100__PLANS_WBV-83.pdf

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IDENTIFICATION

SHEET

D A

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P R fiof Engineers

US Army Corps

U .S

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BAR SIZE

MINIMUM EMBEDMENT MINIMUM LAP LENGTH

TOP OTHER TOP OTHER TOP OTHER TOP OTHER

LENGTH, INCHES INCHES

MINIMUM EMBEDMENT MINIMUM LAP LENGTH

LENGTH, INCHES INCHES

BASIC TABLE ALTERNATE TABLE

REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 4000 PSISTEEL NOTES: CONCRETE NOTES:

OF THE CONTACT, UNLESS OTHERWISE NOTED.

WELDING SOCIETY STRUCTURAL WELDING CODE, SEE SPECIFICATIONS.

TECHNIQUE, WHERE APPLICABLE, SHALL CONFORM TO THE AMERICAN

3. ALL WELDING SHALL BE ELECTRIC WELDING, WORKMANSHIP AND

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;

(STAINLESS STEEL), SEE SPECIFICATIONS.

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

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

EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

NOTES:

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:

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

BARS. IF EPOXY-COATED BARS ARE USED, SEE ACI 318 FOR ADDITIONAL CONSIDERATIONS.

5. THE TABLES SHOWN ABOVE ARE FOR NORMAL WEIGHT CONCRETE AND UNCOATED REINFORCING

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-

" FILLET WELD ALONG ALL EDGES8

1 BY RUNNING A CONTINUOUS

IN CONTACT, ALL SUCH CONTACTS SHALL BE SEALED WATERTIGHT

2. TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES

SECTION OR DETAIL SYMBOL

A

AS-999

BY BACKFILL SHALL BE CLASS "D" FINISH, UNLESS OTHERWISE NOTED.

WHITE WATERPROOF CEMENT-BASED COATING FOR CONCRETE AND MASONRY. SURFACES COVERED

10. ALL EXTERIOR FORMED SURFACES NOT COVERED BY BACKFILL SHALL BE COATED WITH THOROSEAL

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

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

1/4 x3/8" 2 1x72

1PL 7

ONE SIDE

x3/8" 2 1x72

1PL 7

" BOTH FLANGES8

3x9x2

1PL 3" 8

3x9x2

1PL 3

NOTE: ALL FULL PENETRATION WELDS SHALL BE GROUND FLUSH.

STEEL H-PILE SPLICE DETAIL

SCALE: N.T.S

IDENTIFICATION

SECTION OR DETAIL

DRAWN

SECTION OR DETAIL

DWG. NO. WHERE

ON SAME DWG.

TAKEN AND DRAWN

IDENTIFICATION,

SECTION OR DETAIL

28 DAYS.

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f’c) OF 3,000 PSI AT

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

" CHAMFER AT ALL EXPOSED JOINTS, EDGES,4

34. UNLESS OTHERWISE NOTED, PROVIDE

CONCRETE REINFORCING STEEL INSTITUTE.

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

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

OFFICER.

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

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

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.

1. ALL STRUCTURAL STEEL SHALL BE A572 GRADE 50, UNLESS OTHERWISE

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INTRACOASTAL WATERWAY AT ALGIERS LOCK (LA)

NAVD88 (-.82)STATION NO. 762+40

NEW ORLEANS DISTRICT

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IDENTIFICATION

SHEET

D A

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P R fiof Engineers

US Army Corps

U .S

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TRS/TFP

SHEETING

3’’

4’’

3’’

SECTION B

SHEETPILE

TOP OF

DETAIL 1

SHEETPILE

TOP OF

3’’

THIRD WELD,

3’’

4’’

B

PLAN

B

SHEET PILE SPLICE

EXISTING GRADE

EXISTING GRADE

WELD SPLICE

PLATES BETWEEN

EACH 3’ TO 5’ SECTION

SEE DETAIL 1

INTERLOCK WITH GUIDE

SHEETS AND JACK 3’ TO

5’ SECTIONS DOWN TO

REQUIRED TIP ELEVATION

TRS/TFP

SHEETING

THREE SIDES

SECOND WELD,

SEE NOTE ’’A’’

FIRST WELD,

THREE SIDES

4’’

4’’

HP PILING

JACKING FRAME

INSTALLATION

NOTES: 6 & 7

NOTE ’’A’’:

GROOVE WELD SHALL EXTEND THE FULL

LENGTH OF THE SHEET PILE WEB AND

FLANGES EXCLUDING THE INTERLOCKS.

SPLICE PLATE NOTE:

TWO SPLICE PLATES PER SHEET PILE

MINIMUM ON ANY SHEET PILE SPLICE.

WELD NOTE:

WELDS SHOWN ON SECTION B

SPLIT

SLEEVE

H-PILING

EXISTING

UTILITY

HYDRAULIC JACKS

GUIDE SHEET PILE

X 4 X 0’-6’’8

SPLICE PL

X 4 X 0’-6’’8

SPLICE PL

GUIDE SHEET PILING

WIDE FLANGE

STEEL BEAM

EXISTING UTILITY

WIDE FLANGE

STEEL BEAM

WIDE FLANGE

STEEL BEAM

GUIDE

SHEET PILE

SPLIT

SLEEVE

JACK AND WELD

3’ TO 5’ SECTIONS

NOTES: 8,9, & 10

SHEET PILE

PZ-27

TO BE DETERMINED BY CONTRACTOR

TIP ELEV. OF H-PILES (FOR JACKING FRAME)

DETAIL 2

SLEEVE SCHEDULE

3’ TO 5’ SECTIONS IN FINAL

POSITION NECESSARY TO

PLACE SHEET PILE REQUIRED

FOR PLACEMENT OF SLEEVE SHEET PILE

SEE DETAIL 1

LOCATIONS, SEE

ALTERNATE SPLICE

SPLICE PLATES,

SECTIONS WELDED WITH

SHEET PILE - 3’ TO 5’

SPLIT SLEEVE

IN SPEC SECTION 31 24 00.00 12, "EMBANKMENT".

13. THE CONTRACTOR SHALL BACKFILL THE EXCAVATION USING SUITABLE MATERIAL AS REQURIED

DRIVE ADJACENT

FULL LENGTH

SHEET PILES

BELOW THE INVERT OF THE PIPELINE.

4. THE CONTRACTOR SHALL EXCAVATE THE EXISTING GROUND TO AN ELEVATION 4’-6" (OR ELEV -1.0)

THROUGH THE SHEET PILE WALL.

EXCAVATION, AND DRIVING OF THE SHEETPILE, IN ADDITION TO PLACING THE UTILITY

3. THE CONTRACTOR IS RESPONSIBLE FOR ALL CONSTRUCTION ACTIVITIES REGARDING

COMMENCEMENT OF CONSTRUCTION ACTIVITIES.

SHALL SUBMIT FOR REVIEW AND APPROVAL, MEANS & METHODS FOR SUPPORTING THE UTILITY, PRIOR TO WILL BE REQUIRED BY THE S&WB TO SUPPORT THE UTILITY WITHIN THE EXCAVATION. THE CONTRACTOR

2. THE CONTRACTOR SHALL PLACE THE UTILITY IN THE SPLIT-SLEEVE CARRIER. THE CONTRACTOR

CONSTRUCTION PROJECT.

SHALL BE PLACED BY THE CONTRACTOR FOR THE UTILITY AFTER COMPLETION OF THE

CLEARLY VISIBLE FOR LOCATING THE UTILITY DURING CONSTRUCTION. PERMANENT MARKERS

FOR PLACEMENT OF THE SPLIT SLEEVE CARRIER. MARKERS PLACED FOR THE UTILITY SHALL BE

1. THE CONTRACTOR SHALL LOCATE, MARK, EXCAVATE AND EXPOSE THE UTILITY AS NECESSARY

GUIDE SHEET PILE

TIP ELEVATION

TIP ELEVATION

SHEET PILE DEPTH ’’D’’

12’’ OR LESS

GREATER THAN 12’’ 3’-4’’

3’-0’’

LENGTH

SLEEVE

LOCATE PIPELINE

AND EXCAVATE

LEVEE

NOTES: 1,2,3, & 4

NOTE: 5

PILE GUIDES

DRIVE SHEET

JACKING NOTES:

6. THE CONTRACTOR SHALL DRIVE H-PILES TO A DEPTH DETERMINED BY DESIGN CALCULATIONS.

7. THE CONTRACTOR SHALL WELD A WIDE FLANGE (WF) CROSS BEAM TO THE TOP OF THE H-PILES

AND INSTALL WIDE FLANGE (WF) JACKING BEAM WITH HYDRAULIC JACKS SUPPORTED BY THE CROSS BEAM.

TIP ELEVATION

INVERT

OF PIPE

EXISTING

GRADE

EXISTING

UTILITY

SEE UTILITY

SLEEVE DETAILS

GUIDE SHEET PILE

SECTIONS, SEE SHEET

PILE SPLICE DETAILS

EXISTING UTILITY

OF 3’ TO 5’ SECTIONS

ALLOW FOR INSTALLATION

CUT SHEET PILES TO

EXISTING

UTILITY

SPLIT

SLEEVE

EXISTING

GRADE

UTILITY

EXISTING

SHEET PILE

GUIDE

SHEET PILE

GUIDE

SPLIT SLEEVE

EXISTING

GRADE

5. THE CONTRACTOR SHALL DRIVE TWO (2) SHEET PILE GUIDES AS SHOWN IN SEQUENCE ABOVE.2

SHEET PILE GUIDES AS SHOWN IN SEQUENCE 4 .

10. THE CONTRACTOR SHALL REPEAT STEPS IN NOTES 8 AND 9 UNTIL THE SHEET PILING BELOW

THE PIPELINE IS DRIVEN TO AN ELEVATION REQUIRED FOR PLACEMENT OF SHEET

11. THE CONTRACTOR SHALL REMOVE THE JACKING FRAME.

8. THE CONTRACTOR SHALL INTERLOCK 3’ TO 5’ LENGTH SHEET PILES AND JACK BETWEEN

9. AFTER THE FIRST 3’ TO 5’ PANEL HAS BEEN DRIVEN, THE CONTRACTOR SHALL WELD THE NEXT

3’ TO 5’ PANEL TO THE PREVIOUS PANEL USING SPLICE PLATES (SEE DETAIL 1 ).

SCALE: N.T.S.

SCALE: N.T.S.

TRS/TFP

SHEETING

TRS/TFP

SHEETING

TRS/TFP

SHEETING

GRADE

SHEETPILE TO REQUIRED

BACKFILL EXCAVATION &

PILES (ELEVATION NECESSARY FOR PLACEMENT OF OUTER SLEEVE).

JACK FRAME

REMOVAL

NOTE: 11

SHEETS, THE CONTRACTOR SHALL ADD LENGTH BY WELDING NEW SHEET PILING TO REQUIRED GRADE.

PULLING SHEET PILING BACK UP TO REQUIRED GRADE IS PROHIBTED.

*NOTE: IF SPLICED SHEET PILING BELOW THE UTILITY IS DRAGGED DOWNWARD DURING DRIVING OF THE ADJACENT

TO SPOT PILE DRIVING OF FULL LENGTH SHEETS, TO ASSURE NO DOWN-DRAG OF SPLICED SHEETS UNDERNEATH THE PIPELINE.

12. THE CONTRACTOR SHALL INSTALL ADJACENT FULL LENGTH SHEET PILING NECESSARY TO PLACE SLEEVES. CONTRACTOR

THAN OR EQUAL TO 24 INCHES.

FOR OUTER EDGES WITH DIAMETER LESS

TYPE S, GRADE B, PLAIN END.

2. STEEL PIPE SLEEVES SHALL BE ASTM A53,

FLOOD PROTECTION, SEE SHEET S-503.

1. FOR PIPELINE PENETRATION DETAILS THRU THE

GENERAL NOTES:

SLEEVE & REMAINING

SHEET PILE

INSTALLATION

NOTES: 12 & 13

SHEETPILE

TOP OF

FRAME

REMOVE JACKING

S -5 d g n

U T

IL

IT

Y S

L E

E V

E D

E T

A

IL

S

S-503

"L" TYPE WATERSTOP

1.

OR EQUAL) TO ALL NUT AND BOLT JUNCTURES.

ANAEROBIC ADHESIVE (LOCTITE THREADLOCKER 290

UPON COMPLETION OF THE ASSEMBLY, APPLY A

UTILITY PROTECTION ELEVATION

A

SECTION THRU SHEETPILE WALL

STEEL SHEETPILE

STEEL SHEETPILE

"L" TYPE WATERSTOP (TYP)

P

IP

E O .D

C/L UTILITY PIPE

TYP.

TYP.

TYP.

PIPE O.D.

SECTION A

LOCK WASHERS AND SEAL RETAINING

BAR, C.R.S. (TYP)

’’4 11 ’’ R32

’’ R32

’’ R2

1’’

’’32 71 ’’4

1’’1’’

2’’

’’ Ø HOLE, 12’’ O.C.16

’’ Ø BOLTS2

1FOR

’’ R16

’’ L ’’ TYPE WATERSTOP

’’ Ø HOLES,16

’’ Ø BOLTS2

1FOR

C.R.S. PL

SCALE: 6’’ = 1’ - 0’’ SCALE: 6’’ = 1’ - 0’’

OR EQUAL

SPECIFICATION: NATURAL-177

MOLD NO. 6404,

BUCKHORN RUBBER PRODUCTS, INC.

WITH PIPE SLEEVE

PRESS ASSEMBLY FLUSH

PERPENDICULAR TO THE UTILITY.

THIS DETAIL IS FOR NEW WALLS WHICH ARE

SHALL BE STAINLESS STEEL, UNLESS OTHERWISE NOTED.

ALL MATERIAL FOR THE UTILITY PROTECTION ASSEMBLY

CLAMP PLATES.

AGAINST THE PIPE SLEEVE BEFORE TIGHTEN THE

TOTAL ASSEMBLY SHALL BE PRESSED FLUSH

AROUND THE PIPE ON THE PROTECTED SIDE, THE

AFTER THE TWO FRAMES ARE LOOSELY CLAMPED

A TIGHT FIT AROUND THE PIPE SLEEVE IS ENSURED.

THICKNESS OF NEOPRENE MAY BE ADJUSTED SO THAT

BOX FRAME. ALL DIMENSIONS SHALL BE ADJUSTED ACCORDINGLY.

MAY REQUIRE THE OUTER PIPE SLEEVE TO BE REPLACED BY A

DUE TO THE STIFFNESS OF THE WATERSTOP, SMALL UTILITIES2.

3.

4.

7.

8.

9.

AND TWO WASHERS, C.R.S. (TYP)

TIGHTENING THE CLAMP PLATES.

" DEFLECTION BEFORE4

1WATERSTOP W/ MIN.

ASSEMBLY SHALL BE PRESSED FLUSH TO THE

LOOSELY CLAMPED AROUND THE PIPE, THE TOTAL

AFTER THE TWO FRAMES ON THE FLOOD SIDE ARE

COATED AS PER THE SPECIFICATION.

THE OUTER PIPE SLEEVE SHALL BE ASTM A36 STEEL AND

’’4

6" "8 53 "8

MIN.

6" CLR.UTILITY

MIN.

6" CLR.

" PLATE8

PLATE

" CLAMP8

" NEOPRENE2

OUTER PIPE SLEEVE

" MIN.)8

3(

INNER PIPE SLEEVE

" MIN.)8

3(

" BOLTS W/ WASHERS,4

3 " DIA. X 2 2

" BOLTS W/ WASHERS,4

3 " DIA. X 2 2

6" "8

53 "8

" PL STIFFENER8

" CLAMP PLATE8

" PLATE (TYP)8

OUTER PIPE SLEEVE

" MIN.)8

3(

INNER PIPE

SLEEVE

" MIN.)8

3(

" CLAMP PLATE8

M

IN

6" C

LR

P

IP

E O .D

U T

IL

IT

Y

NEOPRENE

"2

" PLATE8

" PL STIFFENER8

" NEOPRENE2

INNER PIPE SLEEVE

" MIN.)8

3(

OUTER PIPE SLEEVE

" MIN.)8

3(

12" (TYP)

M

C

L R

U T

IL

IT

Y

6"

8"

OUTER PIPE SLEEVE

" MIN.)8

3(

FLOOD SIDE

PROTECTED SIDE

SEAL RETAINING BAR

5.

M

IN

M

IN

(TYP.)

8" MIN.

(SEE NOTE 10 AND 11)

CASING FILLER

FILL VOID WITH

(SEE NOTE 10 AND 11)

CASING FILLER

FILL VOID WITH

SHALL BE WELD SEALED OR FIT WITH A THREADED PLUG.

IS COMPLETE, ALL HOLES FOR PUMPING AND VERIFICATION

MANUFACTURER’S RECOMMENDATION. AFTER INSTALLATION

THE CASING VOID FILLER SHALL BE INSTALLED AS PER THE

6.

10.

FILLER (BY TRENTON CORP.) OR APPROVED SIMILAR.

CASING FILLER SHALL BE TRENTON FILL-COAT NO. 6 CASING

Ø

WASHER AND TWO WASHERS,

C.R.S. (TYP)

" BOLTS W/ LOCK,4

3 " DIA. X 2 2

SCALE: 3" = 1’ - 0’’

SCALE: 3" = 1’ - 0’’

SCALE: 3" = 1’ - 0’’

NOTES:

NEW ORLEANS DISTRICT

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

S -5 d g n

S-504

T R

U C

K W

A S

H D

O W

N R

A C

K

S

IL

T F

E N

C E D

E T

A

IL

S

SCALE: NONE

TRUCK WASH DOWN RACK

SCALE: NONE

TRUCK WASH DOWN RACK

PIPELINE CROSSING BRIDGE

PLAN VIEW

PROFILE

(1’ X 1’ X 12’) BOLTED IN 4’ PANEL MATS

NEW TIMBER MATTING

BASE OF TRUCK WASH RACK

6" MIN. CLEARANCE FOR DRAINAGE

PANEL MATS

(1’ X 1’ X 20’) BOLTED IN 4’

RACK NEW TIMBER MATTING

TOP OF TRUCK WASHDOWN

(TYPICAL)

TO TRUCK WASHDOWN RACK

FOR INGRESS AND EGRESS

RAMP (SURFACING MATERIAL)

CONTRACTOR TO PROVIDE

MARKER

WARNING LIGHT/

CRUSHED STONE

IV ON 20H

(6 REQUIRED)

TIMBER MATS 12" X 4’ X 18’

EXISTING UTILITY

12" X 4’-0" X 12’ (2 REQUIRED)

TIMBER MAT

GROUND LINE

20’

CRUSHED STONE

IV ON 20H

MARKER

WARNING LIGHT/

18’-0"

5’5’

C/L

12" CLEAR

20’

NOTES:

NOT TO SCALE

SECTION

M A

X

10’ O.C.

NOT TO SCALE

6" BELOW GROUND

FABRIC EMBEDDED

36" SILT FENCE

TRENCH)

(EMBED IN

SILT FENCE

TRENCH

6"D X 4"W

6. SLOPE TIMBER MATTING TO DRAIN TOWARDS DITCH.

5. AS AN ALTERNATE, A STEEL GRATED STRUCTURE MAY BE SUBSTITUTED FOR THE TIMBER MATTING. SEE SPECS.

TO INCREASE VEHICULAR SAFETY.

4. OUTER EDGES OF THE TRUCK WASH DOWN RACK(S) & TIMBER MAT BRIDGE(S) SHALL UTILIZE HIGH VISIBILITY MARKINGS

PRIOR TO CONSTRUCTING THE PIPELINE CROSSING BRIDGE. EACH BRIDGE SHALL BE CENTERED OVER THE PIPELINE.

3. CONTRACTOR SHALL EXCAVATE AND BACKFILL AN INSPECTION TRENCH TO POSITIVELY LOCATE EACH UTILITY

2. CONTRACTOR SHALL COORDINATE CONSTRUCTION ACTIVITIES WITH THE UTILITY OWNER’S REPRESENTATIVE (SEE SPEC.).

SHALL ONLY CROSS THE WATERMAIN AT THIS BRIDGE.

OF 5’ (MIN.) AND 12" CLEAR AT ALL TIMES DURING THE CONSTRUCTION. ALL EQUIPMENT (LIGHT & HEAVY)

OF A DESIGN FOR BRIDGING OVER THE WATERMAIN. ANY ALTERNATE DESIGN MUST SATISFY THE CRITERIA

1. CONTRACTOR MAY SUBMIT FOR APPROVAL A PLAN OF OPERATIONS & CONSTRUCTION (SEE SPECS.)

" = 1’-0"4

1SCALE:

7’ LONG x 3 1/2 " DIA.

(OR STEEL T-POSTS)

ROUNDED WOOD POSTS

SILT/SAFETY FENCE

NEW ORLEANS DISTRICT

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

H447693_S-505---.dgn 10/29/2012 12:28:10 PM

H447693_S-506---.dgn 10/29/2012 12:01:29 PM

B-001

B O

R

IN

G L

E G

E N

D H

B -0 d g n

Are values of cohesion in lbs./sq.ft. from unconfined compression tests with a 30’’ drop

** Results of these tests are available for inspection in the U.S. Army Engineer District soil is finer, and 90% coarser than D .

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

In parenthesis are driving resistances in blows per foot determined with a

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

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

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

" I.D., 2’’ O.D.) and a 140 lb. driving hammer8 standard split spoon sampler (1

FIGURES TO RIGHT OF BORING

Ground-water surface and date observed

Denotes location of consolidation test **

Denotes location of unconsolidated-undrained triaxial compression test ** the above three types of shear test

Denotes free water encountered in boring or sample

C

S

R

Q

T

FW

Denotes location of consolidated-drained direct shear test

Denotes location of consolidated-undrained triaxial compression test

Denotes location of sample subjected to consolidation test and each of

SYMBOLS TO LEFT OF BORING

ON PLOT TO RIGHT OF BORING LOG: ATTERBERG LIMITS

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

NOTES:

w P w N w L

Are natural water contents in percent dry weight

*10 When underlined denotes D size in mm

DESCRIPTIVE SYMBOLS

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

M o re t h a n h a lf t h e m a te ri a l is s m a ll e r th a n N o s ie v e s iz e

50)

(Liquid Limit

(Liquid Limit

50)

M o re t h a n h a lf o f m a te ri a l is l a rg e r th a n N o s ie v e s iz e

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

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

(Little or

No fines)

(Appreciable

Amount of Fines)

(Little or

No Fines)

(Appreciable

Amount of

Fines)

CLEAN

GRAVEL

GRAVEL

WITH FINES

CLEAN

SAND

SANDS

WITH FINES

SILTS AND

CLAYS

SILTS AND

CLAYS

VERY SOFT

SOFT

MEDIUM

STIFF

VERY STIFF

HARD

250-500

500-1000

1000-2000

2000-4000

So vSo

M

St vSt

H

CONSISTENCY SYMBOL

CONSISTENCY

FOR COHESIVE SOILS

COHESION IN LBS./SQ.FT. FROM

UNCONFINED COMPRESSION TEST

MODIFICATIONS

MODIFICATION SYMBOL

F

M

C

Traces

Fine

Medium

Coarse cc

Rootlets rt

Lignite fragments lg

Shale fragments sh

Sandstone fragments sds

Shell fragments slf

Organic matter O

Clay strata or lenses CS

Silt strata or lenses SIS

Sand strata or lenses SS

Sandy S

Gravelly G

Boulders B

Slickensides SL

Wood Wd

Oxidized Ox

Concretions

TrTAN

YELLOW

RED

T

Y

R

BLACK BK

IGr

BROWN

LIGHT BROWN

DARK BROWN dBr

IBr

Br dGr

Gr

GREEN

BLUE

Gn

Bl

BLUE-GREEN

WHITE Wh

MOTTLED Mot

LIGHT GRAY

DARK GRAY

BROWNISH-GRAY

GREENISH-GRAY

GRAYISH-GREEN

GRAYISH-BROWN

GRAY

brGr gyBr gnGr gyGn

BlGn

COLOR SYMBOL

COLOR

PLASTICITY CHART

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

P I.

P

L A

S T

IC

IT

Y I

N D

E X

0 20 40 60 80 100

MH OHOR

ORML OL

L.L.-LIQUID LIMIT

CL-ML

C L O

L

C

O

O R

O R

"A " L

IN

E

"U

LI

N E

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

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

SILTY GRAVEL,gravel-sand-silt mixtures

CLAYEY GRAVEL,gravel-sand-clay mixtures

SAND,Well-Graded,gravelly sands

SAND,Poorly-Graded,gravelly sands

SILTY SAND,sand-silt mixtures

CLAYEY SAND,sand-clay mixtures

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

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

ORGANIC SILTS,and organic silty clays of low plasticity

SILT,fine sandy or silty soil with high plasticity

FAT CLAY,inorganic clay of high plasticity

ORGANIC CLAYS of medium to high plasticity,organic silts

PEAT,and other highly organic soil

WOOD

SHELLS

No Sample Retrieved

C O

A R

S E G

R A

IN

E D

S

O

IL

S

S A

N D

S G

R A

V E

L S

MAJOR DIVISION TYPE

LETTER

SYMBOL

SYM

BOL TYPICAL NAMES

GW

GP

GM

GC

SW

SP

SM

SC

ML

CL

OL

MH

CH

OH

Pt

Wd

SI

NSNO SAMPLE

SHELLS

WOOD

HIGHLY ORGANIC SOILS

UNIFIED SOIL CLASSIFICATION

F

IN

E -G

R A

IN

E D S

O

IL

S

While the borings are representative of subsurface conditions at their respective locations and for their respec-on the dates shown. Absence of water surface data on certain borings indicates that no ground-water data are if encountered, such variations will not be considered as differing materially within the purview of the contract locations or within the vertical reaches of such borings.

Consistency of cohesive soils shown on the boring logs is based on driller’s log and visual examination and

1.

2.

3.

4.

clause entitled ’’Differing Site Conditions’’.

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

Unless otherwise noted:

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

tive vertical reaches, local variations characteristic of the subsurface materials of the region are anticipated and, available from the boring but does not necessarily mean that ground-water will not be encountered at the is approximate, except within those vertical reaches of the borings where shear strengths from unconfined compression tests are shown.

" I.D. Tube Sampler8

b. General type borings are taken with a 1

" I.D. Split Spoon Sampler.8 and/or a 1

TYPICAL NOTES:

NEW ORLEANS DISTRICT

S O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

NEW ORLEANS DISTRICT

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

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

T

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

ID

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01

O vSt SlS vSt,O

O vSt,SlS

T

M,O T&Gr St Br So,O

M,OSlS

So,O

Gr

So,O,SlS M,SlS,O M

So,SlS dGr

So,Wd Gr 143 So,SlS

O

So dGr

M,Wd,rt Br&Gr 252242wL182wN

,1

So dGr 266 So,SlS Br 233 So,O,SlS Br&Gr 176 So,cc

SlS So,SS,O So vSo,SlS So

SlS M,cc M,S

So M

So

M So

SlS

SlS

M

SlS

M,S

M,SS

M

M,SS,SL

M,slf

So,slf CS,slf

M,slf So,slf,S So,S,slf

M,slf

So,slf slf slf,CS

M,slf,CS,S M,slf St,slf,Wd

St,slf SlS

M

M So

M So

M,S

Gr

M,S lg

T

No Sample

M,CS

St,CS

M,CS

St

M

T

M,SlS

0.90 St,S

Gr

BOR. ACE-86CU

STA. LAT N29°54’33.51" LONG W89°58’43.48"

18, 23-25 APRIL 2007

GROUND EL. 8.80W or D1010

-10

-20

-30

-40

-50

-60

-70

-80

-90

-100

-110

-120

E L

E V

A T

IO

N

F

E

.A .V .D

Q

1 -1.2 Q 0.0 0.401 CH

Q

2 -5.2 Q 0.0 0.286 CH

Q

3 -21.2 Q 0.0 0.232 CL

Q

4 -33.2 Q 0.0 0.277 CH

Q

5 -41.2 Q 0.0 0.296 CH

Q

6 -53.2 Q 0.0 0.381 CH

Q

7 -61.2 Q 0.0 0.698 ML

Q

8 -69.2 Q 0.0 0.564 ML

Q

9 -73.2 Q 0.0 0.318 ML

Q

10 -84.3 Q 0.0 0.391 CL

Q

11 -100.3 Q 0.0 0.506 CL

Ei

Ef

Pc

C

12 0.0 C 0.0 0.000 CH

Ei

Ef

Pc

C

13 -20.0 C 0.0 0.000 CH

H

B -0 d g n

B-002

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01

CS T&Gr

O M,Wd,rt Br&Gr 142156wL

,9

M,SlS,O M,O Gr&dGr

So,Wd dGr

M Gr&dGr M M,Wd,rt 161

O

So,Wd,rt dGr&Gr

M,Tr,O Gr M,rt,Wd Br&Gr 401 M,rt,Wd Gr&Br 194 M,Wd dBr&BK 169 M,O,Wd,rt Gr&dGr 173 M dBr 350175wP 487wL376wN

,3

M,O,rt dGr&Gr 181 M,Tr,O SoSlS M,cc So

SlS M

M,CS

CS

St

So

So,CS

SlS

So

So,SL

SlS So So,SL

SlS M

Gr

No Sample

M

M,SL

M

M,SL

M

M,SL

SlS

M,SS

slf

Gr

BOR. ACE-86FU

STA. LAT N29°54’33.82" LONG W89°58’43.69"

OFFSET = 35’ FROM C/L

17 APRIL 2007

GROUND EL. 1.20W or D10

-10

-20

-30

-40

-50

-60

E L

E V

A T

IO

N

E

.V .D

161wL

1, Q

1 -8.8 Q 0.0 0.228 CH

330wL228wN

,2

Q

2 -12.8 Q 0.0 0.256 PT

Q

3 -20.8 Q 0.0 0.142 CL

Q

4 -24.8 Q 0.0 0.607 CL

Q

5 -36.8 Q 0.0 0.234 CH

Q

6 -48.8 Q 0.0 0.321 CH

Ei

Ef Pc

C

7 -23.6 C 0.0 0.000 ML

H

B -0 d g n

B-003

B O

R

IN

G L

H447693_B-004---.dgn 9/17/2012 12:58:29 PM

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01 vSt,slf,rt,O St,slf Gr

M Gr&dGr M,Tr,O Br&dGrSlS M

So,Wd Gr

O

So,Wd,rt Br&Gr 184

So,Wd,rt dBr&Gr 300

So,rt Br&Gr 238 So,rt 275324wL255wN

,2

So,Tr,O

SS vSo

So,cc SlS

So

So,SS SlS

SlS

SlS

So,SlS

So

So,SL slf,CS CS,slf slf,CS

Gr

Bor. ACE-88PU (0022-0004)

Sta. N29°54’39.72" W89°58’34.47"

Offset 45’ from C/L

Date: 4/13/2007

GROUND EL. -2.3W or D10

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

355wL283wN

,2

Q

1 -12.3 Q 0.0 0.192 PT

Q

2 -20.3 Q 0.0 0.095 CL

Q

3 -23.4 Q 0.0 0.169 CH

Q

4 -28.3 Q 0.0 0.186 CH

Q

5 -31.4 Q 0.0 0.173 CH

Q

6 -36.3 Q 0.0 0.189 CH

Q

7 -40.3 Q 0.0 0.200 CH

Q

8 -44.3 Q 0.0 0.246 CH

Q

9 -52.3 Q 0.0 0.250 CH

Ei

Ef

Pc

C

10 -24.0 C 0.0 0.000 CH

Ei

Ef

Pc

C

11 -35.1 C 0.0 0.000 CH

H

B -0 d g n

B-005

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

vSt,CS lBr&Gr SlS vSt,slf,rt Gr

CS Br vSt,slf Gr vSo,rt,O dGr&Gr M,rt,O Gr M Br&Gr M,O lBr&Gr M Gr

SlS vSo,O Gr&dGr

So,CS,SlS dGr&Gr 168wL178wN

,1

O

So Gr M Gr&dGr 188 M,CS,Wd dGr&Gr 164294wL145wN

,2

SlS So,O Gr&dGr

M

O M,Wd

Gr

M,CS dGr 217 M,Wd Gr&Br

M,Wd,rt,CS Gr&dGr 170wP 405wL147wN

,2

M,rt,O vSo,O,rt Gr

M,CS,rt,Wd dGr&Gr 228 So,SlS,SL So,CS,cc

SlS So So,CS

SlS

SlS

So,SlS,SL vSo,SL

SlS

SlS

M,SlS,SL

SlS

M,SL

M

0.0792 slf slf M So,slf

So,S,slf

Gr

Bor. ACE-90CU (0022-0004)

Sta. N29°54’46.47" W89°58’26.14"

Date: 4/15/2007

GROUND EL. 8.9W or D1010

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

173wP 432wL220wN

,2

Q

1 -18.0 Q 0.0 0.329 PT

Q

2 -22.0 Q 0.0 0.173 CL

Q

3 -29.1 Q 0.0 0.182 CH

Q

4 -37.1 Q 0.0 0.055 CH

H

B -0 d g n

B-006

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01 vSt,O,slf,rt Br 1.04 vSt,SlS,O T So,O T&dGr

SlS So,O Gr

M,O

So,O Gr&T

So,SlS vSo,SlS vSo,SlS,rt So,rt,SlS

So,SlS,rt

So,SlS

Gr

146173wN

So,rt,SlS dGr

O

So,SlS

SlS So

So

So

M SlS

SlS

SlS

So

SlS M M,S

SlS

M,SlS

SlS

SS

M slf

Gr

Bor. ACE-90FU (0022-0004)

Sta. N29°54’46.71" W89°58’26.39"

Offset 30’ from C/L

Date: 4/17/2007

GROUND EL. 1.1W or D10

-10

-20

-30

-40

-50

-60

E L

E V

A T

IO

N

E

.V .D

Q

1 -8.9 Q 0.0 0.123 CH

143wN

Q

2 -16.9 Q 0.0 0.154 CH

Q

3 -20.9 Q 0.0 0.148 CH

Q

4 -28.9 Q 0.0 0.209 CH

Ei

Ef

Pc

C

5 -7.7 C 0.0 0.000 CH

Ei

Ef

Pc

C

6 -27.7 C 0.0 0.000 CH

H

B -0 d g n

B-007

B O

R

IN

G L

H447693_B-008---.dgn 9/11/2012 12:41:09 PM

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

St,O,slf M,O,slf Br

SlS M,O

So,O

M,SlS

Gr&T

O M,SlS 189wL

,1

So dGr

So 147O

So,SlS 180 So,SlS,Wd CS,cc

O So So vSo,OSlS So,cc,O

So,SlS

So,SlS So,O,SlS vSo

SlS

SlS

So vSoSlS

M

M,SS

SlS

SlS

SlS

M M,S vSt,SS slf CS,slf slf

So,slf,S

Gr

STA. N 29° 54’ 51.07" W 89° 58’ 32.73"

Offset 45’ from C/L

10-11 April 2007

GROUND EL. -2.0W or D100

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

276wL221wN

,1

Q

1 -11.1 Q 0.0 0.223 PT

Q

2 -15.1 Q 0.0 0.139 CH

Q

3 -20.0 Q 0.0 0.108 CH

Q

4 -23.1 Q 0.0 0.131 CH

Q

5 -28.0 Q 0.0 0.074 CH

Q

6 -36.0 Q 0.0 0.127 CH

Q

7 -40.0 Q 0.0 0.113 CH

Q

8 -59.1 Q 37.0 0.000 SM

Bor. ACW-2PU

H

B -0 d g n

B-009

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01 vSt,rt Br&Gr vSt,rt Br&T vSt dGr M,slf M,O

Gr&dGr

M,O GrSlS

M,O Gr&dGr vSo,Wd dGr&Gr vSo Gr

So Gr&dGr So,rt dGr&Gr

So Gr

So,rt

O

So,Wd,rt dGr&Gr

M,Wd

SlS M,O M

Gr

O M,Wd,rt Gr&Br 166 M,Wd 219 M,Wd,rt

Gr&dGr 198O M,rt Gr 145 M,rt dGr 264181wP 424wL341wN

,2

M,O,rt Gr&dGr

M,rt SlS

So

So,cc SlS

So vSo

SlS

SlS

SlS

So vSo

SlS

SlS

M,SS

SlS

M,SS

slf CS,slf So,slf

M,S

Gr

Bor. ACW-4CU

STA. N 29° 54’ 46.74" W 89° 58’ 37.84"

12-13 April 2007

GROUND EL. 8.6W or D1010

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

Q

1 -5.4 Q 0.0 0.178 CH

Q

2 -9.4 Q 0.0 0.285 CH

220wL245wN

,1

Q

3 -13.6 Q 0.0 0.412 PT

Q

4 -25.4 Q 0.0 0.077 CH

Q

5 -29.4 Q 0.0 0.212 CH

Q

6 -41.4 Q 0.0 0.120 CH

Ei

Ef

Pc

C

7 -10.5 C 0.0 0.000 CH

1.540

Warning: non-zero Normal Stress for 7

Ei

Ef

Pc

C

8 -28.6 C 0.0 0.000 CH

, 8

H

B -0 d g n

B-010

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

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J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

St,rt,O T vSt,SlS,rt Gr&Br

M,SlS,rt O vSo,SlS,rt 159 SlS vSo,rt

M,SlS,O M,SlS,O

M,O

So,Wd

Gr

O

So,rt Br 275 So,rt

So,cc So vSo,O vSo,Tr,O,rt

SlS

So,cc vSo

So,SlS

SlS

SlS

SlS

So,SlS

SoSlS

M

So

SlS

SS M

slf

Gr

BOR. ACW-04FU

STA. LAT N29°54’46.38" LONG W89°58’37.51"

OFFSET 45’FROM C/L

09 APRIL 2007

GROUND EL. 1.40W or D10

-10

-20

-30

-40

-50

-60

E L

E V

A T

IO

N

E

.V .D

287wL

,2

Q

1 -4.6 Q 0.0 0.099 PT

Q

2 -16.6 Q 0.0 0.138 CH

Q

3 -28.6 Q 0.0 0.173 CH

Q

4 -36.6 Q 0.0 0.220 CH

H

B -0 d g n

B-011

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

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IA

N A

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J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

St,slf,CS Br

St,CS Gr&Br vSt,O Gr vSt,O Gr&Br 1.13 M,O M,SL GrSlS

M dGr

M,O,Wd

M So,O,SL

So

So,O So,Wd,SL,O

Gr

O So Gr&dGr

So,O Gr

So dBr&Gr 222

O

So dGr

M So,O

So M

SlS

M,cc So,SS

M

SlS

So,SlS So,SL

SlS So So,SL

So M

M,SL

M

So

M,SL

M

M,SL

SlS

M CS,slf

Gr

No Sample slf slf,CS

So,slf

Gr

BOR. ACW-06CU

STA. LAT N29°54’40.38" LONG W89°58’46.43"

10-11 APRIL 2007

GROUND EL. 8.50W or D1010

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

Q

1 -5.5 Q 0.0 0.207 CH

Q

2 -37.5 Q 0.0 0.242 CH

Q

3 -39.5 Q 0.0 0.247 CH

Q

4 -45.5 Q 0.0 0.281 CH

Q

5 -49.5 Q 0.0 0.314 CH

Q

6 -62.4 Q 0.0 0.346 SM

H

B -0 d g n

B-012

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

0.00

0.25

0.50

0.75

2.00

2.25

2.50

2.75

3.00

3.25

3.50

3.75

4.00

V

T

IO

1.00

1.25

1.50

1.75

EFFECTIVE STRESS, T.S.F.

50 1002010521.5.2.1.02 .05.01

St,SlS,rt,slf Gr&Br M,rt,O Br&Gr M,O,rt lg&lBr So,rt dGr

M,rt dGr&Br 278 M,Wd Gr vSo,Wd,rt dGr&Br 155 M 219

O

M,Wd,CS dGr&Gr 288 M,Wd,rt dGr 253 So,O

So

So,cc

So So,cc

SlS

So,SlS

So SlS

SlS M slf

M,slf,CS

M,S,slf

Gr

BOR. ACW-6PU

STA. LAT N29°54’40.77" LONG W89°58’46.80"

OFFSET 50’ FROM C/L

27 MARCH 2007

GROUND EL.-5.40W or D10

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

168wL

,1

Q

1 -11.4 Q 0.0 0.142 CH

366wL180wN

,2

Q

2 -15.4 Q 0.0 0.304 PT

Q

3 -20.3 Q 0.0 0.133 CH

Q

4 -23.4 Q 0.0 0.176 CH

Q

5 -27.4 Q 0.0 0.185 CH

Q

6 -30.5 Q 0.0 0.207 CH

Q

7 -38.5 Q 0.0 0.232 CH

Q

8 -51.4 Q 0.0 0.263 CH

Ei

Ef

Pc

C

9 -18.2 C 0.0 0.000 CH

Ei

Ef

Pc

C

10 -32.0 C 0.0 0.000 CH

H

B -0 d g n

B-013

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE PISTON TYPE SAMPLER.

FOR SOIL BORING LEGEND SEE PLATE A.

FOR LOCATION OF BORINGS SEE PLATE

FOR DETAILED TEST DATA SEE

NOTES

w

ATTERBERG LIMITS

w wP N L

- (Q) UNCONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (R) CONSOLIDATED - UNDRAINED TRIAXIAL SHEAR TEST

- (S) CONSOLIDATED - DRAINED DIRECT SHEAR TEST

BORING WAS TAKEN WITH A 5 INCH DIAMETER

St,SlS vSt,CS Gr&T vSt dGr&Br

St,rt

St lBr&Gr

St Gr&lBrSlS

M dGr&Gr

No Sample

SlS So,cc Gr

So,O

So,CS,Wd dGr&Gr

O So,Wd Gr&dGr 148 So,Wd 195

249wL208wN

,1

So,CS dGr dGr&Br 267

No Sample

So,Wd dGr&Br 294 So,Wd Gr&Br 175 So,Wd Gr&dBr 147O vSo,Wd Gr&dGr

So lg

So

SlS

So,cc vSo,cc

So,cc

SlS

So M,SlS

M

So,SlS

M,SlS

SlS M

M,SL

vSo,SL

SlS M

SlS So

Gr

(15)

BOR. ACE-70CU

STA. LAT N29°53’33.23" LONG W89°59’43.22"

11 MARCH 2007

GROUND EL. 9.20W or D1010

-10

-20

-30

-40

-50

-60

-70

E L

E V

A T

IO

N

E

.V .D

Q

1 -3.9 Q 0.0 0.152 CH

155wL

,1

Q

2 -16.8 Q 0.0 0.128 CH

Q

3 -20.8 Q 0.0 0.128 CH

Q

4 -24.8 Q 0.0 0.122 CL

Q

5 -40.8 Q 0.0 0.244 CH

Q

6 -44.8 Q 0.0 0.259 CH

H

B -0 d g n

B-014

B O

R

IN

G L

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

P L

O T D

A T

E

D A

T E

M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

W O

R L E

A N

S D

IS

T R

IC

T

N E

W O

R L E

A N

S L

O U

IS

IA

N A

A N

S I

D

W P

-X

C L

D

-S

E P -2

H -4 -4

W E

S T B

A N

K V

IC

IN

IT

Y

H U

R R

IC

A N

E P

R O

T E

C T

IO

N P

R O J E

C T

E A

S T W

E S

T O

F A

L G

IE

R S C

A N

A L

O R

L E

A N

S P

A R

IS

H L

O U

IS

IA

N A

:1

J D

L

C H

R

IS

T O

P H

E R L

D U

N N P .E

W P

-X

J E

R E

M Y D L

A S

T E

R

-S

E P

T -2

W B

V -8

N .O S

W

B

S

F M

W A

T E

R L

IN

E

TEST DATA

WATER CONTENT

% WATER, DRY WEIGHT

SHEAR STRENGTH

TONS / SQ.FT.

WET DENSITY

POUNDS / CU.FT.

NORMAL STRESS

TONS / SQ.FT.

20 40 60 80 100 120 140 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 80 100 120 0.0 1.0 2.00 60 140 3.0

P L

A S

T

IC

IT

Y

IN

D E

X

PLASTICITY CHART

20 40 60 80 100 120 140

LIQUID LIMIT (PERCENT)

"A

LI

N E

"U

L

IN

E

0.2

0.4

0.6

0.8

NORMAL STRESS, T.S.F.

SHEAR STRENGTH DATA

0.2 0.4 0.6 0.8 1.0 1.2 1.4

1.0

S H

E

R E

N G

T H

T .S .F

ENVELOPE

NO. EL.

TYPE

STRENGTH

C - TSFV

TABULAR TEST DATA

CLASS

- (UC) UNCONFINED COMPRESSION TEST

STEEL TUBE…