20230713-W912P823B0064_Plans 1.pdf

PDF 20 MB Posted Aug 9, 2023

Attached to: COMITE RIVER DIVERSION CHANNEL REACH 1 Federal contract opportunity
Solicitation number: W912P823B0064
Issued by: Department of the Army Corps of Engineers Engineering District New Orleans

About this file

Written by GovTribe AI · Dec 21, 2023

This file contains plans related to a federal solicitation for the Comite River Diversion Channel Reach 1 project. The solicitation number is W912P823B0064 and was issued by the Department of the Army Corps of Engineers Engineering District New Orleans. It requests proposals for construction services to build Reach 1 of the Comite River Diversion Channel in Louisiana. Responses are due by July 13, 2022. Construction is slated to begin in early 2023 with an expected completion date of December 2024. Small businesses, veteran-owned small businesses, service-disabled veteran-owned small businesses, HUBZone small businesses, small disadvantaged businesses, and women-owned small businesses are encouraged to apply.

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Other files for this federal contract opportunity

Other files attached to COMITE RIVER DIVERSION CHANNEL REACH 1, newest first.
File	Type	Posted
W912P823B0064 FINAL Bid Abstract Bids 1-6 crz rev1a.pdf	PDF	Sep 20, 2023
W912P823B0064 FINAL Bid Abstract Bids 1-6 crz.pdf	PDF	Sep 19, 2023
W912P823B00640003 FINAL SF30 only.pdf	PDF	Sep 7, 2023
W912P823B00640003 FINAL Drawings only.pdf	PDF	Sep 7, 2023
W912P823B00640002 FINAL SF30 9-6-23.pdf	PDF	Sep 6, 2023
W912P823B00640001 FINAL SF30 8-21-23 and Drawings.pdf	PDF	Aug 21, 2023
20230713-W912P823B0064_Plans 3.pdf	PDF	Aug 9, 2023
20230713-W912P823B0064_Plans 4.pdf	PDF	Aug 9, 2023
20230713-W912P823B0064_Plans 5.pdf	PDF	Aug 9, 2023
20230713-W912P823B0064_Plans 2.pdf	PDF	Aug 9, 2023
W912P823B0064 Advertisement Specs for Comite River Diversion Channel Reach 1_Ed 20-003.pdf	PDF	Aug 9, 2023
W912P823B0064 FINAL Solicitation w-o Specs - Plans 8-9-23.pdf	PDF	Aug 9, 2023

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EAST BATON ROUGE PARISH, LOUISIANA

COMITE RIVER DIVERSION CHANNEL REACH 1

COMITE RIVER BASIN

FLOOD CONTROL, AMITE RIVER AND TRIBUTARIES, LOUISIANA

W912P823B0064

NEW ORLEANS DISTRICT

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SOLICITATION NO.:

CONTRACT NO.:

PROJECT AREA

A T

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A R K A N S A S

SHREVEPORT

MONROE

E R

VICKSBURG

NATCHEZ

ALEXANDRIA

R E

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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

P I

SCALE OF MILES

40 400 80 120 160 200

CITY

MORGAN

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A C

NEW

ORLEANS

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PROJECT

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VICINITY MAP E

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INDEX OF DRAWINGSNO.

NOTE: FOR BENCHMARK DESCRIPTIONS SEE DRAWING G-03

NO. INDEX OF DRAWINGS NO. INDEX OF DRAWINGS

SOIL BORINGS

CIVIL

GENERAL

BORING CR-29U

BORING CR-27U

BORING CR-28

SOIL BORING LEGEND

SETTLEMENT GAGES AND TIMBER MAT BRIDGE DETAILS

TRUCK WASHDOWN RACK DETAILS, PLANS AND PROFILES

SILT FENCE, STRAW BALE, ACCESS ROAD, AND

60" CULVERT FLAP GATE DETAILS

CULVERT DETAILS

CROSS SECTIONS

TYPICAL SECTIONS

CHANNEL EXCAVATION PLAN AND PROFILE

CULVERT PROFILE

CULVERT PLAN

DRAINAGE DITCH TYPICAL SECTIONS

DRAINAGE DITCH PLAN

EROSION CONTROL PLAN

ACCESS AND CLEARING AND GRUBBING PLAN

OVERALL PLAN

CHANNEL CENTERLINE, AND RIGHT OF WAY

TABULATION OF ACCESS, STAGING AND STOCKPILE AREAS,

LEGEND, NOTES, BENCHMARKS, AND UTILITY DISPOSITIONS

PROJECT LOCATION AND VICINITY MAP

COVER SHEET

B-04

B-03

B-02

B-01

C-17

C-16

C-15

C-14

C-13

C-12

C-11

C-10

C-09

C-08

C-07

C-06

C-05

C-04

C-03

C-02

C-01

G-04

G-03

G-02

G-01

MECHANICAL

CIVIL

GENERAL

48" FORCE MAIN RELOCATION AT BARNETT ROAD DRAWINGS

REFERENCE DRAWINGS

LADOTD SPECIAL DETAILS

M.4

M.3

M.2

M.1

C.11

C.10

C.9

C.8

C.7

C.6

C.5

C.4

C.3

C.2

C.1

G.2

G.1

RD-05

RD-04

RD-03

RD-02

RD-01

CONDUIT DETAILS

LINESTOP AND VAULT DETAILS

MECHANICAL DETAILS

MECHANICAL PLAN AND PROFILE

FORCE MAIN PLAN PROFILE 2

FORCE MAIN PLAN PROFILE 1

DRIVEWAY DETAILS

CIVIL DETAILS - 1

TIE IN DETAILS

BYPASS PLAN

BRIDGE FENCING PLAN

SITE CONTOURS AND GRADING PLAN

UTILITY BRIDGE ELEVATION

UTILITY BRIDGE SITE LAYOUT

OVERALL SITE LAYOUT

GENERAL NOTES

TITLE SHEET

ENERGY TRANSFER 30" PIPELINE

ENERGY TRANSFER 24" PIPELINE

LADOTD SPECIAL DETAIL HW-90RCP2

STANDARD PLANS

STRUCTURAL

END OF ROAD INSTALLATION

CHAIN LINK SECURITY FENCE

FIELD AND LINE TYPE FENCE

FORCE MAIN DETAILS

BEDDING/BACKFILL DETAILS

PIPE SUPPORT DETAILS

CMU WALL DETAILS

TRANSITION MAT DETAILS

SECTIONS AND DETAILS

SECTION AND DETAILS

PILE LAYOUT

ELEVATIONS

GENERAL NOTES

905-40-5

905-40-1

902-03

902-01

804-01-3

804-01-2

804-01-1

801-01

S.9

S.8

S.7

S.6

S.5

S.4

S.3

S.2

S.1

ZACHARY

HWY 67

HWY 61

HWY 964

MISSISSIPPI RIVER

COMITE RIVER19-036C-1

19-036C-8

21-067C-03

HWY 19

BAKER

3000' 3000' 6000' 9000' 12000'0'

SCALE

LOCATION MAP

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DESCRIPTION

LOCATIONBENCHMARKS

TABULATION OF BENCHMARKS

GENERAL NOTES

19-036C-1

ELEV: 89.59 NAVD88 (2006.81)

LONG: 91° 12' 33.43682" W

LAT: 30° 37 20.76976" N

E: 3319852.58

N: 771884.64

FLUSH WITH THE GROUND SURFACE AND STAMPED 19-036C-1 2019.

LIMESTONE DRIVEWAY, AND 2.3 FEET WEST OF A 6" TREATED POST ON THE FENCE LINE. SET

8.0 FEET NORTH/NORTHWEST OF A FENCE CORNER, 17.0 FEET EAST OF THE EAST EDGE OF A

COVER SET IN CONCRETE. LOCATED 52 FEET NORTH OF THE CENTERLINE OF CARNEY ROAD,

(A DEPTH OF 24 FT.) AND SET IN AN ALUMINUM FLANGE ON A 6" PVC PIPE WITH AN ACCESS

OF ENGINEERS, NEW ORLEANS DISTRICT STAINLESS STEEL ROD DRIVEN TO REFUSAL

STATION WILL BE NEAR A FENCE CORNER AT 1057 CARNEY ROAD. THE STATION IS A CORPS

AND PROCEED EAST FOR 0.95 MILES, THEN TURN LEFT ONTO A DRIVEWAY, AND THE

IN A NORTHEASTERLY DIRECTION FOR 0.75 MILES, THEN TURN RIGHT ONTO CARNEY ROAD

FOR 2.4 MILES TO BARNETT ROAD, THEN TURN LEFT ONTO BARNETT ROAD AND PROCEED

AND HIGHWAY 61 JUST WEST OF ZACHARY, LA. PROCEED SOUTH ON HIGHWAY 61

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

BAKER, LA., 3.64 MILES WEST/SOUTHWEST OF ZACHARY, LA., AND 8.73 MILES EAST OF

THE STATION IS LOCATED IN EAST BATON ROUGE PARISH, 3.42 MILES NORTHWEST OF

19-036C-8

ELEV: 89.54 NAVD88 (2006.81)

LONG: 91° 13' 45.89928" W

LAT: 30° 38' 50.64173" N

E: 3313512.81

N: 780958.37

AND STAMPED 19-036C-8 2019.

HYDRANT, AND 2.3 FEET NORTH OF A POWER POLE. SET FLUSH WITH THE GROUND SURFACE

EAST OF THE CENTERLINE OF BARNETT CUT-OFF ROAD, 20.0 FEET SOUTHWEST OF A FIRE

ALUMINUM FLANGE ON A 6" PVC PIPE WITH AN ACCESS COVER SET IN CONCRETE, 24.5 FEET

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

OF THE ROAD AT A POWER POLE. THE STATION IS A CORPS OF ENGINEERS, NEW ORLEANS

THEN TURN RIGHT ONTO BARNETT CUT-OFF ROAD AND TO THE STATION ON THE LEFT SIDE

HIGHWAY 64 JUST WEST OF ZACHARY, LA. PROCEED EAST ON HIGHWAY 64 FOR 1.10 MILES,

VENTRESS, LA. TO REACH THE STATION FROM THE INTERSECTION OF HIGHWAY 61 AND

5.47 MILES NORTHWEST OF BAKER, LA., AND 10.93 MILES EAST/SOUTHEAST OF

THE STATION IS LOCATED IN EAST BATON ROUGE PARISH, 4.35 MILES WEST OF ZACHARY, LA., G -0

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DISPOSITION

OF THE COMITE RIVER DIVERSION CHANNEL REACH 1

TABULATION OF FACILITIES WITHIN THE LIMITS OF CONSTRUCTION

ITEM OWNER DESCRIPTION

48" DUCTILE IRON SEWER PIPE * * (1) (B)

UNDERGROUND COMMUNICATIONS LINE

UNDERGROUND COMMUNICATIONS LINEAT&T

DEMCO

CITY OF ZACHARY

OVERHEAD ELECTRICAL LINES AND POLES

8" PVC WATER LINE

CITY OF ZACHARY

ENERGY TRANSFER

2" HDPE GAS LINE

ENERGY TRANSFER DO NOT DISTURB

DO NOT DISTURB

AT&T

UNDERGROUND COMMUNICATIONS LINECOX COMMUNICATIONS

SEWERAGE COMMISSION (EBROSCO)

EAST BATON ROUGE

DO NOT DISTURB

SHELL

EXXON

MARATHON

ORX

24" GAS PIPELINE

30" GAS PIPELINE

24" GAS PIPELINE

16" GAS PIPELINE

20" GAS PIPELINE

16" GAS PIPELINE

CENTURYLINK UNDERGROUND COMMUNICATIONS LINE DO NOT DISTURB

DO NOT DISTURBLEVEL 3 UNDERGROUND FIBER OPTIC LINE

CENTURYLINK

OVERHEAD COMMUNICATIONS LINE

DO NOT DISTURB

UNDERGROUND FIBER OPTIC LINE

AT&T

ABBREVIATIONS

MAXIMUM

MIN MINIMUM

MISC MISCELLANEOUS

W WIDTH

EBR

MAX

EAST BATON ROUGE

PRIMARY BENCHMARKPBM

REINFORCED CONCRETE PIPE

HEIGHTHT

ROW

R/W RIGHT OF WAY

HWY

RCP

HIGHWAY

DIAMETER

BOTTOMBOT

CMP

C/L

TYP

EXIST EXISTING

APPROXIMATE

TYPICAL

CENTER LINE

APPROX

DIA

SPEC

EL ELEVATION

CORRUGATED METAL PIPE

DRAWING

SPECIFICATIONS

DWG

LEGEND

WATER

STOCKPILE AREA

STAGING AREA

SEWER LINES

SECTION LINES

ROADWAY

REQUIRED RIGHT OF WAY

PROJECT BENCHMARK

OVERHEAD POWER LINES

GAS PIPELINE

EXISTING FENCE

DRAINAGE DITCH

EBR PARISH RIGHT OF WAY

CONSTRUCTION ACCESS WITHIN

COMMUNICATION UTILITY LINES

CHANNEL EXCAVATION AREA

CHANNEL CENTERLINE

AND TOP OF BANK

CHANNEL BOTTOM EDGE OF CUT

BORING

ACCESS ROAD

AT&T OVERHEAD COMMUNICATIONS LINE DO NOT DISTURB

DO NOT DISTURB

OPTION WORK AREA

* * (2) (B)

OPTION WORK AREA

* * (2) (B)

(B) CONCURRENT WITH CONSTRUCTION

(A) PRIOR TO CONSTRUCTION

(2) BY OWNER

(1) BY CONTRACTOR

TO BE REMOVED BY CONTRACTOR CONCURRENT WITH CONSTRUCTION ONCE OPTION WORK HAS BEEN AWARDED.

(* * *) TO BE CUT AND CAPPED BY THE OWNER CONCURRENT WITH CONSTRICTION.

(* *) RELOCATION

W WATER

E ELECTRICAL

G GAS

C COMMUNICATIONS

S SEWER

(PRIMARY)

21-067C-03

ELEV: 91.318 NAVD88 (2006.81)

LONG: 91° 13' 49.28343" W

LAT: 30° 36' 57.81226" N

E: 3313227.43

N: 769558.62

US HIGHWAY 61 NORTH BOUND LANE CENTERLINE.

MARK IS 57 FEET NORTHWEST OF BARNETT ROAD CENTERLINE, 200 FEET EASTERLY OF

PROCEED NORTHEASTERLY ALONG BARNETT ROAD FOR 357.25 FEET TO THE MARK ON THE LEFT.

FROM THE INTERSECTION OF BARNETT ROAD AND THE NORTH BOUND LANE OF US HIGHWAY 61

BENCHMARKS ARE PROVIDED FOR INFORMATION ONLY. SPECIFIC NOTES AND SPECIFICATIONS CONTINUE THROUGHOUT PLAN.

16. 21-067C-03 IS IDENTIFIED AS THE PRIMARY BENCHMARK. THE CONTRACTOR SHALL USE THE PRIMARY BENCHMARK FOR ALL CONSTRUCTION WORK. OTHER

NO IMPACTS WILL BE COMPENSABLE FOR WORKING AND COORDINATING WITH ADJACENT CONTRACTORS.

(BAYOU BATON ROUGE AND HIGHWAY 61) CONCERNING ACCESS, CHANNEL TRANSITIONS, TRAFFIC CONTROLS, EMBANKMENT STOCKPILES, AND UNWATERING.

15. THE CONTRACTOR WILL BE REQUIRED TO COORDINATE WITH THE CONTRACTOR(S) WORKING ON THE ADJACENT COMITE DIVERSION CHANNEL PROJECTS

SHALL BE KEPT MOIST WITH WATER BY MEANS OF A WATER TRUCK. DUSTY MATERIALS IN PILES OR IN TRANSIT SHALL BE COVERED TO PREVENT BLOWING.

14. DUST CONTROL - CONTRACTOR SHALL TAKE REASONABLE MEASURES TO PREVENT UNNECESSARY DUST. EACH ROADWAY SURFACE SUBJECT TO DUSTING

13. ALL WATER FROM UNWATERING DURING CONSTRUCTION SHALL BE PUMPED INTO BAYOU BATON ROUGE AND TRIBUTARIES.

REMOVED DURING CLEARING AND GRUBBING.

12. THE PROJECT RIGHT OF WAY SHALL BE FREE AND CLEAR OF OBSTRUCTIONS. ALL ABANDONED STRUCTURES WITHIN THE PROJECT RIGHT OF WAY SHALL BE

11. ALL TREES WITHIN RIGHT OF WAY SHALL BE EITHER BURNED, CHIPPED, OR HAULED OFF-SITE.

PLACE EXCAVATED CHANNEL MATERIAL IN THE STOCKPILE AREAS UP TO THE MAXIMUM LIMITS INDICATED.

10. EXCAVATED CHANNEL MATERIAL SHALL BE PLACED IN THE STOCKPILE AREAS TO THE MANDATORY MINIMUM LIMITS INDICATED. THE CONTRACTOR MAY

9. FOR END OF ROAD INSTALLATION AND TRAFFIC SIGNAGE REFER TO ATTACHED SEWER FORCE MAIN DRAWINGS (C.8, 905-40).

NO ADDITIONAL COST TO THE GOVERNMENT.

8. ACCESS ROADS SHALL BE DESIGNED AND MAINTAINED BY THE CONTRACTOR DURING CONSTRUCTION INCLUDING GRADING AND ADDITIONAL SURFACING AT

RIGHT OF WAY. SHARED ACCESS WITH HIGHWAY 61 CONTRACTOR WILL BE AVAILABLE VIA HIGHWAY 61 AND HIGHWAY 61 BYPASS ROAD.

7. ACCESS TO WORK AREA WILL BE VIA EXISTING ROADS IN EAST BATON ROUGE PARISH, SHOWN ON DRAWINGS AS TEMPORARY ACCESS WITHIN EBR PARISH

6. AERIAL PHOTOGRAPHY FLOWN (2018).

5. ELEVATIONS ARE IN FEET AND REFER TO NAVD88 (2006.81) UNLESS OTHERWISE NOTED.

4. HORIZONTAL DATUM IS LOUISIANA STATE PLANE COORDINATES (1702).

3. THE DESCRIPTIONS OF HORIZONTAL AND VERTICAL POINTS ARE AVAILABLE FROM THE NEW ORLEANS DISTRICT SURVEY SECTION (504) 862 -1852.

2. FOR SEWER FORCE MAIN RELOCATION PLANS, SEE ATTACHED DRAWINGS AT THE END OF THE PLAN SET.

1. THESE NOTES ARE GENERAL IN NATURE AND APPLY THROUGHOUT THE PROJECT. SPECIFIC NOTES AND SPECIFICATIONS CONTINUE THROUGHOUT PLAN.

OPTION WORK AREA

* * (2) (B)

DEMCO OVERHEAD ELECTRICAL LINES AND POLES

OPTION WORK AREA

* * (2) (B)

G-04

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

C H

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Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

CLEARING AND GRUBBING

LIMITS OF WORK

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

3312915.141

3313701.149

3313084.236

3313127.854

3313498.358

3315125.252

3316722.034

3319300.962

3319083.274

3314464.297

3314508.171

3314465.010

3314364.648

3313718.025

3313633.311

3313631.683

3312987.489

17 770403.298

770250.240

769344.560

769248.903

769750.407

769781.972

770225.498

770700.324

771754.509

770862.025

770909.861

770951.570

770842.144

770713.137

770721.305

770637.113

770764.454

POINT NO.

STATE PLANE COORDINATES

(OFFSET)

C/L STATION

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

POINT NO.

STATE PLANE COORDINATES

(OFFSET)

C/L STATION

NORTH STOCKPILE AREA

SOUTH STOCKPILE AREA TEMPORARY ACCESS

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

CHANNEL CENTERLINE

3319111.594

3314044.310

3312952.170

771414.942

770368.550

770588.144

343+99.29

395+73.57

406+87.00

C/L STATION

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

TEMPORARY STAGING AREA

10 3314590.276

3314790.276

3314590.276

770887.159

770787.159

3313567.733

3315098.018

3316708.539

3319237.947

3319149.870

3314541.662

3314566.293

3314536.490

3314076.744

3313713.302

10 769811.775

769843.621

770284.021

770751.066

771230.899

770279.274

770154.887

770096.290

770001.940

769981.787

399+30.46 (640')

386+47.21 (727')

369+80.90 (622')

344+00.00 (676')

344+00.00 (188')

391+00.00 (188')

391+00.00 (315')

391+46.05 (366')

395+73.57 (368')

398+21.25 (444')

18 3311995.924

3313682.417

3313702.417

3311986.348

3314348.538

3314464.297

3314590.276

3314790.276

3314590.276

3314435.934

3313434.874

3313581.087

3313579.877

3313479.561

771468.745

771361.477

770716.570

770714.642

771361.477

771489.515

770771.041

770862.025

770887.159

770787.159

770862.098

770831.317

769749.089

769752.012

769812.537

769810.029

POINT NO.

Y - COORDINATEX - COORDINATE

STATE PLANE COORDINATES

LIMITS OF OPTION WORK AREA

15A

3312915.141

3313701.149

3313356.648

3313498.358

3314216.888

3314045.819

3313718.025

3313633.311

3313631.683

3312987.489

770403.298

770250.240

769747.465

769750.407

770555.287

770519.961

770713.137

770721.305

770637.113

770764.454

3312921.709

3313920.141

3314044.704

3319143.951

3319079.625

3314229.239

3314043.916

3312985.588

770432.579

770231.325

770206.217

771258.727

771570.231

770568.753

770530.489

770743.916

9 3317407.882

3319072.660

3319057.007

3318863.122

3318583.257

3318542.268

3318348.664

3318343.956

3317389.609

771255.032

771598.905

771684.124

771644.866

771571.834

771557.003

771514.433

771535.339

771366.166

361+00.00 (188')

344+00.00 (188')

344+00.00 (275')

346+00.00 (275')

348+90.00 (260')

349+33.00 (254')

351+33.00 (254')

351+33.00 (273')

361+00.00 (300')

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

C O

E R

R B

A S

E A

S T

B A

T O

N R

O U

G E

P A

L O

E D

-2

-0

H -1

-4

S .J

U R

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J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

1' 2'

EXISTING GROUND EXISTING GROUND

EL. VARIES 65.8 TO 75.0

EXISTING GROUND

EL. VARIES 69.4 TO 62.4

EXISTING GROUND

EL. VARIES 72.0 TO 69.4

EL. VARIES 62.4 TO 65.8

NOT TO SCALE

C/L STA. 350+33 TO 353+22

DITCH 2 TYPICAL SECTION

NOT TO SCALE

C/L STA. 353+22 TO 361+00

DITCH 1 TYPICAL SECTION

C L

1V:

1V:3H 1V:3H 1V:

C-06

D R

A G

E D

H T

Y P

L S

E C

N S

C -0

.d g n

NOT TO SCALE

C/L STA. 346+55 TO 350+33

DITCH 3 TYPICAL SECTION

C L

1V:

1V:3H

NOT TO SCALE

C/L STA. 344+00 TO 346+55

DITCH 3 TYPICAL SECTION

C L

1V:

1V:3H

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

C O

E R

R B

A S

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

T P

W P

A W

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

U L

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

2 3

4 5

60" FLAP GATE

EXISTING GROUND

C U

L V

E R

T P

R O

E S

DITCH BOTTOM

COMPACTED NORTH BERM

INV. 59.78

CHANNEL C/L STA. 350+33

0+00.00 =

24" GROUTED RIPRAP R-650

SEE SHEET RD-01 FOR DETAILS

HEADWALL

SEE SHEET C-14

SEPARATOR FABRIC

WITH GEOTEXTILE

12" R-90 RIPRAP

INV. 61.65

1+54.00=

INV. 62.4

NORTH DITCH C/L STA. 350+33

2+15.00=

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

C O

E R

R B

A S

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

T P

W P

A W

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

U L

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

2 3

4 5

B 1 :1

1+00

E L

E V

A T

N A

V D

-0+75 -0+50 -0+25-1+00

(3) 60" RCP

STATIONING ALONG CULVERT

2+000+00 1+25 1+500+750+50

1+750+25

E L

E V

A T

N A

V D

C -0

.d g n

1V:20H

1V :3

2+25 2+50

1V :3

AT CHANNEL C/L STATION 350+33

154 L F @ 1.21%

60" RCP

C-08

40'

15'

GEOTEXTILE SEPARATOR/FILTER FABRIC

(CRUSHED STONE)

6" BEDDING MATERIAL

LIMIT OF TURF ESTABLISHMENT

GEOTEXTILE SEPARATOR/FILTER FABRIC

(CRUSHED STONE)

6" BEDDING MATERIAL

AT A LATER DATE

TO BE REMOVED BY ADJACENT CONTRACTOR

EARTHEN MATERIAL FROM EXCAVATION

12" CHANNEL RIPRAP R-90

COMPACTED FILL

SLOPED TO DRAIN

10' MAX CROWN

MIN. MANDATORY EL. 80.0'

TABULATIONS "RIGHT OF WAY".

FOR LIMITS, SEE DWG. G-04:

LIMIT OF TURF ESTABLISHMENT

COMPACTED FILL

SLOPED TO DRAIN

10' MAX CROWN

MIN. MANDATORY EL. 80.0'

MIN. 60'MAX. ALLOWABLE EL. 98.0'

40'

15'

GEOTEXTILE SEPARATOR/FILTER FABRIC

(CRUSHED STONE)

6" BEDDING MATERIAL

LIMIT OF TURF ESTABLISHMENT

12" CHANNEL RIPRAP R-90

COMPACTED FILL

SLOPED TO DRAIN

10' MAX CROWN

MIN. MANDATORY EL. 80.0'

LIMIT OF TURF ESTABLISHMENT

TABULATIONS "RIGHT OF WAY".

FOR LIMITS, SEE DWG. G-04:

1V:3H

SEE SHEETS C-05 AND C-07

AND ELEVATION VARIES

DITCH BOTTOM WIDTH

1V:3H

SEE SHEETS C-05 AND C-07

AND ELEVATION VARIES

DITCH BOTTOM WIDTH

SEMI-COMPACTED FILL

(SEE CROSS SECTIONS AND PROFILE)

CHANNEL EXCAVATION DEPTH VARIES

LIMIT OF TURF ESTABLISHMENT

24" GROUTED RIPRAP R-650

MIN. 60'

COMPACTED FILL

SLOPED TO DRAIN

10' MAX CROWN

MIN. MANDATORY EL. 80.0'

TABULATIONS "RIGHT OF WAY".

FOR LIMITS, SEE DWG. G-04:

COMPACTED FILL

SLOPED TO DRAIN

10' MAX CROWN

MIN. MANDATORY EL. 80.0'

1V:3H

SEE SHEETS C-05 AND C-07

AND ELEVATION VARIES

DITCH BOTTOM WIDTH

SEMI-COMPACTED FILL

(SEE CROSS SECTIONS AND PROFILE)

CHANNEL EXCAVATION DEPTH VARIES

(SEE CROSS SECTIONS AND PROFILE)

CHANNEL EXCAVATION DEPTH VARIES

MAX. ALLOWABLE EL. 103.0'

EL. 78.0

CHANNEL TOP OF BANK

EL. 78.0

CHANNEL TOP OF BANK

EL. 78.0

CHANNEL TOP OF BANK EL. 78.0

CHANNEL TOP OF BANK

40'

EL. 78.0

CHANNEL TOP OF BANK

EL. 78.0

CHANNEL TOP OF BANK

MIN. 60'

40'

15'

(CRUSHED STONE)

6" BEDDING MATERIALGEOTEXTILE SEPARATOR/FILTER FABRIC

40'

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

TYPICAL CHANNEL SECTION

NOT TO SCALE

SOUTH SIDE NORTH SIDE

LIMIT OF ROW LIMIT OF ROW

CHANNEL

DIVERSION

COMITE

C/L

H3:

V1 H3:V1

C -1

.d g n

H3:V1

TRANSITION DETAIL

NOT TO SCALE

TO TIE INTO AT A LATER DATE

MATERIAL FOR THE ADJACENT CONTRACTOR

10' SHALL BE ROLLED UP UNDER EARTHEN

TO ADJACENT CHANNEL

TIE-IN FROM EXISTING CHANNEL

10' MIN.

VARIES BASED ON ROW

CROWNWIDTH

H3:

V1H7:V1

DRAIN

SLOPE TO

1V:100H

H3:V1

DRAIN

SLOPE TO

1V:100H

10' MIN.

VARIES BASED ON ROW

CROWNWIDTH

H7:V1

H3:

TYPICAL CHANNEL SECTION

NOT TO SCALE

NORTH SIDE

LIMIT OF ROW LIMIT OF ROW

CHANNEL

DIVERSION

COMITE

C/L

H3:

V1 H3:V1

10' MIN.

VARIES BASED ON ROW

CROWNWIDTH

H3:

V1H7:V1

DRAIN

SLOPE TO

1V:100H

H3:V1

C/L STA. 361+00 TO C/L STA. 407+00 T

A L

S E

C T

AND C/L STA. 351+33 TO C/L STA. 361+00

C/L STA. 344+00 TO C/L STA. 349+33

SOUTH SIDE TYPICAL CHANNEL SECTION

NOT TO SCALE

SOUTH SIDE NORTH SIDE

LIMIT OF ROW

CHANNEL

DIVERSION

COMITE

C/L

10' MIN.

VARIES BASED ON ROW

CROWNWIDTH

H3:

V1H7:V1

DRAIN

SLOPE TO

1V:100H

H3:V1

LIMIT OF ROW

H3:V1DRAIN

SLOPE TO

H3:

C/L STA. 349+33 TO C/L STA. 351+33

STOCKPILE BERMS ON THE SOUTH SIDE SHALL NOT EXCEED ELEVATION +103.0 NAVD 88 (2006.81).

5. STOCKPILE BERMS ON THE NORTH SIDE SHALL NOT EXCEED ELEVATION +98.0 NAVD 88 (2006.81).

4. CHANNEL EXCAVATION DEPTH SHALL HAVE CONSTANT SLOPE AS SHOWN.

3. CHANNEL SIDE SLOPES ARE 1V:3H.

2. CHANNEL BOTTOM WIDTH IS 15 FEET.

1. 12" CHANNEL RIPRAP R-90 SHALL BE PLACED TO ELEVATION +78.0 NAVD 88 (2006.81).

NOTES:

DRAIN

SLOPE TO

H3:V1

HIGHWAY 61 CONTRACTOR STOCKPILING WEST OF BARNETT ROAD TO C/L STATION 407+00.

SOUTH SIDE STOCKPILE TERMINATES AT C/L STATION 396+00.

H3:

V1 H3:V1

C-10

EL. 34.87

EL. 34.79

EL. 34.69

EL. 34.59

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

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-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

120 340360380400

40 60 80 100

300240220 280260

280220

-540

160 500440420 480460200140 320180 640-140 680620-400-380-440-420 -360 660-80 700-120 -60 560540 600580520-260-280-300-320

-240-460-480-500-520 -340 -160-180-200-220

-660-680-700-720

-640

-740 -560-580-600-620

180120100 160140 680620400 66040 380320300 3603408020 20060 580520500 560540

345+32

440-20 720640 700 740480420 600460

-100

-200 -140-120-180-160-700 -640 -420-680 -60-400 -340-320-380-360 -100 -40-220 -80-600 -540-520-580-560

-580 -520 280-560

-460

350+00

0-660-720-740 -500 -440-620 -480

100120140160

-240-260-280-300

260200180 240220

-540 460400380 440420-200 -140 680-180 320 660600580 640620360300 480340-100 -40 -20-80 -60

740-40 -20 720

720-280-300 -160-220-240 740700-260 -120-480 -420-400-460-440

-700

-340-680 -620-600-660-640 -380 -320-500 -360

500520540560-740

355+00

-720

160 380400420440

80 100120140

340280260 320300-580 200 540480460 520500240180 360220 660680700720-180-400-420-440-460 640-100-120-140-160 740560580600620-360 -300-280-340-320 0 6020 40-220-560 -500-480-540-520 -260 -200-380 -240-700-720 -680-740

-620

-660 -600

360+00

-640

-80 -60 -20-40

E L

E V

A T

N A

V D

E L

E V

A T

N A

V D

EXCAVATION: 5462 S.F.

FILL: 8511 S.F.

C -1

.d g n

EXCAVATION: 4762 S.F.

FILL: 9939 S.F.

RIPRAP AND BEDDING: 405 S.F.

C R

O S

S S

E C

N S

FILL

EXCAVATION

MATERIAL

RIPRAP/BEDDING

EXCAVATION: 5207 S.F.

RIPRAP AND BEDDING: 404 S.F.

EXCAVATION: 7066 S.F.

FILL: 6327 S.F.

RIPRAP AND BEDDING: 406 S.F.

.0 8 .5

STOCKPILE BERMS ON THE SOUTH SIDE SHALL NOT EXCEED ELEVATION +103.0 NAVD 88 (2006.81).

5. STOCKPILE BERMS ON THE NORTH SIDE SHALL NOT EXCEED ELEVATION +98.0 NAVD 88 (2006.81).

4. CHANNEL EXCAVATION DEPTH SHALL HAVE CONSTANT SLOPE AS SHOWN.

3. CHANNEL SIDE SLOPES ARE 1V:3H.

2. CHANNEL BOTTOM WIDTH IS 15 FEET.

1. 12" CHANNEL RIPRAP R-90 SHALL BE PLACED TO ELEVATION +78.0 NAVD 88 (2006.81).

NOTES:

1% 1 .5

FILL: 11,225 S.F.

C-11

EL. 34.50

EL. 34.41

EL. 34.31

EL. 34.21

.0 .0

.4 .4

EL. 34.12

H -1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

E L

E V

A T

N A

V D

E L

E V

A T

N A

V D

300240 280260

0 200140120 180160 700640420 68060 400340320 38036010040 22080 600540520 580560460-20-40 660 720740500440 620480-200-220 -80-140-160-700-720 -180-440 -60-400-420 -280-340-360 -100-120-380 -240-600-620 -480-540-560

-560-580

-580

-460-740 0-660-680

-500-520

365+00

-640

140160

40 60

-320 -260

-300

180 240100120 26080

200220-520 440460320 380400-180-200 420 680300 640660520 580600340360 620480-80-100 720-20-40-60 700-220-280 -140-160-300 -120 740-240-260-460-480 -340-400-420

-440-700 -320-660-680 -540-600-620 -360-380-640 -500

-740 0

560500

540-720

370+00

140 400

40 10020

60 80 180 240220160 300280-560 320260200 380 440420360 500480340 520460 620 680540560 700-160-420 640660600-60-120 -40 740-140 720580-80-100-200-260-240 -180-320-300 0-340 -280 -220-400-460-440 -380-520-500 -360-540 -480-660-720 -580-600-740

-680-700 -640 0

375+00

-620

-20

40 1008020 160140 40018012060 240 300280220 360340200 380320 440 500480420 560540 580520460 620640660680700 740600-20 720-40-60-80-100-120-140-160-180-200-220-240-260-280-300-320-340-360-380-400-440-460-480-500-520-540-560-580-600-620-700 -640 -420-680-660 0-740-720

380+00

20 20014080

120100 240180160 220 260280300320340360380400420440460480500520540560580600620640 740680-100 720700-20-40-60-80-240 -180 -120 660-160-140-280 -220-200-260-300-320-340-360-380-400-420-440-460-480-500-520-540-560-580-600-620-640-660-700-720

-740

385+00

-680

FILL

RIPRAP

EXCAVATION

21-C

C -1

.d g n

C R

O S

S S

E C

N S

EXCAVATION: 6546 S.F.

FILL: 8832 S.F.

EXCAVATION: 7151 S.F.

FILL: 8184 S.F.

RIPRAP AND BEDDING: 409 S.F.

RIPRAP AND BEDDING: 408 S.F.

FILL: 5162 S.F.

EXCAVATION: 9386 S.F.

RIPRAP AND BEDDING: 407 S.F.

EXCAVATION: 7462 S.F.

FILL: 9545 S.F.

RIPRAP AND BEDDING: 410 S.F.

1% 5%

FILL: 9674 S.F.

EXCAVATION: 6821 S.F.

RIPRAP AND BEDDING: 411 S.F.

STOCKPILE BERMS ON THE SOUTH SIDE SHALL NOT EXCEED ELEVATION +103.0 NAVD 88 (2006.81).

5. STOCKPILE BERMS ON THE NORTH SIDE SHALL NOT EXCEED ELEVATION +98.0 NAVD 88 (2006.81).

4. CHANNEL EXCAVATION DEPTH SHALL HAVE CONSTANT SLOPE AS SHOWN.

3. CHANNEL SIDE SLOPES ARE 1V:3H.

2. CHANNEL BOTTOM WIDTH IS 15 FEET.

1. 12" CHANNEL RIPRAP R-90 SHALL BE PLACED TO ELEVATION +78.0 NAVD 88 (2006.81).

NOTES:

EL. 34.02

EL. 33.93

EL. 33.74

EL. 33.83

EL. 33.70

H -1

-4

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C H

A N

N E

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E A

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J U

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S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

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C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

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B E

S I Z

S U

B M

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B Y

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S C

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D A

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M A

R K

D E

S C

C O

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R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

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N A

A N

S I

W P

2 3

4 5

E L

E V

A T

N A

V D

E L

E V

A T

N A

V D

0 260

0 20 40 60 80 100120140160180200220240-540 360 420280300 440 660-160 380400340 560 620480500 640460320 580600 700-60 740680-80 -20-40 720-140-200-180 -120-260-240 -100-280 -220-320-380-360 -300-440-420-680 -460 -400 -340-520-580-560 -500-640-620 -480-660 -600

-700-720

520540 0

-740

420360140 400

1206040 10080

300320180 240260280-560 160 500520380 440460200220 480340 700640620 680660-440 -380 -160-420 560-140 -80 -60-120-100 600540 720580-320-340 -200-260-280 20

-300 0-180-520-540 -400-460-480 -220-240-500 -360-740 -680-660-720-700

-600

-640 -580

-620

390+00

740-20-40

260280220

16018040 100120 660680140 40020 360380240 30032060 80 340200 560580440 500520540420 700-20 620640 720460480 740600-60-120-100 -40-180-160-420 -200 -140 -80-260-320-300 -240-380-360 -220-400 -340-460-520-500 -440-580-560-600 -540 -480-640-660-680-700-720-740 -620

395+00

-280

0 260

-700-720

520540 0

-740

400+00

0 260

-700-720

520540 0

-740

405+00

406+87

FILL

RIPRAP

EXCAVATION

31-C

C -1

.d g n

R O

S S

S E

C T

EXCAVATION: 7090 S.F.

FILL: 1216 S.F.

EXCAVATION: 6632 S.F.

FILL: 8188 S.F.

RIPRAP AND BEDDING: 412 S.F.

EXCAVATION: 7083 S.F.

RIPRAP AND BEDDING: 414 S.F.

HWY 61 CONTRACTOR

COMPLETED BY

STOCKPILE AREA

HWY 61 CONTRACTOR

COMPLETED BY

STOCKPILE AREA

HWY 61 CONTRACTOR

COMPLETED BY

STOCKPILE AREA

RIPRAP AND BEDDING: 414 S.F.

EXCAVATION: 7083 S.F.

FILL: NO FILL

RIPRAP AND BEDDING: 413 S.F.

EXCAVATION: 7057 S.F.

FILL: NO FILL

STOCKPILE BERMS ON THE SOUTH SIDE SHALL NOT EXCEED ELEVATION +103.0 NAVD 88 (2006.81).

5. STOCKPILE BERMS ON THE NORTH SIDE SHALL NOT EXCEED ELEVATION +98.0 NAVD 88 (2006.81).

4. CHANNEL EXCAVATION DEPTH SHALL HAVE CONSTANT SLOPE AS SHOWN.

3. CHANNEL SIDE SLOPES ARE 1V:3H.

2. CHANNEL BOTTOM WIDTH IS 15 FEET.

1. 12" CHANNEL RIPRAP R-90 SHALL BE PLACED TO ELEVATION +78.0 NAVD 88 (2006.81).

NOTES:

RELOCATION AREA

SEWER FORCE MAIN

NO STOCKPILE IN

EXCAVATED MATERIAL

BACK FILL WITH

CULVERT

5FT DIA.

FERTILIZING AND SEEDING

30 FT

R O

C K

E D

C H

I N

V E

R T

INLET SCOUR APRON

1V ON 3H

12" ROCK (R-90 GRADATION) GEOTEXTILE FABRIC

30'

15 FT15 FT

SEE SHEET RD-01

1V ON 3H

C L

1V ON 3H

N.T.S

EXCAVATE, PLACE CULVERT, BACKFILL DETAILS

COVER CULVERT

EL. VARIES

SEMI-COMPACTED FILL

MAXIMUM ALLOWABLE EMBANKMENT

SEMI-COMPACTED FILL

MAXIMUM ALLOWABLE EMBANKMENT

DITCH

C L

EXCAVATE CULVERT TRENCH

PLACE BEDDING MATERIAL

1V ON 7H

EL.(+)103.0

1V ON 7H

C U

L V

E R

T D

E T

C-14

C -1

.d g n

67.46 TO 64.78

EL. VARIES

(N.T.S.)

SECTION A

62.46 TO 63.70

EL. VARIES

(N.T.S.)

SCOUR APRON PLAN FOR RCP

60" RCP DETAILS

EL.(+)98.0

NOTE: DETAILS SHOWN ARE REQUIRED IF UNSTABLE MATERIAL IS ENCOUNTERED.

EL. 80.0

PLACE CULVERT AND BACKFILL

EL. 59.78

EL. 58.78

H -1

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-2

-0

H -1

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A N

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C O

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R D

R S

C H

A N

N E

L R

E A

C H

U L

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

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E A

N S

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N A

A N

S I

2 3

4 5

LIFTING EYE

FLANGED FLATBACK FLAP GATE

(PIVOT RADIUS) "D"

STAINLESS STEEL J-TYPE BOLT (4 PLACES)

FLAP GATE LINKAGE

FLAP GATE (DIA.)

"A"

HEAD WALL

60" RCP PIPE

FLAP GATE LINKAGE

FLAP GATE ASSEMBLY

FLAP GATE NOTES

FLAP GATE MANUFACTURER.

CONFIGURATION SHOULD BE VERIFIED WITH THE

AND BOLTS, AND NEOPRENE SEATS. MATERIALS

FRAME AND COVER, AS WELL AS STAINLESS STEEL LINKS

2. 60" FLAP GATE SHALL BE PROVIDED WITH AN ALUMINIUM

50' MAXIMUM SEATING HEAD.

1. FLAP GATE SHOULD BE SUITABLE FOR OPERATION ON

SCALE: N.T.S.

ELEVATION VIEW

SCALE: N.T.S.

FRONT VIEW

(HEAD WALL MOUNTING)

FLATBACK GATE

SECTION VIEW

SCALE: N.T.S.

DIMENSIONS

DIA. A B C D

60" 73.00" 36.50" 46.00" 76.00"

H -1

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F L

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R D

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C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

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B E

NEW ORLEANS DISTRICT

S O

N N

E N

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D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

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U M

B E

S I Z

S U

B M

E D

B Y

P L

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S C

A L

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L O

T D

A T

D A

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M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

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E A

N S

T R

N E

W O

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C-15

U L

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F L

A P

G A

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D E

T A

C -1

.d g n

10' O.C.

STEEL T-POSTS

7' LONG X 3 1/2" WIDE OR

ROUND WOODEN POSTS

SILT FENCE FABRIC

20'

MATERIAL

SURFACING

MATERIAL

SURFACING

EXCAVATION

AND DRAINAGE

MAT PLACEMENT

EXCAVATION

AND DRAINAGE

MAT PLACEMENT

1' 4'

20'

1' 4'

TO FORM A 4' WIDE PANEL)

TIMBERS BOLTED TOGETHER

TOP TIMBER MAT (1' X 1' X 20'

TO FORM A 4' WIDE PANEL)

TIMBERS BOLTED TOGETHER

BASE TIMBER MAT (1' X 1' X 12'

EXISTING GRADE

BACKFILL TRENCH TO

EDGE OF SHOULDER

30 FT RADIUS

(WEARING COURSE)

1V ON 4H SLOPE

2' TRANSITION OR

ACCESS ROAD VARIES

VARIES

GEOTEXTILE FABRIC

SEPARATOR EXISTING GROUND

NATURAL REPOSE

SIDE SLOPES

SURFACING

AGGREGATE DRIVEWAY

SURFACING MATERIAL

12" AGGREGATE DRIVEWAY

H -1

-4

F L

O O

D C

O N

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O L

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R A

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T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

L O

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

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S C

A L

E P

L O

T D

A T

D A

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M A

R K

D E

S C

C O

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R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

N E

W O

R L

E A

N S

T R

N E

W O

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O U

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A N

S I

W P

2 3

4 5

M A

C-16

A-1

SCALE: NOT TO SCALE

SILT FENCE TRENCH - DETAIL

SCALE: NOT TO SCALE

SILT FENCE - DETAIL

SCALE: NOT TO SCALE

TRUCK WASHDOWN RACK - PLAN

A-3

SCALE: NOT TO SCALE

TRUCK WASHDOWN RACK - PROFILE

MAT

TIMBER

BASE

MAT

TIMBER

BASE

MAT

TIMBER

BASE

MAT

TIMBER

TOP

MAT

TIMBER

TOP

MAT

TIMBER

TOP

C -1

.d g n

SCALE: NOT TO SCALE

P L

A N

S A

N D

P R

O F

A N

D T

R U

C K

W A

S H

D O

W N

R A

C K

D E

T A

T F

E N

C E

T R

A W

B A

L E

C C

E S

S R

O A

FLOW

WIDTH

BALE

EXCAVATE THE TRENCH. 1.

CONSTRUCTION OF A STRAW BALE BARRIER

TOGETHER AND STAKE.

PLACE BALES TIGHTLY2.

THE EXCAVATED SOIL.

BACKFILL AND COMPACT4.

WEDGING WITH STRAW).

BE CHINKED (FILLED BY

GAPS BETWEEN BALES SHALL3.

STRAW BALE DETAILS

SCALE: NTS

VARIES

SCALE: NOT TO SCALE

NEW ACCESS ROAD SURFACING DETAIL

ROAD

ACCESS

NEW

C/L

SLOPE TO DRAIN SLOPE TO DRAIN

NEW ACCESS ROAD ENTRANCE - PLAN

ACCESS ROAD VARIES

V A

PROFILE ARE SAMPLE DESIGNS.

5. TRUCK WASHDOWN PLAN AND

EGRESS.

BE PLACED AT EVERY PROPOSED

4. TRUCK WASH DOWN RACK SHALL

THE TRUCK WASHDOWN RACK.

FOR INGRESS AND EGRESS OF

PROVIDE SURFACING MATERIAL

3. THE CONTRACTOR SHALL

16 INCHES.

DRAINAGE SHALL NOT EXCEED

BASE TIMBER MATS AND FOR

FOR THE PLACEMENT OF THE

2. THE DEPTH OF EXCAVATION

DRAINAGE.

SLOPED TO ALLOW FOR

1. THE TIMBER MATS SHALL BE

NOTES:

OF WORK, THEN GRADE, SEED, AND FERTILIZE THE AREA.

2. THE CONTRACTOR SHALL REMOVE THE ACCESS ROAD UPON COMPLETION

AND MAINTENANCE OF NEW ACCESS ROAD.

SHALL BE RESPONSIBLE FOR THE DESIGN, CONSTRUCTION,

1. NEW ACCESS ROAD DETAILS AND PLANS ARE SAMPLES. THE CONTRACTOR

NOTES:

A-1

A-3

OR 2' X 2' X 1/8"

STEEL PLATE 4' X 4' X 1/4"

OR 2' X 2' X 1/8"

STEEL PLATE 4' X 4' X 1/4"

EXISTING BURIED PIPELINE

12" X 4'-0" X 30'-0"

TIMBER MAT

10' (TYP.)

(TYP.)

12" X 4'-0" X 30'-0"

TIMBER MAT

12" X 4'-0" X 30'-0"

TIMBER MAT

COMPACTED FILL RAMP

1V ON 20H (+/-)

COMPACTED FILL RAMP

1V ON 20H (+/-)

(1-REQUIRED)

12" X 4'-0" X 30'-0"

TIMBER MAT

(1-REQUIRED)

12" X 4'-0" X 30'-0"

TIMBER MAT

24"(TYP.)

(TYP.)

10'

H -1

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F L

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B A

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B A

T O

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G E

P A

L O

E D

-2 -0

H -1

-4

S .J

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N E

J A

S O

N A

P .E

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R A

J E

A N

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C O

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R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

N E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

C-17

C -1

.d g n

A N

D T

E R

M A

T B

G E

D E

T A

S E

T T

L E

M E

N T

G A

G E

SETTLEMENT MEASUREMENT GAGES

PLACE GAGES A TOP UNDISTURBED GROUND AND BENEATH NEW FILL.

RISER PIPES ARE PERMITTED ON SETTLEMENT GAGES.

SHALL BE TO A POINT 1 / 2 THE DISTANCE BETWEEN SETTLEMENT GAGES.

THAN 300 FOOT INTERVALS, IN WHICH CASE THE SETTLEMENT MEASUREMENT RANGE

THE EMBANKMENT SECTION. EXCEPT WHERE SETTLEMENT GAGES ARE PLACED AT LESS

EACH DIRECTION FROM EACH SETTLEMENT GAGE MEASURED ALONG THE CENTERLINE OF

FOR EACH SETTLEMENT GAGE SHALL BE FOR A MAXIMUM DISTANCE OF 150 FEET IN

PLACED AT A MAXIMUM SPACING OF 300 FEET. THE SETTLEMENT MEASUREMENT RANGE

AND AS SPECIFIED IN THE CONTRACT SPECIFICATIONS. SETTLEMENT PLATES SHALL BE

AND INSTALL SETTLEMENT GAGES AT LOCATIONS SHOWN ON THE DESIGN SECTION

FILL DUE TO FOUNDATION SETTLEMENT DURING CONSTRUCTION, HE SHALL FURNISH

SHOULD THE CONTRACTOR DESIRE PAYMENT FOR PLACING ADDITIONAL

N.T.S.

TYPICAL GAGE DETAIL

1V ON 20H (+/-) 1V ON 20H (+/-)

TIMBER MAT BRIDGE FOR PIPELINE PROTECTION

PLAN

NOT TO SCALE

C/L

BURIED PIPELINE

EXISTING

TIMBER MAT BRIDGE REQUIRED AT EACH PIPELINE CROSSING

NOT TO SCALE

B-01

S O

O R

S L

E G

E N

No Sample RetrievedNS

WITH FINES

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

G R

E D

S O

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

NO SAMPLE

SHELLS

WOOD

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

50)

(Liquid Limit

SILTS AND

TYPICAL NAMES

BOL

SYM

SYMBOL

LETTER

Fines)

Amount of

(Appreciable

No Fines)

(Little or

SANDS

SAND

CLEAN

Fines) Amount of

(Appreciable

No fines)

(Little or

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 sm 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

R A

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 estimatedmeters per second of sample permeability in centi-denotes laboratoryWhere underlined with a dashed line meters per second of undisturbed sample in centi- 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

Denotes free water encountered in boring or sample

**the above three types of shear test to 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:

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

tive vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and, clause entitled ''Differing Site Conditions''.

if encountered, such variations will not be considered as differing materially within the purview of the contract

While the borings are representative of subsurface conditions at their respective locations and for their respec-

TYPICAL NOTES:

and/or a 1 I.D. Split Spoon Sampler."/ compression tests are shown.

is approximate, except within those vertical reaches of the borings where shear strengths from unconfined available from the boring but does not necessarily mean that ground-water will not be encountered at the

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

Unless otherwise noted:

Ground-water elevations shown on the boring logs represent ground-water surfaces encountered in such borings

Consistency of cohesive soils shown on the boring logs is based on driller's log and visual examination and locations or within the vertical reaches of such borings.

on the dates shown. Absence of water surface data on certain borings indicates that no ground-water data are

ConcretionsGRAY

DARK GRAY

LIGHT GRAY

H vSt

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

SYMBOLMODIFICATION

MODIFICATIONS

Gr dGr

IBr dBrDARK BROWN

LIGHT BROWN

BROWN

IGr

BKBLACK

RED

YELLOW

TAN

SYMBOLCOLOR

COLOR

DESCRIPTIVE SYMBOLS

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

CL-ML

O R

"U " L

P I.

L A

S T

Y I

N D

E X "A

" L

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

"U " L

P I.

L A

S T

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

BLUE

GREEN

"A " L

PLASTICITY CHART

L.L.-LIQUID LIMIT

100806040200

b. General type borings are taken with a 3" I.D. Shelby Tube Sampler

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

ML OL

MH OH

B -0

.d g nH

-1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

R S

N E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

-1

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

B-02

B -0

.d g n

B O

G C

R -2

BOR. CR-28

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.

22 CS,Wd,Ox Gr

22 St,Wd,Ox gnGr

SlS

21 St,Wd,rt,Ox brGr

16 St,Wd,rt,Ox

17 SlS

St,Wd,Ox gnGr

19 vSt,Ox Y&Gr

21 vSt,Ox Gr&brGr

24 vSt,Wd,Ox Gr

23 vSt,Ox gnGr&Y

SlS

23 vSt,Ox,cc

CS,Ox

CS,Ox gnGr

SlS

H,Ox Gr&Br

26 vSt,Ox brGr SlS

27 M,Ox gnGr

30°37'1.297" 91°13'7.5" (G)

BOR. CR-28 (92-05)

STA. SEE MAP

Date: 2/26/1992

GROUND EL. 79.2D10W

COARSE

ORG

CNTPILL

CH - Fat Clay

CL - Lean Clay

ML - Silt, Low Plasticity

SM - Silty Sand

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

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

B-03

B -0

.d g n

BOR. CR-27U

B O

G C

R -2

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

- (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

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)

CS,Wd,rt,Ox

SlS M,Wd,rt,Ox Br

CS,Ox,O,rt

So,Ox vSt,Ox

Br&Gr

SlS

H,cc,Ox T&lGr

No Sample

So,SlS,Ox Gr&Y

vSt,Ox lGr&Y

St,SlS,Ox Gr

No Sample

SlS vSt,cc,Ox lGr&Br

SlS vSt,SS,Ox lGr

So,Ox gnGr

vSt,Ox

M,Ox vSt,Ox gnGr&Br

SlS vSt,cc,Wd,Ox,SL Br&Gr

No Sample

So,Ox,cc vSt,cc,Ox,SL

Br&Gr

St,Ox BrSlS

H,Ox,SL

SlS H,Ox

H,Ox,SL

Br&Gr

SlS

H,cc,SL,Ox Mot&T&lGr

SlS H,Ox vSt,Ox lGr&T

SlS H,SL,Ox T

T&lBr

CS,Ox lBr&Gr

13.0

1 67.1 R 13.0 0.250 CL

1.25Q

2 59.2 Q 0.0 1.255 CL

1.255

3 43.2 Q 0.0 0.673 CH

0.94

4 31.6 Q 0.0 0.937 CH

30°37'1.7" 91°12'44.291" (U)

BOR. CR-27U (92-05)

WATER TABLE 4.5 FT.

GROUND EL. 76.5W or D10

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

Date: 3/11/1992

STA.349+00

1380 FT SOUTH OF C/L

-4

F L

O O

D C

O N

T R

O L

E R

R A

N D

T R

T A

L O

A C

O M

E R

B A

E A

S T

B A

T O

N R

O U

G E

P A

H L

O U

N A

E D

-2 -0

H -1

-4

S .J

U R

N E

J A

S O

N A

P .E

O N

S A

R A

J E

A N

T U

R N

E R

C O

E R

R D

R S

C H

A N

N E

L R

E A

C H

J U

L Y

S E

P T

E M

B E

NEW ORLEANS DISTRICT

S O

N N

E N

A M

D W

N B

C K

D B

D E

N E

D B

D E

S C

N M

A R

K A

P P

D A

T E

E N

U M

B E

S I Z

S U

B M

E D

B Y

P L

O T

S C

A L

E P

L O

T D

A T

D A

T E

M A

R K

D E

S C

C O

N T

R A

C T

N O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps

U .S

R M

Y C

O R

P S

O F

E N

E E

W O

R L

E A

N S

T R

N E

W O

R L

E A

N S

O U

N A

A N

S I

W P

2 3

4 5

B-04

B -0

.d g n

BOR. CR-29U

B O

G C

R -2

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

- (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

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)

SlS M,Wd,Ox Br

SlS St,Ox Br&Gr

SlS St,Wd,Ox Gr

CS,Wd,Ox Y&Gr

St,Wd,Ox

SlS vSt,Wd,Ox

Y vSo,SlS,Wd,Ox Gr&Br&Y St,SlS,Wd,Ox gnGr&Br&Y

SlS vSt,Ox

SlS H,cc,Ox vSt,cc,Ox

Gr&Y

0.82 vSt,Ox,SL Y&gnGr&Br

H,cc,Ox Br&Gr

H,Ox Br&Gn

SlS vSt,Ox Br

CS,Ox Gr

CS,Ox lGr

H,Ox Br&T vSt,Ox

H,Ox T

M,Ox Gr&T

SlS vSt,Ox T

CS,Ox brGr&T vSt,Ox vSt,Ox,cc,SL vSt,Ox,SL,cc

Mot&Gr&Br SlS

H,Wd,Ox,cc brGr

CS,Ox lGr&Br H,Wd,Ox gyBr

SlS vSt,Ox H,SlS,Ox

SlS vSt,Ox,cc lGr&gnGr&Br

33.5

1 67.3 R 33.5 0.000 CL

0.92Q

2 59.2 Q 0.0 0.920 CH

0.84Q

3 43.9 Q 0.0 0.845 CH

4 35.1 Q 0.0 0.245 CH

5 27.6 Q 0.0 0.437 CH

0.88Q

6 19.8 Q 0.0 0.875 CL

E L

E V

A T

I O

N S

I N

F E

E T

.A .V

30°37'7.201" 91°13'39" (U)

BOR. CR-29U (92-05)

200 FT. EAST OF…

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