Drawing_package_1..pdf

TITLESHEET

COVER SHEET

INDEX OF DRAWINGS

GENERAL

L E

S S T

H A

N

IN

T

H

IC

K N

E S

S

C O

N C

R E

T E S

E C

T

IO

N E

Q U

A L T

O O

R

A N

D L

E S

S T

H A

N

IN

T

H

IC

K N

E S

S

C O

N C

R E

T E S

E C

T

IO

N G

R E

A T

E R T

H A

N

G R

E A

T E

R T

H A

N

IN

T

H

IC

K N

E S

S

C O

N C

R E

T E S

E C

T

IO

N E

Q U

A L T

O O

R

SPACING

(M

IN

(M

(M

18 14

25 19

31 24

37 28

54 42

62 47

69 53

77 59

85 65

24 18

32 25

40 31

48 37

70 54

80 62

90 69

110 85

12 12

15 12

18 14

22 17

32 25

37 28

42 32

46 36

51 39

14 12

19 15

24 18

29 22

42 32

48 37

54 42

60 46

66 51

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 PSI

REINFORCEMENT EMBEDMENT AND SPLICE TABLES - 3000 PSI

BASIC TABLE ALTERNATE TABLE

MINIMUM EMBEDMENT MINIMUM LAP LENGTH MINIMUM EMBEDMENT MINIMUM LAP LENGTH

LENGTH, INCHES INCHES LENGTH, INCHES INCHES

BAR SIZE

TOP OTHER TOP OTHER TOP OTHER OTHERTOP

21 16

28 22

36 27

43 33

62 48

71 55

80 62

89 68

98 75

28 21

37 28

46 36

56 43

81 62

93 71

127 98

13 12

17 13

21 16

26 20

37 29

43 33

48 37

53 41

59 45

17 13

22 17

28 21

33 26

49 37

44 43

50 48

56 53

61 59

CONCRETE NOTES:

REINFORCEMENT CLEARANCE DETAIL

NTS

SECTION OR DETAIL SYMBOL

A

A A

A

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

LOCATIONS SHALL BE APPROVED BY THE CONTRACTING OFFICER.

THE INTEGRITY OF THE CONCRETE STRUCTURE. THESE ADDITIONAL CONSTRUCTION JOINT

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

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

EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

NOTES:

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-

5. UNLESS OTHERWISE NOTED, PROVIDE 3/4" CHAMFER AT ALL EXPOSED JOINTS, EDGES,

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 OF THE FOLLOWING CONDITIONS ARE MET:

CONCRETE REINFORCING STEEL INSTITUTE.

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

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

OFFICER.

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

9. 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

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

NOTED.

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

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

GENERAL NOTES:

STEEL NOTES:

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;

WELDING SOCIETY STRUCTURAL WELDING CODE. SEE SPECIFICATIONS.

TECHNIQUE, WHERE APPLICABLE, SHALL CONFORM TO THE AMERICAN

3. ALL WELDING SHALL BE ELECTRIC WELDING. WORKMANSHIP AND

OF THE CONTACT, UNLESS OTHERWISE NOTED.

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

IN CONTACT, ALL SUCH CONTACTS SHALL BE SEALED WATERTIGHT

2. TO PREVENT CORROSION BY MOISTURE BETWEEN STEEL SURFACES

SECONDARY REINFORCEMENT

FACE OF CONCRETE

PRIMARY REINFORCEMENT

IDENTIFICATION

SECTION OR DETAIL

VOLUMES

SECTION WITHIN

TAKEN

SECTION OR DETAIL

DWG. NO. WHERE

VOLUMES

SECTION WITHIN

DRAWN

SECTION OR DETAIL

DWG. NO. WHERE

ON SAME DWG.

TAKEN AND DRAWN

IDENTIFICATION,

SECTION OR DETAIL

G E

N E

R A

L N

O T

E S

IN

D

E X O

F D

R A

W

IN

G S A

N D

G-001

G-002

G-003

A-C001

A-C002

A-M001

C-C001

C-C002

C-S001

C-S002

C-S003

C-S004

D-C001

D-C002

D-C003

D-C004

D-C005

INDEX OF DRAWINGS AND GENERAL NOTES

LOCATION MAP, VICINITY MAP, AND BENCHMARKS

WBV 24 - SITE PLAN

WBV 24 - SCOUR PROTECTION REPAIR

WBV 33 - SITE PLAN

WBV 33 - CONCRETE REPAIRS

WBV 33 - DISCHARGE PIPE ADJUSTMENT

WBV 33 - WALKWAY BRACING INSTALLATION (1 OF 2)

WBV 33 - WALKWAY BRACING INSTALLATION (2 OF 2)

WBV 3B - SITE PLAN

WBV 3B - SCOUR PROTECTION REPAIR AT MONOLITH 158

WBV 3B - SCOUR PROTECTION REPAIR AT MONOLITHS 159 AND 161

WBV 3B - SCOUR PROTECTION REPAIR DETAILS (1 OF 2)

WBV 3B - SCOUR PROTECTION REPAIR DETAILS (2 OF 2)

3000 PSI AT 28 DAYS, 90 DAYS IF POZZOLAN IS USED.

2. CONCRETE SCOUR PROTECTION SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f’c) OF

002G-

UNLESS OTHERWISE NOTED.

ALL OTHER STRUCTURAL STEEL MEMBERS SHALL BE ASTM A572, GRADE 50

1. ALL STRUCTURAL STEEL HOT ROLLED W-SECTIONS SHALL BE ASTM A992.

G-004 MISCELLANEOUS CONSTRUCTION DETAILS

A-U001

C-U001

D-U001

WBV 33 - WALKWAY AND DISHCHARGE PIPE REPAIR PLAN

A-E001

WBV 24 - VALVE BOX SUMP PUMP AND ACCESS PAD

WBV 24 - ONE-LINE DIAGRAM WITH SUMP PUMP

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

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

WBV 24 - UTILITY DISPOSITION AND RIGHT-OF-WAY

WBV 3B - UTILITY DISPOSITION AND RIGHT-OF-WAY (1 OF 5)

D-U002 WBV 3B - UTILITY DISPOSITION AND RIGHT-OF-WAY (2 OF 5)

D-U003 WBV 3B - UTILITY DISPOSITION AND RIGHT-OF-WAY (3 OF 5)

WBV 33 - UTILITY DISPOSITION AND RIGHT-OF-WAY

D-C006

D-C007

- WBV 3B HERO PUMP STATION TO ALGIERS CANAL, EAST OF HARVEY CANAL FLOODWALLS

- WBV 33 ESTELLE NO. 1 PUMPING STATION

- WBV 24, SEGNETTE STATE PARK FLOODWALL

PROTECTION PROJECTS:

12. ALL WORK INCLUDED IN THIS PROJECT WILL BE COMPLETED AT THE FOLLOWING NEWLY CONSTRUCTED FLOOD

LEGAL LIMITS OF FEDERAL, STATE AND LOCAL ROADS.

11. ALL HAULING TRUCKS SHALL ABIDE BY REQUIRED WEIGHT LIMITS. THE CONTRACTOR SHALL ABIDE BY ALL

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

RESPONSIBILITY AT NO COST TO GOVERNMENT.

OF CONTRACTING OFFICER. GRADING OF RUTS AND IRREGULARITIES IS CONTRACTOR

ACCESS TO JOB SITE. ADDITION OF CRUSHED STONE SHALL ONLY BE WITH APPROVAL

9. ACCESS ROADS SHALL BE ROUTINELY MAINTAINED TO PROVIDE CONTINUOUS

8. NORTH AMERICAN DATUM 1983 (NAD83) USED FOR HORIZONTAL CONTROL.

OUT OF SCALE.

SCALED. N.T.S. IS SHOWN ONLY WHERE DRAWING IS OBVIOUSLY

7. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE

SHOWN TO SCALE.

6. DIMENSIONS AND/OR ELEVATIONS MARKED N.T.S. ARE NOT

IN THE FIELD.

APPROXIMATE. CONTRACTOR SHALL VERIFY ACTUAL DIMENSIONS

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

4. AZIMUTHS SHOWN ARE GEODETIC AND ARE MEASURED CLOCKWISE FROM THE NORTH.

VERTICAL DATUM OF 1988 (NAVD88), 2004.65 EPOCH.

3. ELEVATIONS SHOWN ARE IN U.S. SURVEY FEET AND REFLECT NORTH AMERICAN

REFLECT U.S. SURVEY FEET.

2. ALL DISTANCES, STATIONING, AND OFFSETS ARE HORIZONTAL (GRID) AND

NORTH AMERICAN DATUM OF 1983:2011 (NAD83:2011).

TO THE LOUISIANA STATE PLANE COORDINATE SYSTEM, SOUTH ZONE (1702),

1. COORDINATES SHOWN ARE IN U.S. SURVEY FEET AND ARE REFERENCED

D-U004 WBV 3B - UTILITY DISPOSITION AND RIGHT-OF-WAY (4 OF 5)

D-U005 WBV 3B - UTILITY DISPOSITION AND RIGHT-OF-WAY (5 OF 5)

D-C008 WBV 3B - REPAIRS IN FLOODWALL REACH

RESERVED

RESERVED

28 DAYS, 90 DAYS IF POZZOLAN IS USED, UNLESS OTHERWISE NOTED.

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

S O

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O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

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N A

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-S -0

A

OU

B A

A

G .I.W

.W

ALG

IE

R S C

AN

AL

HERO CANAL

D E S

BAYOU

BO

EUF

MAYRONNE

LAPALCO

L A

R O

S E

B A

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U

B A

R D

E A

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H A

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IA

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LL

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CANAL

B A

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U

B A

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MARRERO

HARVEY P.S.

HERO P.S.

C A N

A L

BLVD.

OLD WESTWEGO P.S.

NEW WESTWEGO P.S.

MT. KENNEDY P.S.

L A

F

IT

T E

C A

N A

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WESTMINSTER P.S.

OLD ESTELLE P.S.

H W

Y

BAR

ATAR

IA

D E S

T R

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A N A

V E

F A

M

IL

L E S

COUSINS P.S.

AMES P.S.

NEW ESTELLE P.S.

1 0 1 2

PUMPING STATION

WHITNEY-BARATARIA

LAPALCO BRIDGE

HARVEY CANAL @

(BARATARIA PRESERVE)

HISTORICAL PARK PRESERVE

JEAN LAFITTE NATIONAL

FLOODGATE

HARVEY CANAL

SCALE IN MILES

G-

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WBV 24

WBV 33

WBV 3b

LOCATION MAP

A T

C H

A F

A L A

Y A

R

IV

E R

A R K A N S A S

SHREVEPORT

MONROE

R

IV

E R

R

IV

E R

VICKSBURG

NATCHEZ

ALEXANDRIA

R E

D

R

IV

E R

LAKE CHARLES

BATON ROUGEL 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

M

IS

S

IS

S

IP

P I

CITY

MORGAN

VICINITY MAP

LOCATION

PROJECT

ORLEANS

NEW

O U

A C

H

IT

A

N

DESIGNATION ELEVATIONDESCRIPTION

2004.65) (N.A.V.D.88

-2.75

ONLY)

INFORMATION

(FOR

MVN 49

ONLY)

INFORMATION

(FOR

MVN 48

2004.65) (N.A.V.D.88

-1.38

(PRIMARY)

MVN 42

ONLY)

INFORMATION

(FOR

MVN 41

2004.65) (N.A.V.D.88

-2.97

ONLY)

INFORMATION

(FOR

MVN 43

2004.65) (N.A.V.D.88

0.34

2004.65) (N.A.V.D.88

-3.25

(PID = BBCT89)

180 DEGREES AND THE CORNER OF A CYCLONE FENCE AT 46 FT AT 325 DEGREES.

PIPE AT 12 FT AT 90 DEGREES, THE CENTERLINE OF A GRAVEL ROAD AT 25 FT AT

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 88 FT, REFERENCED BY AN 8 INCH

2004.65) (N.A.V.D.88

-3.73

LONGITUDE: 90°04’58.06896"

LATITUDE: 29°49’39.71448"

NORTHING: 484997.33

EASTING: 3677343.93

LONGITUDE: 90°04’13.98699"

LATITUDE: 29°49’39.68181"

NORTHING: 485036.61

EASTING: 3681226.36

CORNER OF CONCRETE APRO, AND 10.2 FT SW FROM CARSONITE ORANGE POST.

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 80 FT, LOCATED 80 FEET NW OF

LONGITUDE: 90°03’45.5449"

LATITUDE: 29°50’29.51335"

NORTHING: 490097.73

EASTING: 3683675.5

LEVEE MARKER W830.

OF HARVEY CANAL APPROX 140 FT WEST OF PROTECTED SIDE LEVEE TOE NEAR

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 84 FT, LOCATED ON WEST BANK

LONGITUDE: 90°04’02.26218"

LATITUDE: 29°49’41.23208"

NORTHING: 485204.6

EASTING: 3682257.26

LONGITUDE: 90°03’23.41568"

LATITUDE: 29°49’47.63963"

NORTHING: 485889.78

EASTING: 3685671.32

LINE CROSSING. (PID = BBCW12)

SIDE TOE OF LEVEE APPROX 150 FT SW OF LEVEE RAMP, AND 20 FT NE OF PIPE

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 80 FT, LOCATED ON PROTECTED

LONGITUDE: 90°03’13.96422"

LATITUDE: 29°50’19.05925"

NORTHING: 489072.72

EASTING: 3686468.28

400 FT EAST OF PUMP STATION. (PID = BBCW19)

BANK OF BAYOU BARATARIA, APPROX 120 FT WEST OF PETERS RD, AND APPROX

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 88 FT, LOCATED AT NORTH TOP

THE C/L OF LEVEE AT SOUTH END OF C/L OF PIPE LINE CROSSING. (PID = BBCW13)

STAINLESS STEEL ROD DRIVEN TO A DEPTH OF 88.0 FT, LOCATED 132 FT EAST OF

WBV 33

WBV 33

WBV 33

WBV 3B

WBV 3B

WBV 3B

PROJECT

TABULATION OF BENCHMARKS

(PRIMARY)

PBM HARDY

PROJECT BENCHMARKS.

2. BENCHMARK VERIFICATION REQUIREMENTS ARE AS PER GENERAL PROVISIONS, SECTION 01100,

1. AT EACH SITE, ONLY THE PRIMARY BENCHMARK PROVIDED ABOVE SHALL BE USED FOR CONSTRUCTION.

NOTES:

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IDENTIFICATION

SHEET

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A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

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IDENTIFICATION

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P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

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-S -0

BELOW GROUND

FENCE, EMBEDDED 6"

ATTACHED TO HOG WIRE

36" SILT FENCE FABRIC

6"

M A

X

(M

IN

IM

U M

10’ O.C.

6"

"4

(M

IN

IM

U M

M A

X

GROUND

EMBEDDED 6" BELOW

36" SILT FENCE

OR STEEL T- POSTS

7’ LONG X 3-1/2" DIA.

ROUNDED WOOD POSTS

OR STEEL T- POSTS

7’ LONG X 3-1/2" DIA.

ROUNDED WOOD POSTS

ZINC COATED HOG WIRE MESH

47" FABRIC FOR SAFETY FENCE

10’ O.C.

(EMBED IN TRENCH)

SILT FENCE

FLOODSIDE

TRENCH

6"D X 4"W

NOTE

J-HOOK OR SPUR DETAIL

SILT AND SAFETY FENCE

SILT FENCE

N.T.S.

N.T.S.

N.T.S.

A TYPICAL J-HOOK IS A SHOWN IN THE DIAGRAM BELOW.

LIMIT AND ALONG THE TOE OF EMBANKMENTS OR SLOPES.

THE SILT FENCE THAT ARE LOCATED WITHIN THE PROJECT

THE J-HOOKS OR SPURS SHALL BE INSTALLED ON ALL PARTS OF

AND FORCE STORMWATER TO FLOW THROUGH THE SILT FENCE.

OR SLOPE TO CREATE SMALL POCKETS THAT TRAP SILT

THE SILT FENCE SHOULD TURN BACK INTO THE FILL

A CONTINUOUS RUN WITHOUT J-HOOKS OR SPURS.

1. THE CONTRACTOR SHALL NOT INSTALL SILT FENCE IN

5’

SCALE:

20’

PANEL MATS

(1’ X 1’ X 20’) BOLTED IN 4’

RACK NEW TIMBER MATTING

TOP OF TRUCK WASHDOWN

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

NEW TIMBER MATTING

BASE OF TRUCK WASH RACK

PROFILE PLAN VIEW

20’

TEMPORARY PIPELINE CROSSING BRIDGE

C/L

12" CLEAR

5’

NOTES:

W

ID

T H V

A R

IE

N.T.S.

18’-0"

PIPELINE NOTES:

BRIDGE

REQUIRED AT EDGE OF

HIGH VISIBILITY MARKERS

BRIDGE

REQUIRED AT EDGE OF

HIGH VISIBILITY MARKERS

EXISTING PIPELINE

6" MIN. CLEARANCE FOR DRAINAGE

CRUSHED STONE

IV ON 20H

12" X 4’-0" X 12’ (2 REQUIRED)

TIMBER MAT

GROUND LINE

CRUSHED STONE

IV ON 20H

SCALE:N.T.S.

TRUCK WASHDOWN RACK

(6 REQUIRED)

12" X 4’ X 18’

TIMBER MATS

3’ (MIN.)

(TYPICAL)

TO TRUCK WASHDOWN RACK

FOR INGRESS AND EGRESS

RAMP (CRUSHED STONE)

CONTRACTOR TO PROVIDE

ON EITHER SIDE.

THE 5’ CLEARANCE SHOULD EXTEND FROM THE OUTSIDE PIPELINE

PIPELINES ARE TOO CLOSE TO WARRANT MULTIPLE BRIDGES,

CENTERED OVER THE PIPELINE. IN THE CASE WHERE

CROSSING BRIDGE. EACH BRIDGE SHALL BE

UTILITY PRIOR TO CONSTRUCTING THE PIPELINE

INSPECTION TRENCH TO POSITIVELY LOCATE EACH

4. CONTRACTOR SHALL EXCAVATE AND BACKFILL AN

CROSS THE PIPELINE AT THIS BRIDGE.

ALL EQUIPMENT (LIGHT & HEAVY) SHALL ONLY

AT ALL TIMES DURING THE CONSTRUCTION.

SATISFY THE CRITERIA OF 5’ (MIN.) AND 48" CLEAR

PIPELINES. ANY ALTERNATE DESIGN MUST

ALTERNATE DEISGN FOR BRIDGING OVER THE

3. CONTRACTOR MAY SUBMIT FOR APPROVAL AN

BEGINNING INSTALLATION OF THE PIPELINE MAT.

REPRESENTATIVE (HUEY LEVRON - 504-415-0590) BEFORE

ACTIVITIES WITH THE FACILITY OWNER’S

2. CONTRACTOR SHALL COORDINATE CONSTRUCTION

AT THE WBV 3B SITE. SEE SHEET D-C001 FOR DETAILS.

1. PIPELINE MATTING MAY BE REQUIRED AT 22" CHEVRON GASLINE

CONTRACTING OFFICER.

2. DISPOSE OF MUD AS DIRECTED BY

1. SLOPE TIMBER MATTING TO DRAIN.

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

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RIGHT OF W

AY

PROJECT BASELINE

RIGHT OF W

AY

MARCELLO CANAL

RIGHT OF WAY

RIGHT OF WAY

S C

O U

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C T

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N R

E P

A

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FLOOD SIDE

SEGNETTE BLVD.

AVE.

DRAKE

L A P

A L C

O B

L V

D

OVERALL SITE PLAN

TO HWY.

ACCESS ROAD

W

S

S

NEW

6" W

ATER LINE (2,820’)

W

S

OF CONTACT IS MR. ANTHONY MARANGE, MANAGER, (504) 736-7140.

6. THE WORK SHALL BE COMPLETED IN COORDINATION WITH BAYOU SEGNETTE STATE PARK. POINT

5. RIGHT-OF-WAY AND UTILITY INFORMATIONS PROVIDED ON COORDINATES SHEET A-U001.

4. KEEP ALL ROADWAYS USED BY THE CONTRACTOR CLEAN DURING CONSTRUCTION.

SOUTH OF LAPALCO BLVD.

3. ACCESS TO THE SITE IS BY VEHICLE FROM SEGNETTE BLVD. ACCESS ROAD IS APPROX. 0.1 MI.

SPECIFICATIONS.

THE VALVE BOX IN ACCORDANCE WITH SHTS. A-M001 AND A-E001 AND THE CONTRACT

CONTRACT SPECIFICATIONS. AT B/L STA. 519+20 (APPROX.) A SUMP PUMP SHALL BE INSTALLED IN

THE SCOUR PROTECTION SHALL BE REPAIRED IN ACCORDANCE WITH SHT. A-C002 AND THE

2. TWO SEPERATE REPAIRS REQUIRED AT THIS PROJECT LOCATION. AT B/L STA. 515+05 (APPROX.), ED NO. 09-027

FILE NO. H -4-47865

CONTRACT NO. W912P8-10-C-0026 (BY DAVID BOLAND, INC.)

1. WORK TO BE COMPLETED AT THE SITE OF WBV 24 SEGNETTE STATE PARK FLOODWALL:

GENERAL NOTES:

V :4

H

V :4

H

FE-1

LIMITS OF CONSTRUCTION

LIMITS OF CONSTRUCTION

LIMITS OF CONSTRUCTIONPUMP STATION

DRAINAGE

EXISTING

X X

LIMITS OF CONSTRUCTION

1V:3H

1V:3H

(2 E

A

.0

M O

N O

B -1

B -1

LIMITS OF CONSTRUCTION

1V:4H 1V:4H

MONO B-5

MONO B-20

(7 EA. @ 40’ = 280’)

MONO. B-1 THRU B-7

(3 .7

M O

N O

B -8

(4 .0

M O

N O

B -9

(4 .0

M O

N O

B -1

X

1V:4H

1V:3H

1V:4H

LCNF-1

X

FLOOD SIDE

POLE

EXIST. POWER POLE

EXIST. POWER

PROJECT BASELINE

WTHC-58

V :4

H

NEW T-WALL

LIMITS OF EXISTING LEVEE BOARD R/W

LIMITS OF EXISTING LEVEE BOARD R/W

1V:3H

NEW T-WALL

N

MARCELLO CANAL

E-1

TO REMAIN

EXIST. POWER LINE

1V:3H 1V:3H

(3 .2

M O

N O

B -1

(3 .0

M O

N O

B -1

(2 .0

M O

N O

B -1

(4 .0

M O

N O

B -1

(7 EA. @ 40.0’ = 280.00’)

MONO. B-18 THRU B-24

V :1

H

V :4

H

EXIST. BERM TOE OUT

NEW BERM TOE OUT

B /L S

T A .0

PROTECTION

NEW 6" SCOUR

STATION TO THE SOUTH

SHALL NOT DISRUPT THE EXISTING DRAINAGE TO THE PUMPING

MUDWAVE CREATED BY THE BERM EMBANKMENT WORK

NOTE:

PROTECTED SIDE

V :1

H

V :1

H

M O

N O

H -1 .0

(2 .5

M O

N O

B -1

1V:4H

B /L S

T A .6

W /L

W /L

.7

W /L

.7

W /L

.6

W /L

.6

W /L

.8

W /L

.8

W /L

.8

W /L

.8

W /L

.3

W /L

.3

W /L

.3

W /L

.3

W /L

W/L-10

W/L-8

W/L-7

W/L-6

W/L-5 W/L-4

W/L-3

W/L-2

W/L-1

LIMITS OF EXISTING LEVEE

NEW BERM TOE OUT

1V:4H

1V:40H 1 V :4

H

ASPHALT ROAD EDGE (TYP.)

MATCH BERM TOE OUT W/

(179.86’) SEE SHT. S-319 THRU S-321

MONO. C-1 THRU C-5

POLE

EXIST. POWER

M O

N O S -1 .0

W/L-9

W/L-7W/L-7

LIMITS OF EXISTING LEVEE

R

(T Y P

.0

R

LIMITS OF NEW CUL DE SAC ASPHALT PAVING

STA. 523+08, SEE SHT.C-307

SEE SHT. C-316

NEW ACCESS ROAD,

OF THIS AREA

SEE SHT. C-307 FOR DETAILS

V :4

H

V :4

H

SHEET E-601 FOR ONE-LINE DIAGRAM.

SITE PLAN,

SHEET E-101 FOR ELECTRICAL

AND MARK-UP PANEL DETAILS,

SEE SHEET C-317 FOR VALVE BOX

(125 FT. X 50 FT)

STAGING AREA

M A

T C

H L

IN

E S

T A

L

IM

IT

S O

F W

O R

K

T A B /L

A-C001

W B

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L A

N

T O S

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E B

L V

D

A C

C E

S S R

O A

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REPAIR 1

REPAIR,

PROTECTION

SCOUR

REPAIR 2

VALVE BOX REPAIR,

PARTIAL SITE PLAN

A-C002

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

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SCOUR PROTECTION NOTES:

5. STOP REINFORCEMENT APPROX. 2" BEFORE JOINT.

4. CONTINUE REINFORCEMENT THROUGH CONTRACTION JOINT.

AND SHALL BE REINFORCED WITH #4 BARS AT 12" O.C..

CONCRETE PAVEMENT AT THE LEVEE/FLOODWALL TRANSITION

3. REINFORCING STEEL AND DOWELS SHALL BE INCLUDED FOR ALL

COINCIDENT WITH SHEET PILE INTERLOCK OR WALL EXP. JOINT.

2. TRANSVERSE EXPANSION JOINTS AT 30’ (MAX.) SPACING AND

LONGITUDINAL AND LATERAL FOR ALL CONCRETE SLABS.

1. CONTRACTION JOINTS SHALL BE SPACED 10 FT O.C.

NOT TO SCALE

SAWCUT COMPLETED SAWCUT JOINT

")8 1" (– 2

")8

1" (– 2

CONTRACTION JOINT

"8

"8

1 FLOWING INTO SAWCUT

JOINT SEALANT FROM

REQUIRED TO PREVENT

NON-ABSORPTIVE MATERIAL

SEALANT

ELASTOMERIC

EXPANSION JOINT

1’-0"

" 3

SURFACE OF PAVEMENT

EXPANSION TUBE

JOINT FILLER

PREMOLDED

ELASTOMERIC SEALANT

JOINT, SEE NOTE

REINFORCEMENT AT

TERMINATE

NOT TO SCALE

1/8" R

"2

@ 12" O.C.

" DIA. SMOOTH DOWEL4

318" -

2" CHAMFER

4*

NOT TO SCALE

CUT EXISTING DOWELS FLUSH WITH FLOODWALL BASE SLAB

EL. 6.0, T-WALL BASE SLAB

6" SCOUR PROTECTION#4 BARS AT 12" O.C.

SCOUR PROTECTION/BASE SLAB DETAIL

COMPACTED FILL

AND SCOUR PROTECTION

PAPER BETWEEN BASE SLAB

INSTALL 30 LB. FELT ROOFING

* MATCH EXISTING GRADE (APPROX. 4H:1V)

ASPHALT (16 LF)

INSTALL COLD MIX

10’

THIS SHEET

SLAB DETAIL

PROTECTION/BASE

SEE SCOUR

REPAIR PROCEDURE

(APPROX. 3 FT. X 3 FT.), SEE

REPAIR SPALLED CONCRETE

REPAIR (20 LF)

JOINT SEALANT

REPAIR (50 LF)

JOINT SEALANT

EXISTING GRADES)

JOINTS (MATCH

WITH EXPANSION

PANEL. REINSTALL

SAW CUT AND REMOVE

EXPANSION JOINT

CONTRACTION JOINT

OBSERVATION PORT

UNDERLYING VOIDS.

AND PLACE COLD MIX ASPHALT, COMPACTING TO COMPLETELY FILL THE GAP AND ANY

FILLED USING COLD MIX ASPHALT. REMOVE THE WOOD FILLER STRIPS IN THEIR ENTIRETY

4. IN LOCATIONS NOTED "INSTALL COLD MIX ASPHALT", THE HORIZONTAL GAP SHALL BE

STRIP MUST BE REMOVED AND COLD MIX ASPHALT USED TO FILL THE GAP.

SEALANT CAN BE FOUND TO SATISFY BOTH PERFORMANCE REQUIREMENTS, THE FILLER

MUST BOTH FILL THE GAP AND PROVIDE SUFFICIENT FLEXIBILITY TO BRIDGE THE GAP. IF NO

WITH A SEALANT MEETING THE REQUIREMENTS OF ASTM D6690 TYPE IV. THE SEALANT

3. IN LOCATIONS NOTED "JOINT SEALANT REPAIR", THE HORIZONTAL GAP SHALL BE FILLED

HD-50 OR APPROVED EQUAL. CURE IN ACCORDANCE WITH MANUFACTURER’S INSTRUCTION.

THE MANUFACTURER’S INSTRUCTIONS. REPLACE CONCRETE WITH DAYTON SUPERIOR

PARTICLES. APPLY BONDING AGENT MEETING ASTM C 1059 TYPE II IN ACCORDANCE WITH

LB. HAMMERS. PRESSURE WASH THE SURFACE TO REMOVE ALL DUST AND FRACTURED

LEAST 1" BEYOND THE DAMAGED CONCRETE. CHIP OUT DAMAGED CONCRETE WITH MAX. 15

TAILED SAW-CUTS IN A RECTANGULAR PATTERN AROUND THE DAMAGED AREA AND AT

2. AT SPALLED CONCRETE, DEFINE AREA TO BE REPAIRED BY PLACING MIN. 1" DEEP DOVE

NOTES ON THIS SHEET.

1. EXISTING SCOUR PROTECTION SHALL BE REPAIRED IN ACCORDANCE WITH DETAILS AND

REPAIR PROCEDURE:

FLOODSIDE

PROTECTED SIDE

SCOUR PROTECTION REPAIRS

SCALE: 1" = 10’

PHOTO 1 PHOTO 2

PHOTO 1)

REPAIR AREAS (SEE

PHOTO 2)

REPAIR AREA (SEE

A-M001

M

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NEW ORLEANS DISTRICT

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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

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W O

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D A

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C T S

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EL.EV. 5.0

FIELD VERIFY

TYP.

PLAN

ELEVATION

SEE NOTE 3

PUMP OUT RECESS

SEE NOTE 2

SUMP PUMP WITH FLOAT SWITCH

SEE NOTE 2

SUMP PUMP WITH FLOAT SWITCH

POWER. SEE NOTE 4.

FOR SUMP PUMP

SHUT OFF SWITCH

GFCI OUTLET AND

POWER. SEE NOTE 4.

FOR SUMP PUMP

SHUT OFF SWITCH

GFCI OUTLET AND

SEE NOTE 5

EXISTING BOTTOM SLAB

SEE NOTE 5

EXISTING BUTTERFLY VALVE 18"

6’-0"Lx3’-0" SEE NOTE 5

EXISTING ACCESS COVER

10’-0"

" 8

11’-4"

10’-0"

6’-3"

SEE NOTE 5.

CONCRETE WALL

EXISTING REINFORCED

SEE NOTE 5.

EXISTING PIPE 18"

SEE NOTE 5.

(TYP. 4 PLCS.)

EXISTING 6" DRAIN

(TYP.) SEE NOTE 5.

EXISTING PIPE SUPPORT

6’-0"Lx3’-0". SEE NOTE 5.

EXISTING ACCESS COVER

ACTUATOR. SEE NOTE 5.

EXISTING ELECTRICAL

6"

SEE NOTE 3

PUMP OUT RECESS

SEE NOTE 1

1’Lx1’Wx1-1/2"H

SCOUR PAD

CONCRETE

FIELD VERIFY

EXISTING GROUND

VALVE BOX REPAIR

SCALE: 1/2" = 1’

M A

X

SEE NOTE 1

1’Lx1’Wx1-1/2"H

SCOUR PAD

CONCRETE

NOTE 2)

W/T 90 DEGREE ELBOW (SEE

(CONFORMING TO ASTM F628)

1’x1-1/2" SCH 40 ABS PIPE

SUMP PUMP DISCHARGE

AS PART OF THIS CONTRACT.

ELECTRIC VALVE ACTUATORS NOT TO BE CONSTRUCTED

18" DISCHARGE PIPES, BUTTERFLY VALVES AND

EXISTING CONCRETE VALVE BOX WITH ACCESSWAY5.

SUCH THAT NO EXTENSION OF POWER PUMP CORD IS NECESSARY.

TO BE USED FOR PUMP POWER CONNECTION. MOUNT GFCI

FIELD VERIFY LOCATION OF EXISTING CONDUIT

AND SWITCH AS SPECIFIED IN THIS CONTRACT.

INSTALL GFCI (GROUND FAULT CIRCUIT INTERRUPTER) OUTLET 4.

INSTALL PUMP DIRECTLY ON FLOOR

FIELD VERIFY LOCATION. IF RECESS IS ABSENT

PUMP OUT RECESS 12"x12"x2" DEEP.3.

AROUND PVC DISCHARGE WITH GROUT.

AS SPECIFIED IN THIS CONTRACT. SEAL PENETRATION

GOULDS MODEL LSP0311AV OR APPROVED EQUAL

INSTALL SUMP PUMP WITH DISCHARGE LINE,2.

CONCRETE SCOUR PAD AND CONCRETE ACCESS PAD.

CLEAN AND PREPARE EXISTING SURFACE FOR PLACEMENT OF 1.

NOTES:

SEE NOTE 1

WITH #3 BARS AT 10" AT MID HEIGHT)

3’-0"Lx3’-0"Wx9"H (REINFORCE

ACCESS PAD

CONCRETE

SEE NOTE 1

#3 BARS AT 10" AT MID HEIGHT)

3’-0"Lx3’-0"Wx9"H (REINFORCE WITH

CONCRETE ACCESS PAD

A-E001

N

E -L

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IA

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

V A

L L E

Y D

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N E

W O

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A N

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A R

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P S O

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P L

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A N

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IA

N A

W B

V -1

-S -0

OUTLET

GFCI

SWITCH

FLOAT

ACTING

DOUBLE

PUMP

SUMP

FIELD VERIFY

EXISTING CONDUIT

MV

MV

M

MM

C C

3P20

R TD

OPEN

OPENING

CLOSING

CLOSED

FAILURE

START/STOP

PUMP NO. 1

3P60

M

MM

3P20

R TD

OPEN

OPENING

CLOSING

CLOSED

FAILURE

START/STOP

PUMP NO. 2

2P15

480 - 120/240V

3KVD

CONTROL XFMR

VALVE NO. 1

MOTOR OPERATED

VALVE NO. 2

MOTOR OPERATED

"C

G

"C

G

A

A

A

G

R

A

A

A

G

R

20/1

VALVE/PUMP CONTROL PANEL

ONE LINE DIAGRAM

18" BUTTERFLY VALVE CONTROL PANEL

SEE SHEETS E-101, C-101, AND C-317 FOR DETAILS.

PUMPS WILL BE CONTROLLED FROM VALVE CONTROL PANEL.

OFF PUSH BUTTON AND INSTALL BLANK ON EXISTING PUMPS.

REMOVE HAND-OFF-AUTO SELECTOR SWITCH ON PUSH BUTTON,

NOTES:

1.

2.

A.

B.

C.

D.

NEW BREAKERSTARTER (TYP.)

EXISTING MOTOR

TRANDUCER (TYP.)

NEW CURRENT

3.

NO. 1 STARTER

EXISTING PUMP

NO. 2 STARTER

EXISTING PUMP

PANEL

BREAKER

EXISTING

"C

"C

20/1 20/1 20/1

SWITCH

SHUT-OFF

M

EXISTING CONCRETE VALVE BOX

NEW CIRCUIT FOR SUMP PUMP

B C

B C

A

A

SUPPLY

POWER

UNINTERUPTED

NC NC

POWER

CONTROL

3#12

3#12

(0-)

(0)

(0-2 SEC.)

(3-0 SEC.)

(0-3 SEC.)

(120V)

(120V)

GROUND

CHASIS

WITH SET POINT THAT WILL MONITOR MOTOR LOAD.

POSITIVE PUMP "RUN" SIGNAL WILL COME FROM CURRENT TRANSDUCER

BE ON AND VALVE WILL CLOSE.

START SEQUENCE), IF MOTOR DOES NOT RUN, THE FAILURE LIGHT WILL

A TIMING RELAY WILL ALLOW FOR PUMP TO START AND RUN (DURING

AS SOON AS VALVE IS FULLY CLOSED THE PUMP MOTOR WILL STOP.

UPON STOP PUSH BUTTON PRESSED, VALVE WILL START TO CLOSE,

PUMP MOTOR WILL RUN.

AND VALVE WILL START TO OPEN. WHEN VALVE IS FULLY OPEN THE

UPON START PUSH BUTTON PRESSED, PUMP MOTOR WILL ENERGIZED

DESCRIPTION OF OPERATION

C-10

C-11

L-4

AZ 25°48’00.3"

EXISTING LEVEE BOARD R/W

EXISTING LEVEE BOARD R/W

LIMITS OF CONSTRUCTION

EXISTING LEVEE BOARD R/W

VALVES AND VALVE BOX

EXISTING BUTTERFLY

ACCESS ROAD TO SEGNETTE BLVD.

PUMP STATION

EXISTING

N

S T

A .8

E X

IS

T

R O

A D

LIMITS OF CONSTRUCTION

L

IM

IT

S O

F C

O N

S T

R U

C T

IO

N

P.I. B/L STA. 519+00.00

A-U001

W B

V

U

T

IL

IT

Y D

IS

P O

S

IT

IO

N A

N D R

IG

H T -O

F -W

A Y

P.I. STA. 512+83.62

P.I. STA. 522+36.11

PROTECTED SIDE

C-1

C-2

L-1

L-2

C-3

C-4 C-5

C-8 C-9

C-12

L-3

P.I. B/L STA. 519+50.00

P.I. B/L STA. 520+50.89

WTHC-57

WTHC-58

FE-1

16’

FLOOD SIDE

S T

A .0

L

IM

IT

S O

F C

O N

S T

R U

C T

IO

N

D-1

X-X

BASELINE

EXISTING R/W

UTILITY NUMBER

LEGEND

L-XX

C-XX

LIMITS OF CONSTRUCTION

XY FOR LIMITS OF CONSTRUCTION P.I.

AZ.27°01’14.8"

C-13

C-6 C-7

E-1

XY FOR EXISTING LEVEE BOARD R/W P.I.

S T

A .0

NOTE: SEE PLAN SHEETS FOR LOCATIONS AND AZIMUTHS

P.I. B/L Station Offset

L-1

L-2

523+00.00

L-4

3650176.6417

3650500.7562

3650464.2098

3650494.1667

X Y

L-3

502315.7343

502159.0506

503214.9197

503273.6607

514+20.00

250.00’ R

STATION

512+83.62

526+00.00

TO

514+20.00 250.00’ R

304.85’ L

300.00’ L

523+00.00

LEVEE BOARD RIGHTS OF WAY P.I.s (L)

P.I. B/L Station OffsetX YSTATION

C-1

C-2

C-4

C-3

512+83.62

526+00.00

TO

C-5

C-6

C-7

C-8

C-9

C-10

C-11

C-12

C-13

3650176.6417 502315.7343 514+20.00 110.50’ L

71.50’ R514+20.003650299.5078 502276.5130

519+00.00 110.06’ L

519+00.003650341.1778 502769.5373

3650385.6723 502748.1331

159.41’ L

519+51.003650362.8529 502814.5949 159.51’ L

3650407.4339

3650451.2275

3650488.2026

3650469.5919

3650666.8259

3650693.8096

3650499.5488

3650561.7239

502793.1491

502883.7400

502914.2075

503082.5687

502895.0606

502972.0161

503141.3097

503109.4560

519+51.00

520+50.89

520+50.89

522+36.11

110.00’ L

180.00’ L

110.25’ L

180.00’ L

522+36.11

522+36.11

40.00’ R

70.07’ R

523+00.00

523+00.00

180.00’ L

110.00’ L

DESCRIPTION OWNER DISPOSITIONAPPROX. STATIONITEM NO.

2 EA., 16" DIA. STEEL DISCHARGE PIPES

13.8KV OVERHEAD POWER LINES

EXISTING CHAIN LINK FENCE AND GATES

D-1

E-1

FE-1

519+22

AS SHOWN

518+40 +/-

SEGNETTE STATE PARK

ENTERGY

WEST JEFF LEVEE DISTRICT

DO NOT DISTURB

DO NOT DISTURB

DO NOT DISTURB

512+83.62

522+36.11

531+38.97

WTHC-58

952.495

902.950

3651035.6000

3650625.4231

3650210.9089502277.3652

503134.8253

503939.1295

WTHC-57

POINT EASTING (X)NORTHING (Y)BEARING

N 25°48’00.3" E

LENGTH (FT.)STATION

N 27°01’14.8" E

BASELINE (B/L

MATCH LINE

EXISTING FACILITIES

LIMITS OF CONSTRUCTION (C)

WTHC-59 (NOT SHOWN)

S O

L

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C O

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R A

C T N

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

V A

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P S O

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IN

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L E

C

D P

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D A

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ID

P L

O V

E T

T P .E

D E

C E

M B

E R

A N

S I

D

F E

B

J E

F F

E R

S O

N A

N D P

L A

Q U

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A R

IS

H L

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IA

N A

W E

S T

W E

G O T

O H

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R O J E

C T S

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P A

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-S -0

100’0 50’

SCALE:1"=50’

SECTION 16

T14S 23E

RIGHT-OF-WAY

L

IC

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N E

D B

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D E

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4 5

A

B

M A

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A P

P R

D A

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F

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B E

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S U

B M

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D B

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P L

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C A

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P L

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A T

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D A

T E

M A

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D E

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IP

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C O

N T

R A

C T N

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

V A

L L E

Y D

IV

IS

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N

N E

W O

R L E

A N

S D

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T R

IC

T

U .S

A R

M Y C

O R

P S O

F E

N G

IN

E E

R S

L E

C

D P

L

D A

V

ID

P L

O V

E T

T P .E

D E

C E

M B

E R

A N

S I

D

F E

B

J E

F F

E R

S O

N A

N D P

L A

Q U

E M

IN

E S P

A R

IS

H L

O U

IS

IA

N A

W E

S T

W E

G O T

O H

A R

V E

Y P

R O J E

C T S

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V -8

W

B V M

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C

R E

P A

IR

S F

O R V

A R

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R R

IC

A N

E P

R O

T E

C T

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N P

R O J E

C T

W E

S T

B A

N K A

N D V

IC

IN

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N E

W O

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A N

S L

O U

IS

IA

N A

W B

V -1

-S -0

BANK LINE

BANKLINE

G

ESTELLE PUMPING STATION

OUTFALL CANAL

ESTELLE

PUMPING

STATION

BRIDGE

G G

G G G

G

G G G

G G G

G

G G

ID

G E

22’’ GAS PIPELINE, BRIDEGLINE GAS CO. (DO NOT DISTURB)

LEVEE C/L

X

X X

X X

X X

FENCE

EXIST.

GATE

WIDE SWING

14’

X X

X

UM

U M

OP OVERHEAD POWERLINES

OT OVERHEAD TELEPHONE LINES

UE

UM

G UNDERGROUND GAS PIPELINE

UNDERGROUND ELECTRIC CONDUIT

UNDERGROUND GAGE MONITORING CABLE

UE

LEVEE

DIESEL FUEL TANK

FUEL LINES

UNDERGROUND

(95’RT)

STA792+01B/L

HV-22

X

SOIL BORING

UTILITY POLE

CANAL

C

N

A L

P

IP

E L

C

N A

L

S T

A

L

AND PLATFORM

EMERGENCY GENERATOR

BENCH MARK

FLOOD SIDE

PROTECTED SIDE

N

SCALE: 1’’ = 40’-0’’

GENERAL SITE PLAN

T R

A N

S

IT

IO

N

BASIN SLAB

NEW DISCHARGE

N E

W

800+00

PROJECT BASELINE STA. 2+99.14=

USACE BASELINE STA. 803+54.43

PAVING

NEW 6" CONC.

STA. 2+38.70 B/L

254.48’ RT.=

157.86’ RT.=

STA. 2+96.75 B/L

157.17’ RT.=

STA. 4+82.15 B/L

242.59’ LT.=

STA. 6+52.96 B/L

239.15’ LT. =

STA. 7+33.55 B/L

BASELINE

BERM

NEW STABILITY

AZ=90°03’02"

AZ=87°45’04"

AZ=64

°22

’58

AZ=90°11’28"

AZ=64

°14

’3 2"

A Z

°4 ’0

STA. 500+00.00 W/L

BEGIN NEW T-WALL

A Z

°0 ’1

AZ=87°32’15"

STA. 503+00.13 W/L

STA. 501+14.72 W/L

244.04’ RT.=

STA. 2+38.06 B/L

STA. 500+10.45 W/L

STA. 508+93.56 W/L

END NEW T-WALL

STA. 508+12.90 W/L

BEGIN PROJECT

"SAFE HOUSE"

EXIST.

(ON GEOTEXTILE)

SLOPE

RIP-RAP LINED

NEW 6" CONC. SLOPE PAVING

NEW 6" CONC. SLOPE PAVING

DISCHARGE PIPES

NEW EXTENSION OF

NEW STABILITY

BERM

END PROJECT

168.29’ LT.=

STA. 506+25.59 W/L

STA. 4+81.01 B/L

AVE.

TO DESTRAHAN

O P

X

O P

X

X

OP

X X X

OP

OP

OP

OP

X

X

O P

X

OP

OP

7. LOW CLEARANCE ON OVERHEAD POWERLINES MAY LIMIT ACCESS TO SITE.

POINT OF CONTACT WILL BE MR. ALI PIRSALEHY, ASST. DIRECTOR, (504)-736-6730.

6. THE WORK SHALL BE COMPLETED IN COOPERATION WITH JEFFERSON PARISH DEPARTMENT OF DRAINAGE. THE

5. COORDINATES FOR RIGHTS-OF-WAY ARE SHOWN ON SHT. C-R001 THROUGH C-R003.

APPROVAL. STAGING AREA SHALL BE LOCATED WITHIN EXISTING RIGHT-OF-WAY LIMITS.

4. CONTRACTOR SHALL SUBMIT PROPOSED LOCATION FOR STAGING AREA TO CONTRACTING OFFICER FOR

THE WEST SIDE OF THE HARVEY CANAL. GO APPROXIMATELY 3.1 MILES AND TURN LEFT AT THE ACCESS ROAD.

3. ACCESS TO THE SITE IS BY VEHICLE. FROM LAPALCO BLVD. TURN SOUTH ONTO DESTREHAN AVE. LOCATED ON

OF WALKWAY BRACING (C-S002 THRU C-S003).

DISCHARGE PIPE ADJUSTMENT (C-S001), PLACEMENT OF ADDITIONAL FLOODSIDE FILL (C-C003) AND INSTALLATION

2. WORK AT THIS LOCATION SHALL INCLUDE CONCRETE FLOODWALL AND SCOUR PROTECTION REPAIRS (C-C002), ED NO. ED-???

FILE NO. H-4-46551

CONTRACT NO. W912P8-09-D-0042-0002 (PURNELL CONSTRUCTION CO., LLC)

1. WORK TO BE COMPLETED AT THE SITE OF WBV 33 ESTELLE NO. 1 PUMPING STATION:

NOTES:

CLEARANCE)

(APPROX. 25 FT.

POWER LINES

OVERHEAD

13 FT. CLEARANCE)

LINES (APPROX.

OVERHEAD POWER

1-800-272-3020)

(BRIDGE LINE GAS DIST. LLC

EXIST. NATURAL GAS PIPELINE

C-C001

W B

V

S

IT

E P

L A

N

TRUCK WASH DOWN RACK

ADJUSTMENT

DISCHARGE PIPE

WALKWAY BRACING

INSTALL ADDITIONAL

REPAIR

CONCRETE

MISC. REPAIR

CONCRETE

MISC.

REPAIR

CONCRETE

MISC.

STAGING AREA

(100 FT. X 25 FT.)

HERBICIDE

RIPRAP WITH

EXISTING

SPRAY

COOPERATION IS REQUIRED OF ALL PARTIES TO ENSURE TIMELY COMPLETION OF WORK.

6. OTHER CONTRACTORS MAY PERFORM CONCURRENT WORK AT THE PUMP STATION. COORDINATION AND

POINT OF CONTACT WILL BE MR. MITCH THERIOT, DIRECTOR, (504)-736-6751.

5. THE WORK SHALL BE COMPLETED IN COOPERATION WITH JEFFERSON PARISH DEPARTMENT OF DRAINAGE. THE

4. RIGHT-OF-WAY AND UTILITY INFORMATION IS PROVIDED ON SHEET C-U001.

THE WEST SIDE OF THE HARVEY CANAL. GO APPROXIMATELY 3.1 MILES AND TURN LEFT AT THE ACCESS ROAD.

3. ACCESS TO THE SITE IS BY VEHICLE. FROM LAPALCO BLVD. TURN SOUTH ONTO DESTREHAN AVE. LOCATED ON

(C-C002), DISCHARGE PIPE ADJUSTMENT (C-S002), AND INSTALLATION OF WALKWAY BRACING (C-S003 AND C-S004).

2. WORK AT THIS LOCATION SHALL INCLUDE CONCRETE FLOODWALL, SCOUR PROTECTION AND RIPRAP REPAIRS

FILE NO. H-4-46551

CONTRACT NO. W912P8-09-D-0042-0002 (PURNELL CONSTRUCTION CO., LLC)

1. WORK TO BE COMPLETED AT THE SITE OF WBV 33 ESTELLE NO. 1 PUMPING STATION:

NOTES:

L

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F

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P R

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C A

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P L

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D E

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C O

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

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W E

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G O T

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C T S

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N

B R

ID

G E

FLOOD SIDE

PROTECTED SIDE

MONOLITH 9 REPAIR

MONOLITHS 11 AND 15 REPAIR

MONOLITH 4 REPAIR

MONOLITHS 14 THROUGH 22 REPAIR

MATCH ADJACENT CONCRETE.

TAMPING, RODDING, RAMMING, ETC. AND STRUCK OFF TO

BE THOROUGHLY COMPACTED INTO THE PREPARED VOID BY

CONSISTENCY THAT WILL PERMIT PLACING. MORTAR SHALL

ADDITION OF WATER UNTIL IT OBTAINS THE STIFFEST

REMIXED OVER A PERIOD OF AT LEAST 30 MINUTES WITHOUT

WILL LEAVE THE HANDS DRY. THE MORTAR SHALL BE

PRESSURE OF THE HANDS AND WILL NOT EXUDE WATER BUT

STICK TOGETHER WHEN MOLDED INTO A BALL BY SLIGHT

WITH ONLY ENOUGH WATER SO THAT THE MORTAR WILL

CEMENT AND TWO AND ONE-HALF PARTS FINE AGGREGATE

DRY-PACKED MORTAR SHALL CONSIST OF ONE PART

FLOODWALL STEM. FILL HOLES WITH DRY PACKED MORTAR.

CHIP OUT EXISTING NAILS (APPROX. 80 TOTAL) IN

PROCEDURE:

CONCRETE SPALL IS APPROX. 3.5 FT X 1.5 FT.

CURE IN ACCORDANCE WITH MANUFACTURER’S INSTRUCTION.

PLACING AS STATED IN THE MANUFACTURER�S INSTRUCTIONS.

MATERIAL AND A SCRUB COAT SHALL BE APPLIED PRIOR TO

CONDITION AT THE TIME OF PLACEMENT OF THE REPAIR

CONCRETE SHALL BE IN A SATURATED SURFACE DRY

ACCORDANCE WITH THE MANUFACTURER�S INSTRUCTIONS. THE

(OR APPROVED EQUAL) EXTENDED WITH PEA GRAVEL IN

REPLACEMENT CONCRETE SHALL BE DAYTON SUPERIOR HD-50

REPAIR EXCEEDS 2", FORMWORK SHALL BE USED AND THE

MANUFACTURER�S INSTRUCTIONS. IF THE DEPTH OF THE

EQUAL MIX AND PLACE IN ACCORDANCE WITH THE

BASF ZERO-C VERTICAL OVERHEAD MORTAR OR APPROVED

DUST AND FRACTURED PARTICLES. REPLACE CONCRETE WITH

DAMAGE. PRESSURE WASH THE SURFACE TO REMOVE ALL

BE LEFT/CUT ACROSS THE ENTIRE JOINT TO PREVENT FUTURE

CONCRETE REPAIR INSTITUTE. A 1/2� EXPANSION JOINT SHALL

PROFILE OF CSP-7 AS DEFINED BY THE INTERNATIONAL

PREPARE THE SURFACE TO A MINIMUM CONCRETE SURFACE

" BEHIND THE BAR. 4

3SHALL BE REMOVED A MINIMUM OF

HAMMER. IF REINFORCING STEEL IS EXPOSED, CONCRETE

HAMMER IS USED, THE HAMMER SHALL BE MAX. 15 LB.

CONCRETE. REMOVE ALL DAMAGED CONCRETE. IF A CHIPPING

DAMAGED AREA AND AT LEAST 1" BEYOND THE DAMAGED

TAILED SAW-CUTS IN A RECTANGULAR PATTERN AROUND THE

DEFINE AREA TO BE REPAIRED BY PLACING MIN. 1/2" DEEP DOVE

PROCEDURE:

40 SF.

DURING DEMOLITION. EXISTING PANEL IS APPROXIMATELY

DOWELS INTO ADJECENT PANELS SHALL NOT BE DAMAGED

PROTECTION. SEE SHEET B-C004 FOR DETAILS. EXISTING

JOINTS AND REPLACED WITH 6� REINFORCED SCOUR

EXISTING PANEL SHALL BE REMOVED BETWEEN EXPANSION

PROCEDURE:

12" FROM THE PROTECTED SIDE FACE OF THE FLOODWALL.

30 TOTAL). INSPECTION PORTS SHALL BE LOCATED APPROX.

INSTALLED IN EACH SCOUR PROTECTION PANEL (APPROX.

LSSRB SECTION 701. ONE INSPECTION PORT SHALL BE

PORTS. FLOWABLE FILL SHALL BE IN ACCORDANCE WITH

PORT PER MONOLITH UNTIL IT SEEPS OUT OF ADJACENT

THE PANEL. FLOWABLE FILL SHALL BE PUMPED INTO ONE

PLUG AND SHALL EXTEND THROUGH THE FULL DEPTH OF

SHALL BE 6" DIA. GALVANIZED PIPE WITH FLUSH SOCKET

PORTS AND PUMP FLOWABLE FILL. INSPECTION PORTS

PROCEDURE: DRILL INJECTION HOLES, INSTALL INSPECTION

C-C002

W B

V

C

O N

C R

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A

IR

S

(MONOLITH 9 - FLOOD SIDE)

REPAIR CONCRETE SPALL

(MONOLITH 11 - PROTECTED SIDE)

REPAIR NAIL HOLES IN FLOODWALL

(MONOLITH 15 - PROTECTED SIDE)

REPAIR NAIL HOLES IN FLOODWALL

PROTECTION (MONOLITHS 14 - 22)

INSTALL FLOWABLE FILL BENEATH SCOUR

PROTECTED SIDE)

(MONOLITH 4 -

PROTECTION PANEL

REPLACE SCOUR

(MONOLITHS 1 THRU 11)

TERRESTRIAL USE, OR APPROVED EQUAL

CUSTOM HERBICIDE FOR AQUATIC AND

SPRAY EXISTING RIPRAP WITH ROUNDUP

SCALE: 1" = 40’

SITE PLAN

o s h e e t_ s e e d .d g n

C-S001

P

IP

E R

E P

A

IR

P

L A

N W

B V

W

A L

K W

A Y A

N D D

IS

C H

A R

C-S001

C-S003C-S001

C

C-S003C-S001

B

C-S003 A

A

(SEE C-S002)

PIPE SUPPORT

DISCHARGE

SUCTION CANAL

PUMP NO. 1

BRIDGE

EXIST.

N

DISCHARGE CANAL

CRUSHED STONE

CRUSHED STONE

STEEL WALKWAY

GALVANIZED

T-WALL

SHOWN ON SHT. C-S002.

BETWEEN PIPE AND PIPE SADDLE. DETAILS FOR ADJUSTEMENT ARE

2. DISCHARGE PIPE SUPPORT SHALL BE ADJUSTED TO ADDRESS GAP

AND C-S004.

WALKWAY. DETAILS FOR BRACING ARE SHOWN ON SHTS. C-S003

1. ADDITIONAL BRACING SHALL BE INSTALLED FOR THE GALV. STEEL

NOTES:

6’-0"

4’- 0"

PLAN

PIPE

48" DISCHARGE

PIPE

48" DISCHARGE

PIPE

54" DISCHARGE

PIPE

48" DISCHARGE

SCALE: 1" = 10’-0"

VALVE (TYP.)

BUTTERFLY

EXISTING

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

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S

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-S -0

DISCHARGE PIPE

FLOOD SIDE

PROTECTED SIDE

LONGITUDINAL SECTION OF DISCHARGE PIPE A

PIPE SUPPORT

(SEE C-S002)

GALVANIZED STEEL WALKWAY

SCALE: 1" = 10’-0"

o s h e e t_ s e e d .d g n

C-S002

B

V

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IS

C H

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G E P

IP

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D J

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T M

E N

T

NEOPRENE PAD

EXISTING 12" PLATE

(OR APPROVED EQUAL)

TEFLON SLIDE PLATE

HP14X89 (TYP.)

CUT H-PILES

–3

120°

SEE DETAIL 1

DETAIL 1

" PLATE2

13" X

" PLATE (TYP.)4

316" X 16" X

BOTH SIDES (TYP.)

" STIFFENERS2

11" X

STEEL PIPE

STEEL PIPE

STEEL PIPE

" CAP PLATE (TYP.)2

11" X

" PLATE2

13" X

54" Ø PUMPS 2 - 4

48" Ø PUMP 1

STEEL PIPE

" PL4

3INSERT 16" X 16" X

W12X40

CONTINUOUS

CUT BEAM

SUPPORT

CUT BEAM

SUPPORT

(THIS STEP)

SEE NOTE 1

(THIS STEP)

PIPE SUPPORT. SEE NOTE 2

SUPPORT FOR EXISTING

CONTACT AREA

EXISTING CONDITIONS

STEP 2

SECTION A

SECTION B

STEP 3

" PLATE2

A B

STEP 1

NOTE:

1. EXISTING GAP BETWEEN PIPE AND

SADDLE NOT SHOWN FOR CLARITY

NOTES:

1. INSTALL GROUT, NEOPRENE AND TEFLON. TEFLON

SHALL BE BONDED TO THE NEOPRENE WHICH SHALL

BE EXPOXY BONDED TO THE GROUT.

2. CONCTRACTOR SHALL SUPPORT THE TEFLON AND

NEOPRENE AGAINST PIPE PRIOR TO PLACEMENT OF

THE NONSHRINK GROUT.

3. THE NEOPRENE AND TEFLON SHALL BE –12" THICK

AND 3" WIDE.

4. GROUT SHALL BE FIVESTAR DP EPOXY GROUT (HIGH

FLOW), OR APPROVED EQUAL.

5. NEOPRENE SHALL CONFORM TO LSSRB 1018.14 FOR

ELASTOMERIC BEARING PADS.

6. TEFLON SLIDE PLATE (OR APPROVED EQUAL) SHALL

HAVE A MIN. SHORE D HARDNESS OF 57 AND A MIN.

TENSILE STRENGTH OF 2000 PSI.

(MIN. 2" THICK)

NONSHRINK GROUT

REVIEW AND APPROVAL.

DESIGN SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR

2.SUPPORT SHALL BE DESIGNED TO CARRY 1,600 LBS. SUPPORT

". 2

1BE CUT SUCH THAT GAP IS APPROXIMATELY 3

INCREASE GAP BETWEEN PIPE AND SADDLE. PILE SUPPORTS SHALL

AND REMOVE A PORTION OF THE EXISTING PILE SUPPORTS TO

1. SUPPORT DISCHARGE PIPE AND CUT CONTINUOUS W12 X 40. CUT

NOTE:

BE APPLIED TO THE STEEL H-PILES.

CONTRACT SPECIFICATIONS. IF NECESSARY, TOUCH UP PAINT SHALL ALSO

" PLATE SHALL BE COATED WITH COAL TAR EPOXY AS PER 4

32. 16" X 16" X

TEFLON. REWELD SUPPORT PILES.

1. DROP SADDLE SUFFICIENTLY TO INSTALL GROUT, NEOPRENE, AND

NOTE:

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C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

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C

C-S003

C-S001C-S003

C-S001C-S003

C-S001C-S003

" = 1’-0"8

3SCALE:

" = 1’-0"8

3SCALE:

" = 1’-0"8

3SCALE:

SECTION A

SECTION B

SECTION C

(TYP.)

HP14x89

EXIST.

(TYP.)

1/2" PLATE

(TYP.)

1/2" PLATE

COLUMN (TYP.)

STEEL PIPE

(TYP.)

STEEL PIPE

C/L OF PIPE

COLUMN (TYP.)

STEEL PIPE

L 2 1/2"X2 1/2" X 1/2"

PLATE (TYP.)

1/2" SPACER

(TYP.)

1/2" PLATE

PLATE (TYP.)

1/2" SPACER

C10x15.3

STEEL GRATING

1 1/2" GALVANIZED

HANDRAIL

W12x40

PLATES (TYP.)

STIFFENER

1/2"

FLANGE

NEW BLIND

HANDRAIL

W12x40

W12x40

EL. 9.5

GRATING

TOP OF

X 1/2" (TYP.)

L 2 1/2"X2 1/2"

PLATES (TYP.)

STIFFENER

1/2"

DETAIL 1

3’-3" 6’-0"

3’-0"

(CLR.)

3’-3" 6’-0"

3’-0"

(CLR.)

5’-0" 5’-0" 5’-0" 5’-0" 5’-0" 5’-0" 5’-0" 5’-0"

PLATE (TYP.)

1/2" STIFFENER

W12x40 (TYP.)

PIPE

54" DISCHARGE PIPE

48" DISCHARGE

W12x40 (TYP.)

(TYP.)

C/L OF PIPE C/L OF PIPE C/L OF PIPE

L 2 1/2"X2 1/2" X 1/2" (TYP.)

X 1/2" (TYP.)

L 2 1/2"X2 1/2"

DETAILS ON C-S004.

EAST/WEST BRACING SHOWN IN SECTIONS B AND C. SEE BRACING

3.TYPICAL NORTH/SOUTH BRACING SHOWN IN SECTION A. TYPICAL

REPAIR GALVANIZING IN ACCORDANCE WITH ASTM A780.

GALVANIZING BY GRINDING 1" CLEAR ON EITHER SIDE OF NEW WELD.

2. PRIOR TO WELDING TO EXISTING WALKWAY MEMBERS, REMOVE

1. ALL NEW BRACING STEEL SHALL BE HOT DIPPED GALVANIZED.

NOTES:

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C T N

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

V A

L L E

Y D

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PLATES (TYP.)

1/2" STIFFENER

DETAIL 1

SCALE: 1" = 1’-0"

W12x40

PLATE (TYP.)

16"x16"x1/2"

X 1/2"

L 2 1/2" X 2 1/2"

P 1/2"L

P 1/2"L

W12x40

STEEL PIPE

6"x1/2" PLATE

X 1/2"

L 2 1/2" X 2 1/2"

3’-7" 3’-0" 2’-7"

(TYP.)

C-S004

S

T A

L L

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IDENTIFICATION

SHEET

D A

T E

A P

P R fiof Engineers

US Army Corps of Engineers

US Army Corps

NEW ORLEANS DISTRICT

H -4 -4

M

IS

S

IS

S

IP

P I

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L L E

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6"

1/ 2"

(M

IN

W.P.

P 1/2"L

L 1/ 2"

X /2

X /2

TY

P

LP 1/2"

C10 X 15.3

W.P.

L 2 1/2"X 2 1/2"

X

1/2" (TY

P

P 1/2"L

6"

W12 X 40

4 1/2" (M

IN

W.P.

5"

/2

(M

IN

/2

(M

IN

W12 X 40

LP 1/2"

L /2 "X /2

X /2 " (T

Y P

L /2 "X /2

X /2 " (T

Y P

L /2 "X /2

X /2 (T

Y P

WELD DETAIL 4

SCALE: 3" = 1’-0"

SCALE: 3" = 1’-0"

3/8"

3/8"

SCALE: 3" = 1’-0"SCALE: 3" = 1’-0"SCALE: 3" = 1’-0"

WELD DETAIL 1 WELD DETAIL 3 WELD DETAIL 5

DETAIL 2 - TYPICAL

CROSS BRACE SPACER

PLATE

5/16

5/16

3/8"

5/16

5/16

5/16

5/165/16

5/16

5/16

5/16

5/16

5/16

3/8

L /2 "X /2

X /2 (T

Y P

1/2" SPACER

PLATE

3/16

3/165/16

5/16

TYP.

1/2" STIFFENER

PLATE (EACH SIDE

OF WEB)

16" DIA. HOLE FOR 38" DIA.

BOLT

2" PLATE STIFFENER

(EACH SIDE OF WEB)

W.P.

5"

EL. 1.0

STEEL PIPE

COLUMN (TYP.)

1/2" PLATE

(TYP.)

1/2" SPACER

PLATE (TYP.)

STEEL PIPE

(TYP.)

1/2" PLATE

(TYP.)

C10 X 15.3

DETAIL 2

DETAIL 1

DETAIL 2

DETAIL 3

1/2" SPACER

PLATE (TYP.)

SCALE: 38" = 1’-0" SCALE: 38" = 1’-0"

W12x40

TYPICAL EAST/WEST

CROSS BRACE ELEVATION

TYPICAL NORTH/SOUTH

CROSS BRACE ELEVATION

(BETWEEN DISCHARGE PIPES)

DETAIL 4

DETAIL 5

1/2" STIFFENER

PLATE (TYP.)

1/2" STIFFENER

PLATE (TYP.)

TOP OF

GRATING

EL. 9.5

W12x40 (TYP.)

L 2 1/2"X2 1/2" X 1/2"

(APPROX. 7’-9" LONG*)

L 2 1/2"X2 1/2" X 1/2"

(APPROX. 11’-0" LONG*)

*CONTRACTOR SHALL FIELD VERIFY LENGTH.

3-REQUIRED

8-REQUIRED

(4-FACING, 4 - OPPOSITE HAND)