+50C-319

C-320 DIVERSION CHANNEL CROSS SECTIONS STA. 23+91-24+91

C-321 DIVERSION CHANNEL CROSS SECTIONS STA. 25+00-26+50

COMITE RIVER CROSS SECTIONS STA. 0+00-2+00

COMITE RIVER CROSS SECTIONS STA. 2+50-4+00

C-326 COMITE RIVER CROSS SECTIONS STA. 4+50-6+50

C-327 COMITE RIVER CROSS SECTIONS STA. 7+00-9+50

C-328 COMITE RIVER CROSS SECTIONS STA. 10+00-12+50

COMITE RIVER CROSS SECTIONS STA. 13+00-14+50C-329

C-202 DIVERSION CHANNELPROFILE - STA. 13+50 - 27+00

C-302 DIVERSION CHANNEL TYP. SECTIONS, STA. 2+47-3+30

DIVERSION CHANNEL TYP. SECTIONS, STA.17+12-18+00C-303

C-304 DIVERSION CHANNEL TYP. SECTIONS, STA. 18+86-21+00

C-305 DIVERSION CHANNEL TYP. SECTIONS, STA. 22+66 & 24+50

C-306 DIVERSION CHANNEL TYP. SECTIONS, STA. 24+91 & 25+50

C-106 SITE PLAN - LATERAL DITCH

PLAN & PROFILE - LATERAL DITCH C-203

C-330 LATERAL DITCH CROSS SECTIONS, STA. 0+00 - 1+00

C-331 LATERAL DITCH CROSS SECTIONS, STA. 1+20 - 2+20

LATERAL DITCH CROSS SECTIONS, STA. 2+40 - 3+40C-332

C-333 LATERAL DITCH CROSS SECTIONS, STA. 3+60 - 4+60

C-334 LATERAL DITCH CROSS SECTIONS, STA. 4+80 - 5+80

C-335 LATERAL DITCH CROSS SECTIONS, STA. 6+00 - 6+60

C-401

LATERAL DITCH SECTION AND DETAILS

SOIL BORING LEGEND

B-107

C-402

LATERAL DITCH HEADWALL PLAN AND ELEVATION

C-105 COMITE RIVER PLAN AND PROFILE

C-301 DIVERSION CHANNEL TYP. SECTIONS, STA. 0+00, 1+00 & 2+00

C-322 COMITE RIVER CHANNEL TYP. SECTIONS, STA. 0+00, 2+50 & 5+00

C-323 COMITE RIVER CHANNEL TYP. SECTIONS, STA. 7+50, 11+00 & 14+50

C-501

LATERAL DITCH HEADWALL REINFORCEMENT-DETAILS

B-108

G-005 UTILITY DISPOSITION TABLES

C-502 FLAP GATE DETAILS

BORING LOG CB-01U

C-107 NORTH TRIBUTARY-SITE PLAN

COMITE RIVER

NORTH TRIBUTARY

LATERAL DITCH

NORTH TRIBUTARY TYPICAL SECTIONS STA. 1+00-1+60C-411

C-412

C-413

NORTH TRIBUTARY TYPICAL SECTIONS STA. 2+00 & 2+65

NORTH TRIBUTARY TYPICAL SECTIONS STA. 3+25 & 4+00

C-108 NORTH TRIBUTARY-PROFILE

C-204 RIPRAP DETAILS AND TYPICAL SECTIONS - LATERAL DITCH

DIVERSION STRUCTURE EXCAVATION AND DEWATERING PLANB-110

B-109

BORING LOG CR-08U

BORING LOG CR-10U

GENERAL CROSS-REFERENCING SYMBOLS

SECTION/DETAIL)

(CENTERED UNDER

ON SAME DRAWING

SECTION/DETAIL TITLE

SECTION/DETAIL)

(CENTERED UNDER

ON ANOTHER DRAWING

SECTION/DETAIL TITLE

EACH VIEW)

(CENTERED UNDER

VIEW SUBTITLE

SCALE:

SUPPLEMENTAL INFORMATION

DETAIL/SECTION

SCALE:

TOP FRONT SIDE

ELEVATION SECTION

SAME DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

SECTION CUT W/

ANOTHER DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

SAME DRAWING

VIEW SHOWN ON

DETAIL SYMBOL W/

ABBREVIATIONS

* UNLESS OTHERWISE NOTED ON EACH SHEET

GENERAL LEGEND

MAX

MIN

SST

MAXIMUM

MINIMUM

MISCELLANEOUS

NEAR FACE

STAINLESS STEEL

TOP AND BOTTOM

TYPICAL

UNLESS NOTED OTHERWISE

UNDERGROUND

APPROXIMATE

BASELINE

FLOOD SIDE

VERTICAL

DIAMETER

P/S

L/S

EXPANSION JOINT

STATION

DRAWINGDWG

HEIGHT

NUMBER

SAN SANITARY

SPECIFICATIONS

MIRR MIRRORED

APPROX

B/L

EL.

DIA OR

MISC

SPEC

T&B

UNO

UGND

S/P

LANDWARDL/W

AZ AZIMUTH

F/S

PROTECTED SIDE

LAND SIDE

FERTILIZE, SEED, AND MULCH

ELEVATION

EXISTING

HORIZONTAL

DIST DISTANCE

P.I. POINT OF INFLECTION

FEET

SHEET PILE

N.T.S. NOT TO SCALE

P/L PIPELIINE

R/W RIGHT OF WAY

DOTD DEPT. OF TRANS. & DEVELOP.

OFFSET

ON CENTER

P.I. POINT

FIRE HYDRANT

MANHOLE

CATCHBASIN

WATER VALVE

FILL

CUT

EXISTING GAS

EXISTING FENCE

OVERHEAD POWER

EXISTING

WATERMAIN

STORM SEWER

EXISTING

SANITARY SEWER

EXISTING

LINE (TELEPHONE)

EXISTING COMM.

(COAXIAL T.V.)

EXISTING CABLE

POWER POLE

PFPLE

LEVEE EASEMENT

PERPETUAL FLOOD PROTECTION

EQ. EQUAL

SPA SPACE OR SPACES

C/L CENTERLINE

EMB. EMBANKMENT

F,S, & M

W/L WALL LINE

W.T.

W. P. WORK POINT

WALL THICKNESS

LEFTLT

RIGHTRT

HORZ

VERT

CENTER LINE ROADWAY

EXISTING RIGHT-OF-WAY

CONSTRUCTION EASEMENT OR

GEOTEXTILE

CMAP

CPT

NAD

ACI

ASTM

HSS

O.D.

OUTSIDE DIAMETER

PLATE

CORUGATED METAL ARCH PIPE

CONE PENETRATION TEST

NORTH AMERICAN DATUMINSTITUTE

AMERICAN CONCRETE

FOR TESTING & MATERICAL

AMERICAN SOCIETY

SECTION

HOLLOW STRUCTURAL

RIP-RAP

SAND

CONCRETE

MATERIAL

BEDDING

SURFACING/

E.F. EACH FACE

@ AT

CLR

C.J.

CONTINUOUS

BOTT. BOTTOM

CLEAR

CONT.

STAB. STABILIZATION

STD. STANDARD

CONSTRUCTION JOINT

AND NUMBER

BORING LOCATION

STA. OR STA

C.R.S

EXIST

STEEL

CORROSION RESISTANT

O.C. OR OC

TYP. OR TYP

SF OR SSF SILT FENCE

SQ. SQUARE

HEX HEXAGONAL

W/ WITH

TOSP TOP OF SHEET PILE

ELECTRICAL TOWER

BENCHMARK

COVER SHEETR-101

RIGHT-OF-WAY DRAWINGS

R-103 RIGHT OF WAY SITE PLAN 1 OF 2

R-105 EXISTING UTILITIES OVERALL SITE PLAN

R-106 UTILITIES SITE PLAN SHEET 1 OF 4

UTILITIES SITE PLAN SHEET 2 OF 4R-107

UTILITIES SITE PLAN SHEET 3 OF 4R-108

UTILITIES SITE PLAN SHEET 4 OF 4R-109

R-110 ENTERGY (GULF STATES) TOWER PLAN AND SECTION

ROW TABULATIONS AND UTILITY DISPOSITION TABLER-111

R-102 INDEX, LOCATION & VICINITY MAPS, BENCHMARKS

R-104 RIGHT OF WAY SITE PLAN 2 OF 2

R-104A STOCK PILE AREAS 1 OF 2

R-104B STOCK PILE AREAS 2 OF 2

C-503 SITE DETAILS 1 OF 2

SITE DETAILS 2 OF 2C-504

C-505 FARM STYLE FENCING AND GATE DETAILS

NORTH TRIBUTARY CROSS SECTIONS STA. 1+00-1+40C-414

C-415 NORTH TRIBUTARY CROSS SECTIONS STA. 1+60-2+00

C-416 NORTH TRIBUTARY CROSS SECTIONS STA. 2+20-2+60

C-417 NORTH TRIBUTARY CROSS SECTIONS STA. 2+80-3+20

C-418 NORTH TRIBUTARY CROSS SECTIONS STA. 3+40-3+80

C-419 NORTH TRIBUTARY CROSS SECTION STA. 4+00

C-506 WATER STOP SPLICE DETAILS -1 OF 2

C-507 WATER STOP SPLICE DETAILS -2 OF 2

C-508 NORTH TRIBUTARY DETAILS

REINFORCEMENT

SECONDARY

FACE OF CONCRETE

REINFORCEMENT

PRIMARY

G E

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G-004

H G

-0 .d g n

THAN 1V ON 3H, UNLESS APPROVED BY THE CONTRACTING OFFICER.

SLOPES OF THE EMBANKMENT BY MORE THAN ONE FOOT, AND SHALL HAVE SIDE SLOPES NOT STEEPER

MATERIAL PLACED WITHIN THE DESIGN SECTION SHALL NOT EXCEED THE DESIGN GRADE OR DESIGN

IN THE WIDTH OF THE CROWN, AND THE SIDE SLOPES ARE UNIFORM. ANY SEMI-COMPACTED FILL

EMBANKMENT DRAINS, THERE ARE NO ABRUPT HUMPS OR DEPRESSIONS IN SURFACES OR BULGES

SECTION SHOWN WILL BE PERMITTED IN THE FINAL DRESSING PROVIDED THAT THE CROWN OF THE

3/10 OF 1 FOOT ABOVE THE PRESCRIBED DESIGN GRADE AND CROSS POINTS, A TOLERANCE OF

DESIGN GRADE AND CROSS SECTION SHOWN ON THE DRAWINGS. FOR COMPACTED FILL, AT ALL

SECTION SHOWN WILL BE PERMITTED. ALL EMBANKMENTS SHALL BE CONSTRUCTED TO THE

DRAWINGS. A TOLERANCE OF 0.5 FOOT BELOW THE PRESCRIBED DESIGN GRADE AND CROSS

ALL EXCAVATION SHALL BE CUT TO THE GRADES AND CROSS SECTIONS SHOWN ON THE

21. GRADE TOLERANCES

EXCEED THAT NECESSARY TO PERFORM THE WORK.

22. THE AREA OF BARE SOIL EXPOSED AT ANY ONE TIME BY CONSTRUCTION OPERATIONS SHALL NOT

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

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®of Engineers

US Army Corps

N E

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GENERAL NOTES: CONCRETE NOTES:

REBAR NOTES:

STEEL NOTES:

STOPPING ALL HAULING OPERATIONS UNTIL THE STREETS ARE CLEANED OF DEBRIS.

THESE REQUIREMENTS SHALL RESULT IN THE CONTRACTING OFFICER REPRESENTATIVE

AT ALL TIMES TO CLEAN THE STREETS. FAILURE OF THE CONTRACTOR TO COMPLY WITH

SWEEPER SHALL BE ONSITE FALLING OFF THE WASHED TRUCKS. THE MECHANICAL STREET

ON SITE AND SHALL IMMEDIATELY CLEAN LOUISIANA STATE HIGHWAY 67 OF ANY DEBRIS

CONSTRUCTION. THE CONTRACTOR SHALL STATION A MECHANICAL STREET SWEEPER

16. THE CONTRACTOR SHALL KEEP ALL STATE AND FEDERAL HIGHWAYS CLEAN DURING

LEVEE C/L, OR W/L LISTED AS LT. (LEFT) OR RT. (RIGHT), UNLESS OTHERWISE NOTED.

15. OFFSETS REFLECT A PERPENDICULAR OFFSET (90 DEGREES) FROM THE B/L,

AFFECT THE PERFORMANCE OF THE WORK.

AND INVESTIGATIONS AS NECESSARY TO DETERMINE CONDITIONS WHICH WILL

LOCATIONS. THE CONTRACTOR, AT THEIR OWN EXPENSE, MAY MAKE ADDITIONAL SURVEYS

CONDITION OF THE MATERIALS WHICH WILL BE ENCOUNTERED BETWEEN THE BORING

14. THE CONTRACTOR SHALL MAKE THEIR OWN INTERPRETATION OF THE CHARACTER AND

OSHA AND ENTERGY REQUIREMENTS, AND USACE SAFETY MANUAL "EM-385-1-1"

13. ALL WORK AROUND HIGH VOLTAGE POWER LINES SHALL BE IN ACCORDANCE WITH

FOR THIS PROJECT.

HIMSELF/HERSELF OF THE EXISTING SITE CONDITIONS PRIOR TO PLACING BIDS

12. THE CONTRACTOR SHALL VISIT THE SITE OF WORK AND COMPLETELY INFORM

MOIST TO PREVENT BLOWING.

WITHIN THE LEVEE RIGHT-OF-WAY. THE EMBANKMENT SHALL BE KEPT

UNNECESSARY DUST WHILE TRANSPORTING EARTHEN MATERIAL

11. DUST CONTROL - CONTRACTOR SHALL TAKE MEASURES TO PREVENT

WITH EFFICIENT PERFORMANCE OF THE WORK.

AND OPERATED IN A MANNER TO CAUSE THE LEAST NOISE, CONSISTENT

VEHICLES SHALL BE EQUIPPED WITH STANDARD SOUND MUFFLING DEVICES,

IN THE AREA DURING WORKING HOURS. ALL CONSTRUCTION MACHINERY &

UNNECESSARY NOISE APPROPRIATE FOR THE AMBIENT SOUND LEVELS

10. NOISE CONTROL - CONTRACTOR SHALL TAKE MEASURES TO AVOID

REPAIRED AT THE CONTRACTOR'S EXPENSE.

IF DAMAGE OCCURS AS A RESULT OF HIS/HER NEGLIGENCE. THE DAMAGE SHALL BE

9. THE CONTRACTOR IS RESPONSIBLE FOR ANY DAMAGE TO EXISTING UTLITIES

FOR A LIST OF ALL UTILITY CONTACTS.

PRIOR TO CONSTRUCTION. SEE SPECIFICATIONS SECTION 01100, GENERAL PROVISIONS;

THE CONTRACTOR'S RESPONSIBILITY TO VERIFY ALL EXISTING UTILITY LOCATIONS

ON INFORMATION PROVIDED BY THE RESPECTIVE UTILITY COMPANIES. IT IS

ARE SHOWN FOR INFORMATIONAL PURPOSES ONLY AND ARE BASED, IN PART,

8. LOCATION OF THE EXISTING UTILITIES INDICATED ON THE PLAN SHEETS

ADJUSTED LEVELING (2006.81), UNLESS OTHERWISE STATED.

7. ALL ELEVATIONS ARE EXPRESSED IN FEET AND REFER TO NAVD 88

ALL DIMENSIONS AND ELEVATIONS MARKED N.T.S. ARE "NOT TO SCALE".

6. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED.

DIMENSIONS IN THE FIELD.

APPROXIMATE READING. THE CONTRACTOR SHALL VERIFY ACTUAL

5. DIMENSIONS AND/OR ELEVATIONS MARKED PLUS OR MINUS (+/-) ARE

4. AZIMUTHS SHOWN ARE MEASURED CLOCKWISE FROM THE NORTH.

NAD 83, STATE PLANE, LA SOUTH, ZONE 1702, US FEET.

3. XY COORDINATES USED IN DRAWINGS REFER TO HORIZONTAL DATUM:

BY DASHED TICKS.

LAMBERT CONFORMAL CONIC PROJECTION IS REPRESENTED

AMERICAN DATUM IS REPRESENTED BY SOLID TICKS AND

2. INSIDE PLAN AREAS, POLYCONIC PROJECTION 1983 NORTH

SURVEY SECTION (504) 862-1852.

POINTS ARE AVAILABLE FROM THE NEW ORLEANS DISTRICT

1. THE DESCRIPTIONS OF HORIZONTAL AND VERTICAL CONTROL

SPACING

NTS

REINFORCEMENT CLEARANCE DETAIL

28 DAYS, 56 DAYS IF POZZOLAN IS USED, UNLESS OTHERWISE NOTED.

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI AT

2. REINFORCING STEEL SHALL HAVE A MINIMUM YIELD STRENGTH (Fy) OF 60,000 PSI.

LOCATIONS SHALL BE APPROVED BY THE CONTRACTING OFFICER.

THE INTEGRITY OF THE CONCRETE STRUCTURE. THESE ADDITIONAL CONSTRUCTION JOINT

SHOWN, CONSTRUCTION JOINTS SHALL BE PLACED AT LOCATIONS LEAST LIKELY TO IMPAIR

3. CONSTRUCTION JOINTS SHALL BE PROVIDED WHERE SHOWN ON THE DRAWINGS. WHERE NOT

EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

ACCORDANCE WITH SP-66, AMERICAN CONCRETE INSTITUTE DETAILING MANUAL - 2004.

5. ALL BENDS OF REINFORCEMENT AND ALL BAR SPACERS AND SUPPORTS SHALL BE IN

CONCRETE REINFORCING STEEL INSTITUTE.

6. REINFORCING BAR DESIGNATION NUMBERS CONFORM TO THE NUMBERING SYSTEM OF THE

SPLICES REQUIRED BY THE CONTRACTING OFFICER, WILL BE AT THE CONTRACTOR'S EXPENSE.

SPLICES OTHER THAN THOSE SHOWN ON THE DRAWINGS AND OTHER THAN ANY ADDITIONAL

ESSENTIAL TO CONSTRUCTIBILITY, SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER.

ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED IN THE DRAWINGS, WHERE

SHALL BE BASED ON THE SMALLER BAR BEING LAPPED. THE CONTRACTOR WILL BE

EMBEDMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE INDICATED. SPLICE LENGTHS

9. THE EMBEDMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP SPLICES AND

NOTED.

AND SURFACES COVERED BY BACKFILL SHALL BE CLASS "D" FINISH, UNLESS OTHERWISE

10. ALL EXTERIOR FORMED SURFACES NOT COVERED BY BACKFILL SHALL BE CLASS "A" FINISH

MUST BE AT LEAST 2 BAR DIAMETERS.

B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE

A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 3 BAR DIAMETERS.

1. USE THE BASIC TABLE IF ALL THE FOLLOWING CONDITIONS ARE MET:

MUST BE AT LEAST 2.5 BAR DIAMETERS.

B) DISTANCE FROM THE CENTER OF A BAR TO THE NEAREST CONCRETE SURFACE

A) CENTER-TO-CENTER BAR SPACING LATERALLY IS AT LEAST 5 BAR DIAMETERS.

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

APPROPRIATE GUIDANCE.

TO-CENTER BAR SPACING LATERALLY IS LESS THAN 3 BAR DIAMETERS, SEE ACI 318 FOR

3. IF CONCRETE COVER OR EDGE DISTANCE IS LESS THAN 1 BAR DIAMETER OF THE CENTER-

OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR.

RESPECT TO A HORIZONTAL PLANE WHICH ARE PLACED SUCH THAT MORE THAN 12 INCHES

4. TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH

IS IGNORED.

WEIGHT CONCRETE, NON-EPOXY COATED, NON-PRESTRESSED, ANY TRANSVERSE REINFORCEMENT

5. THE VALUES SHOWN IN THE TABLE BELOW ARE IN ACCORDANCE WITH ACI 318-14, FOR NORMAL

OF THE CONTACT, UNLESS OTHERWISE NOTED.

DRAWINGS AND SUBMITTED BY THE CONTRACTOR FOR APPROVAL.

REQUIRED. DETAILED INFORMATION SHALL BE SHOWN ON THE SHOP

WELDING SOCIETY AND INDICATE ONLY SIZE AND TYPE OF WELDS

4. WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN

ALLOWANCES MUST BE MADE FOR MACHINING.

5. DIMENSIONS SHOWN OR CALLED FOR ARE THE FINAL DIMENSIONS;

11. ALL REINFORCING STEEL SHALL BE ASTM A615, UNLESS OTHERWISE NOTED.

UNLESS OTHERWISE NOTED.

1. ALL STRUCTURAL STEEL SHALL BE ASTM A 992 OR A 572 GRADE 50,

7. REINFORCING BARS SHALL BE CONTINUOUS AT ALL CORNERS UNLESS OTHERWISE NOTED.

BASIC TABLE ALTERNATE TABLE

TOP OTHER

REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 4000 PSI

TOP OTHER TOP OTHER TOP OTHER

#10

#11

SIZE

BAR

LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

LENGTH, INCHES

MINIMUM EMBEDMENT

LENGTH, INCHES

MINIMUM LAP

" CHAMFER AT ALL EXPOSED JOINTS, EDGES,4

4. UNLESS OTHERWISE NOTED, PROVIDE

OFFICER.

OTHER OBSTRUCTIONS, SHALL BE BENT OR SHIFTED AS DIRECTED BY THE CONTRACTING

8. REINFORCEMENT, WHERE NECESSARY TO AVOID OPENINGS, PIPES, EMBEDDED ITEMS AND

PROVISIONS.

METALWORK, FABRICATION, MACHINE WORK AND MISCELLANEOUS

(STAINLESS STEEL). SEE SPECIFICATIONS SECTION 05 50 03.00 12

6. ITEMS MARKED C.R.S. SHALL BE CORROSION-RESISTANT STEEL

MISCELLANEOUS PROVISIONS.

SECTION 05 50 03.00 12 METALWORK, FABRICATION, MACHINE WORK AND

WELDING SOCIETY STRUCTURAL WELDING CODE. SEE SPECIFICATIONS

TECHNIQUE, WHERE APPLICABLE, SHALL CONFORM TO THE AMERICAN

3. ALL WELDING SHALL BE ELECTRIC WELDING. WORKMANSHIP AND

NOTED OTHERWISE.

7. ALL PILING SHALL BE EMBEDDED 24" INTO THE CONCRETE BASE SLAB UNLESS

BY RUNNING A CONTINUOUS 1/8'' FILLET WELD ALONG ALL EDGES

IN CONTACT, ALL SUCH CONTACTS SHALL BE SEALED WATERTIGHT

2. TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES

19. THE AERIAL PHOTOGRAPHY WAS FLOWN IN 2020.

NTS

TYPICAL REINFORCEMENT DEVELOPMENT DETAILS

NTS

TYPICAL CORNER REINFORCEMENT DETAILS

OPTION 1 OPTION 2

L D

LD/2

(MIN)

L O

N G

B A

L O

N G

B A

SHORT BAR

TO DEMOBILIZING FROM THE PROJECT SITES.

17. THE CONTRACTOR SHALL CLEAN AND REMOVE ALL TRASH WITHIN THE PROJECT LIMITS PRIOR

LD/2

LOCAL LAWS ORDINANCE INCLUSIVE OF POSTED WEIGHTS .

18. ALL CONTRACTOR HAULING OPERATIONS SHALL ABIDE BY FEDERAL, STATE, &

SPECIFICATION, THE CURRENT/LATEST VERSION OF THE REFERENCE SHALL BE USED.

VARIOUS MANUALS. IN THE EVENT OUTDATED REFERENCES ARE LISTED WITHIN EACH

THE TECHNICAL SPECIFICATIONS INCLUDE DESIGN INFORMATION AND REFERENCES TO

20. OUTDATED SPEC REFERENCES:

U T

Y D

O S

N T

A B

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G-005

H G

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D B

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S I Z

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D E

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SHEET ID

®of Engineers

US Army Corps

N E

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EXISTING ELECTRIC UTILITIES - UTILITY POLES

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DEMCO DND

DND

P-1

P-2

P-3

P-4

UTILITY POLE

X Y

DND

R-106

R-108

3350125.31 772903.43

3350175.35 773096.98

3350246.18 773340.96

3350667.89 774823.14

P-5 3350689.50 774906.70 DND

P-6 3350327.13 772841.12 DND

P-7 3350474.99 772794.99 DND

P-8 3350552.42 773083.26 DND

P-9 3350629.18 773372.20 DND

P-10 3350686.69 773585.42 DND

UTILITY POLE

R-106

R-108

R-106

R-105/R-107

DEMCO

EXISTING TELECOM UTILITIES - UTILITY POLES

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

DND

T-1

T-2

T-3

T-4

UTILITY POLE

X Y

DND

R-106

R-107

3350390.59 773085.32

3350425.68 773213.56

3350469.98 773437.28

3350485.61 773523.23

T-5 3350497.81 773586.24 DND

T-6 3350578.03 773920.99 DND

T-7 3350656.01 774209.19 DND

T-8 3350797.06 774750.51 DND

T-9 3350870.98 775032.22 DND

T-10 3350947.16 775321.96 DND

UTILITY POLE

R-106

R-107

R-108

R-107

R-108

R-109

E-5 3350614.42 774703.52 DND

R-105

ENTERGY TRANSMISSION TOWERS-EXISTING

ITEM NO. DESCRIPTION SHEET NO. OWNER DISPOSITION

ENTERGY DND

DND

E-1

E-2

E-3

E-4

UTILITY TOWER

X Y

DND

R-105

3352981.49 774681.61

3352335.35 774688.28

3351735.88 774693.27

3351130.92 774698.90

UTILITY TOWER

ENTERGY

LEGEND OF DISPOSITIONS

DND DO NOT DISTURB

P-11 3350655.10 773585.76 DND

P-12 3350612.41 773585.76 DND

UTILITY POLE

DEMCO

R-105/R-107

NUMBER

POINT

COORDINATES

STATE PLANE

SOUTH AREA = 34.33 ACRES

773678.36

773760.48

773789.88

1 3346681.12

2 3347049.15

3 3349196.40

6 3350339.87

3349666.13

5 3349705.29

7 3350209.77

8 3348088.47

9 3348066.98

10 3346698.21

773561.89

773779.32

773778.46

773404.21

773389.72

773236.04

773175.41

773603.27

775105.09

773599.56

775418.64

774582.48

774593.44

775938.73

775418.64

775105.09

774705.60

773600.73

1 3353683.97

EAST OF HWY.67

EXISTING RIGHT-OF- WAY

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

2 3353305.43

3 3350684.89

4 3350622.93

5 3350464.10

3351258.48

3350808.47

1 3351258.48

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

2 3351340.27

3 3351105.15

3351169.12

3350981.87

3350860.30

TEMPORARY CONSTRUCTION EASEMENT

3350464.10

3350252.61

3350041.12

3350129.50

3350372.76

3350497.85

3350622.93

77.04 ACRES

ITEM NO. DESCRIPTIONOWNER DISPOSITIONSHEET NO.

R-105/R-106DEMCO EXISTING OVERHEAD ELECTRICAL LINE

UE-1

EXISTING UTILITIES

R-105/R-108/R-109

R-105/R-108

R-105/R-108/R-110

R-107/R-108

R-105/R-106/

R-105/R-109

DEMCO

G-3

G-4

SM-1

OE-1

OE-2

OE-4

OE-5

EXISTING UNDERGROUND ELECTRICAL LINE

GULF STATES

ENTERGY/

PIPELINES

FLORIDA GAS

COMPANY

DIXIE PIPELINE

DEPT. OF PUBLIC WORKS

EAST BATON ROUGE (EBR)

EXISTING SEWER FORCE MAIN (18" DIA.)

DND

A 3350719.08

NO WORK AREA-SOUTH

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

B 3350684.83

C 3353240.33

D 3353175.35

OE-3 GULF STATES R-105/R-108

OT-1 AT&T EXISTING OVERHEAD TELEPHONE LINE

G-1 PIPELINE EXISTING GAS LINE R-105/R-106

G-2 PIPELINE

R-108/R-109

R-105/R-107/

WL-1

WL-2

EXISTING WATERLINE R-105/R-106

R-108/R-109

R-105/R-107/

DEMCO

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

1 3353402.15

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

2 3353576.69

3 3354014.82

4.21 ACRES

OT-2 R-105/R-106

EXISTING OVERHEAD ELECTRICAL LINE

EXISTING GAS LINE (12" DIA.)

EXISTING OVERHEAD TELEPHONE LINE

EXISTING WATERLINE

DEPT. OF PUBLIC WORKS

EAST BATON ROUGE (EBR)

DEPT. OF PUBLIC WORKS

EAST BATON ROUGE (EBR)

EXISTING GAS LINE

EXISTING GAS LINE (24" & 30" DIA.)

DND

3350884.45

3350808.47

3353719.17

1 3353683.97

(ON PLAN SHEET R-104A)

STOCKPILE AREAS

COORDINATES

STATE PLANE

NUMBER

POINT

NUMBER

POINT

COORDINATES

STATE PLANE

E 3351105.15

NO WORK AREA-NORTH

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

F 3351324.87

G 3351156.40

H 3351175.26

I 3353885.23

J 3353786.60

K 3353772.04

GULF STATES

ENTERGY/

R-107/R-108

R-105/R-106/

R-107/R-108/R-109

R-105/R-106/

12 ACRES

54.09 ACRES

3353576.69

3353402.15

3351258.48

3351340.27

WEST OF HWY. 67

EXISTING RIGHT-OF- WAY

COORDINATES

STATE PLANE

X Y

NUMBER

R/W POINT

124.27 ACRES

AT&T

OE-6 DEMCO EXISTING OVERHEAD ELECTRICAL LINE & POLES R-105/R-107 DND

REACH 4 STOCKPILE AREAS

STATE PLANE COORDINATES

X YNUMBER

POINT

2 3345456.08

3 3345456.08

4 3344251.93

5 3344156.87

3342603.39

NORTH AREA

R-104B

REACH 4 STOCKPILE AREAS

STATE PLANE COORDINATES

X YNUMBER

POINT

8 3344177.91

9 3344278.19

10 3345465.32

11 3345465.32

3344693.11

SOUTH AREA

R-104B

13 3344268.36

14 3344259.09

3341790.99

RIVER WORK)

(ADDED FOR NORTH COMITE

EXISTING RIGHT-OF-WAY

774593.44

773598.38

773368.38

773368.09

774656.24

774802.46

775114.78

775354.65

775401.81

774946.91

773368.09

772576.99

771785.91

771763.27

772439.68

772904.03

773368.38

6.11 ACRES 5.30 ACRES

773728.98

773603.62

773866.94775045.92

775282.22

774940.46

774656.24

NORTH AREA = 25.17 ACRESNORTH AREA = 25.17 ACRES

775114.78

776050.54

776129.44

775662.68

775420.86

775357.72

775045.92

774802.46

774163.57

774167.25

774107.94

774044.76

773972.03

773486.25

773547.69

773599.26

773325.58

773086.60

773067.78

773367.55

773307.88

774626.70

774451.18

774428.98

1 3346962.76

2 3347186.42

3 3350497.52

6 3349848.16

3350497.525

5 3350201.73

7 3349837.57

8 3349170.45

9 3346967.53

10 3346680.27

3348119.49

3348140.72

3350251.40

3347191.39

3346614.24

3342603.38

SHEET

3341790.99

SHEET

153349913.60

3350601.85

774661.56

774595.87

774429.06

774385.77

774338.27

774234.61

774187.67

773346.80

773330.12

773178.31

774686.65

773111.63

774776.61

774657.79

774657.76

137A

H H

-1 .d g n

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

H-101

A T

E R

N P

E S

A T

E D

O B

S E

R V

E D

S T

A G

E S

DRASTICALLY FROM HISTORICAL PATTERNS,

DEPENDENT ON OCCURRENCES OF NATURE AND MAY DIFFER

OFFEROR UNDERSTANDS THAT FUTURE WATER ELEVATIONS ARE

NOT INTENDED TO PREDICT FUTURE ELEVATIONS. THE SUCCESSFUL

3. THESE HYDROGRAPHS DEPICT HISTORICAL FACT ONLY, AND ARE

STAGE HYDROGRAPH INDICATE NO READING AVAILABLE.

U..S. ARMY ENGINEERING DISTRICT, VICKSBURG. GAPS IN THE

COMPLETE HISTORY OF RIVER STAGES IS AVAILABLE FROM THE

HISTORICAL PATTERNS THAT MIGHT BE INFERRED. A MORE

NATURE AND MAY DIFFER DRASTICALLY AT ANY TIME FROM ANY

HISTORICAL PATTERNS, ARE DEPENDENT UPON VAGARIES OF

THAT FUTURE WATER STAGES, DESPITE ANY APPARENT

SUCCESSFUL OFFEROR IS EXPECTED TO UNDERSTAND THE FACT

PREDICTION IS INTENDED AS TO FUTURE WATER STAGES. THE

2. THESE HYDROGRAPHS DEPICT HISTORICAL FACT ONLY AND NO

NAVD88 (2006.81) IS [0.0 NAVD88 (2006.81) +.55=NGVD29]

1. THE CONVERSION BETWEEN NGVD29 AND THE PROJECT DATUM

NOTE:

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

B-100

S O

O R

L E

G E

N D

H B

-1 .d g n

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

2487 (1993) CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES (UNIFIED SOIL CLASSIFICATION SYSTEM).

4. THE DETAILED EXPLANATION OF THE UNIFIED SOIL CLASSIFICATION SYSTEM IS PRESENTED IN ASTM D

SHEAR STRENGTHS FROM UNCONFINED COMPRESSION TESTS ARE SHOWN.

EXAMINATION AND IS APPROXIMATE, EXCEPT WITHIN THOSE VERTICAL REACHES OF THE BORINGS WHERE

3. CONSISTENCY OF COHESIVE SOILS SHOWN ON THE BORING LOGS IS BASED ON DRILLER'S LOG AND VISUAL

VERTICAL REACHES OF SUCH BORINGS.

NECESSARILY MEAN THAT GROUND WATER WILL NOT BE ENCOUNTERED AT THE LOCATIONS OR WITHIN THE

BORINGS INDICATES THAT NO GROUND WATER DATA ARE AVAILABLE FROM THE BORING BUT DOES NOT

ENCOUNTERED IN SUCH BORINGS ON THE DATES SHOWN. ABSENCE OF WATER SURFACE DATA ON CERTAIN

2. GROUND WATER ELEVATIONS SHOWN ON THE BORING LOGS REPRESENT GROUND WATER SURFACES

CONDITIONS," OF THE CONTRACT.

CONSIDERED AS DIFFERING MATERIALLY WITHIN THE PURVIEW OF CONTRACT CLAUSE, "DIFFERING SITE

MATERIALS OF THE REGION ARE ANTICIPATED AND, IF ENCOUNTERED, SUCH VARIATIONS WILL NOT BE

AND FOR RESPECTIVE VERTICAL REACHES, LOCAL VARIATIONS CHARACTERISTIC OF THE SUBSURFACE

1. WHILE THE BORINGS ARE REPRESENTATIVE OF SUBSURFACE CONDITIONS AT THEIR RESPECTIVE LOCATION

GENERAL NOTES:

NOTES:

FIGURES TO LEFT OF BORING UNDER COLUMN "W OR D

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

SYMBOLS TO LEFT OF BORING

FIGURES TO RIGHT OF BORING

MAJOR DIVISION TYPE

LETTER

SYMBOL

SYM

BOL

TYPICAL NAMES

UNIFIED SOIL CLASSIFICATION

DESCRIPTIVE SYMBOLS

CONSISTENCY

FOR COHESIVE SOILS

COLOR MODIFICATIONS MODIFICATIONS

Are natural water contents in percent dry weight

When underlined denotes D size in mm10

Are liquid and plastic limits, respectively

Ground-water surface and date observed

Denotes location of consolidation test

Denotes location of consolidated-drained direct shear test

Denotes location of consolidated-undrained triaxial compression 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 tests

Denotes free waterFW

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

In parenthesis are driving resistances in blows per foot determined with a standard split spoon sampler (1 3/8" I.D., 2" O.D.) and a 140lb. driving hammer with 30" drop.

Where underlined with a solid line denotes laboratory permeability in centimeters per second of undisturbed sample

Where underlined with a dashed line denotes laboratory permeability in centimeters per second of sample remoulded to the estimated natural void ratio

The D size of a soil is the grain diameter in millimeters of which 10f the soil is finer, and 90% coarser than size D10

* *Results of these tests are available for inspection in the U.S. Army Engineer District

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

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 CLAYS; Sandy Clays; Silty Clays; 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

NO SAMPLE

WOOD

HIGHLY ORGANIC SOILS

N o s l e v e s i z e m a t e r i a l i s s m a l l e r t h a n

M o r e t h a n h l f t h e

E -G

R A

D S

S C

O A

R S

G R

A I N

E D

S O

I L

M o r e t h n h i f o f m a t e r i a l i s l a r g e r t h a n

N o s l e v e s i z e

M o r e t h a n h a l f o f c o a r s e f r a c t i o n i s s m a l l e r t h a n

N o s l e v e s i z e s l e v e s i z e l a r g e r t h a n N o c o a r s e f r a c t i o n i s

M o r e t h a n h a l f o f

G R

A V

E L

S S

A N

D S

CLEAN

GRAVEL

CLEAN

SAND

SILTS &

CLAYS

SILTS &

CLAYS

(Liquid Limit

50)

GRAVEL W/ FINES

SAND W/ FINES

(Little or

No Fines)

(Little or

No Fines)

(Appreciable

Amount of

Fines)

(Appreciable

Amount of

Fines)

(Liquid limit

50)

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

A comma will be used between modification symbol. Example: So, Gr, w/SS, SIS, (CH)

COLOR SYMBOL

TAN

YELLOW

RED

BLACK

GRAY

LIGHT GRAY

DARK GRAY

BROWN

LIGHT BROWN

DARK BROWN

BROWNISH-GRAY

GRAYISH-BROWN

GREENISH-GRAY

GRAYISH-GREEN

GREEN

BLUE

BLUE-GREEN

WHITE

MOTTLED

REDDISH rd

Mot

Bl Gn

Gn gy Gn gn Gr gy Br br Gr dBr lBr

Br dGr lGr

CONSISTENCY

VERY SOFT

SOFT

MEDIUM

STIFF

VERY STIFF

HARD > 4000

2000 - 4000

1000 - 2000

500 - 1000

250 - 500

< 250

UNCONFINED COMPRESSION TEST

COHESION IN LBS. / SQ. FT. FROM

H vSt

So vSo

SYMBOL

MODIFICATION SYMBOL MODIFICATION SYMBOL

Traces

Fine

Medium

Coarse

Concretions

Rootlets

Lignite fragments

Shale fragments

Sandstone fragments

Shell fragments

Organic matter

Clay strata or lenses

Silt strata or lenses

Sand strata or lenses

Sandy

Gravelly

Boulders

Slickensides

Wood

Oxidized

Crumbly

Loose

Vegetation Veg

SIS

O slf sds sh lg rt cc

Tr - Sandy Silt strata

Silty Sand strata

With

Dense

Very Dense vD

D w/

SISS

SSIS

For classification of fine - grained soils

L L - LIQUID LIMIT

0 20 40 60 80 100

P I

P L

A S

T I C

I T

Y I

N D

E X

CL-ML

"U L in e

"A L in e

PLASTICITY CHART

-1 .d g n

B-101

B O

G S

C R

-1

C R

-1

R -3

R -9

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

24 M,Wd,rt,Ox Br&Gr

19 St,Wd,rt,Ox brGrSlS

19 St,Wd,Ox

St,Wd,Ox

15 St,Ox lGr

SlS

12 St,Ox

CS,Ox

SlS17 St,Ox

CS,Ox

0.2077 M,C,G,CS

SlS 16 So,Ox (14)

F0.2618 M,C,G,CS

(36)

(32)

(66)

0.1237

CS,Ox lGr

(80)

30°38'4.319" 91°5'52.386" (G)

BOR. CR-1 (92-05)

10 FT. RT. OF B/L

Date: 4/14/1992

GROUND EL. 87.5D10W

COARSE

ORG

CNTPILL

SlS 17 vSt,rt,Ox

SlS21 St,Ox lBr

15 vSt,Ox

SlS

15 vSt,cc

Br&lBr

CS,Ox Y&T

CS,Ox lGr&Y

17 SlS,St,SS,Ox

20 M,SlS,Ox

15 vSt

SlS

18 St,Ox lGr

15 vSt,Ox lGr&Y

17 vSt,Ox Y&lGr

SlS vSt,Ox

St,Ox lGr&Y

17 St,SS,Ox lGr

19 St,Ox gnGr&lGr

SlS

16 vSt,SS,Ox gnGr

30°37'43.496" 91°6'6.584" (G)

BOR. CR-12 (92-05)

170 FT. RT. OF B/L

WATER TABLE 0.0 FT.

Date: 3/26/1992

GROUND EL. 82.3D10W

COARSE

ORG

CNTPILL

19 St,rt,Wd,Ox

22 M,Wd,rt,Ox

17 St,Wd,Ox

SlS

16 vSt,Wd,Ox

Br&Gr

CS,Ox Br

17 vSt,Wd,Ox

SlS

16 vSt,Wd,cc,Ox gnGr

CS,Ox

M0.4426 C,F,G

CS,Ox Wh

SlS16 St,cc,Ox Gr(54)

Ox (8)

0.1522 Tr,G,Ox (81)

Ox lGr

(69)

F M,C,G,Ox

Gr (58)

30°37'36.797" 91°6'3.208" (G)

BOR. CR-3 (92-05)

10 FT. RT. OF B/L

Date: 4/14/1992

GROUND EL. 80D10W

COARSE

ORG

CNTPILL

21 So,Wd,Ox lGr&lBr

24 So,Wd,rt,Ox

15 St,rt,Ox

SlS

15 St,Ox

26 CS,Ox

16 St,Ox

14 vSt,OxSlS

17 St,Ox

SlS21 St,cc,Ox

SlS19 St,Ox lGr

15 CS,Ox lBr

SlS22 vSt,Ox T&Y2354

SlS16 H,cc,Ox Gr&Y

18 CS,Ox

CS,Ox lGr

SlS19 So,Ox Gr&Y

17 CS

17 CS,Ox

lGr

30°38'2.4" 91°6'24.491" (G)

BOR. CR-9 (92-05)

60 FT. O.S. RT. OF C/L LEVEE

WATER TABLE 0.0 FT.

Date: 3/16/1992

GROUND EL. 84D10W

COARSE

ORG

CNTPILL

E L

E V

A T

I O

N S

I N

F E

E T

N .A

.V .D

E L

E V

A T

I O

N S

I N

F E

E T

N .A

.V .D

STA.19+50

STA.34+50

STA.84+00

STA.143+91

CH - Fat Clay

CL - Lean Clay

ML - Silt, Low Plasticity

SM - Silty Sand

SP - Sand, Poorly Graded

NOTES:

LL - Liquid Limit.

PI - Plasticity Index.

ORG CNT - Organic Content in percent.

% COARSE - Cumulative percent retained on the #200 sieve.

W - Water Content by percent dry weight.

D10 - Grain diameter in millimeters where 10% of sample is finer.

-1 .d g n

B-102

B O

C R

-2 U

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

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

I N

D E

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

N E

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 A

R S

T R

E N

G T

H T

.S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

TABULAR TEST DATA

CLASS

C or Pc-TSF

So,SlS,Ox Br

SlS St,Wd,Ox Gr&Y

SlS vSt,Ox

T&Y

No Sample

CS,Ox

SlS vSt,Ox Gr

So,SlS,cc,Ox Y&lGr

Ox Gr&Y

CS Gr

No Sample

CS,Ox T

(23)

CS,Ox (38)

CS,G,Ox (2)

CS,Ox (10)

(45)

CS,Ox

(27)

(56)

(41)

(76)

0.1542 (47)

CS,Ox lGr

(68)

(43)

(71)

(83)

0.1361 CS,Ox

(89)

27.5

1 65.1 S 27.5 0.000 SM

22.5

2 76.9 R 22.5 0.450 CL

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

30°37'45.998" 91°5'32.69" (U)

BOR. CR-2U (92-05)

STA.61+21

140 FT. RT. OF C/L

Date: 3/24/1992

GROUND EL. 83.0W or D10

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE B-100.

FOR LOCATION OF BORINGS SEE C-102 & C-103.

NOTES

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)

-1 .d g n

B-103

C R

-4 U

B O

G L

O G

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

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

I N

D E

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

N E

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 A

R S

T R

E N

G T

T .S

ENVELOPE

NO. EL.

TYPE

STRENGTH

TABULAR TEST DATA

CLASS

C or Pc-TSF

SlS So,Wd,Ox

Br&T

CS,rt,Ox Br

No Sample

CS,Ox Br&lBr

CS,Ox Br

F0.2624 M T

No Sample

F Wd,G T

No Sample

CS,Ox M,SlS,Ox CS,Ox

No Sample

(31)

(43)

CS,Ox lGr

(29)

(46)

0.1643 CS,Ox lGr(35)

(79)

CS,Ox (35)

CS,Ox,Tr,G (41)

F0.2570 CS,Ox (70)

CS,Ox (67)

0.2200 CS,Ox,Tr,G

(30)

SlS vSt,Ox gnGr (26)

No Sample vSt,SlS,Ox gnGr(22)

32.0

1 66.6 S 32.0 0.000 ML

30°37'34.799" 91°6'6.584" (U)

BOR. CR-4U (92-05)

STA.100+58

242 FT. LT. OF C/L

Date: 3/23/1992

GROUND EL. 75.9W or D10

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE B-100.

FOR LOCATION OF BORINGS SEE PLATE C-102 & C-103.

NOTES

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

-1 .d g n

B-104

C R

-5 U

B O

G L

O G

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

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

I N

D E

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

N E

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 A

R S

T R

E N

G T

T .S

ENVELOPE

NO. EL.

TYPE

STRENGTH

TABULAR TEST DATA

CLASS

C or Pc-TSF

CS,rt

CS,cc

CS,Ox

Wd T&Y

0.2185 M,Wd T&R

0.2259 M,CS T

CS,G,Ox

(24)

CS,G,Ox Gr(37)

CS,Ox gnGr(31)

CS,Ox (46)

(36)

(65)

(40)

0.1514 CS,Ox

(59)

St,Ox (16)

SlS vSt,Ox gnGr

(23)

38.0

1 74.7 R 38.0 0.000 SM

ON C/L

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

30°37'36.797" 91°6'7.711" (U)

BOR. CR-5U (92-05)

STA.100+00

Date: 3/19/1992

GROUND EL. 76.7W or D10

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE B-100.

FOR LOCATION OF BORINGS SEE PLATE C-102 & C-103.

NOTES

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

-1 .d g n

B-105

C R

-6 U

B O

G L

O G

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

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

I N

D E

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

N E

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 A

R S

T R

E N

G T

T .S

ENVELOPE

NO. EL.

TYPE

STRENGTH

TABULAR TEST DATA

CLASS

C or Pc-TSF

CS,Ox Br&Y

No Sample

Ox T&Gr

(10)

0.1800 M,Ox (6)

0.2100 M,C,Ox

T&Br (7)

CS (27)

St,Ox

(2) vSt,Ox gnGr(36)

M,Ox Gr(9)

CS,Ox gnGr(28)

Ox (38)

CS,Ox (42)

CS,Ox

(18)

SlS vSt,Ox gnGr (18)

30°37'42.096" 91°6'7.189" (U)

BOR. CR-6U (92-05)

STA.99+70

100 FT. RT. OF C/L

WATER TABLE 0.0 FT.

Date: 3/17/1992

GROUND EL. 75.9W or D10

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE B-100.

FOR LOCATION OF BORINGS SEE C-102 & C-103.

NOTES

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

-1 .d g n

B-106

C R

-7 U

B O

G L

O G

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20

S U

B M

E D

B Y

C H

E C

K E

D B

D R

A W

N B

D E

N E

D B

C O

N T

R A

C T

N O

S O

N N

U E

D A

T E

S I Z

M A

R K

D E

S C

N D

A T

SHEET ID

®of Engineers

US Army Corps

N E

W O

R L

E A

N S

L A

E A

K E

A V

E N

E W

O R

L E

A N

S D

T U

A R

M Y

C O

R P

S O

F E

N G

E R

S F

L O

O D

C O

N T

R O

L A

E R

R A

N D

T R

T A

S L

C O

E R

R B

A S

O M

E R

N P

R O

J E

C T

C O

E R

R D

R S

S T

R U

C T

U R

E N

A M

E N

U M

B E

Z X

X X

-2

-B -0

A P

A N

S I

J L

B R

A D

L E

Y P

/L K

D /S

D B

J E

R E

M Y

D L

A S

T E

R E

C R

W A

U G

A M

A N

.E .H

-4 -4

E A

S T

B A

T O

N R

O U

G E

P A

L O

R E

A D

Y F

O R

A D

V E

R T

M E

N T

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET…

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