Plans and Specs - Amend 0009.pdf

MATCH LINE C-101C

MATCH LINE C-101D

PROPOSED LEVEE

EL. 13.5

TOP OF LEVEE

REFERENCE LINE

LEVEE TURN AROUND

TOW EL. 13.0

PROPOSED FLOODWALL

NN

INV. U/S 0.67, D/S 0.38

5' SPAN X 3' RISE (INSIDE) , 104 LF @ 0.27%

CROSSING LEVEE ACCESS

PROPOSED CONCRTE BOX CULVERT

T R

A P E Z O

ID

A L

S E

M I- T R

A P

T R

A N S

IT

IO

N

(TYP)

PROPOSED TOE OF LEVEE

(TYP)

PROPOSED TOE OF LEVEE

SEE NOTE 8

GUIDE RAIL

TO GENERATOR AND PUMP STATION BUILDING

PROPOSED ACCESS RAMP @ 7% MIN.

(TYP)

CONTRACTORS WORKING LIMITS

PROPOSED TEMPORARY EASEMENT

50'

ZONE/PERMANENT EASEMENT (TYP)

PROPOSED VEGETATION FREE

30'

ZONE/PERMANENT EASEMENT (TYP)

PROPOSED VEGETATION FREE

34.57'

30'

.7

.3

TIP ELV. -20.0

TOP ELV.: 11.5

BOTH SIDES OF PUMP STATION

15LF PZ22 SHEET PILE CUT OFF WALL

RAMP AND LEVEE SIDE SLOPE, SEE NOTE 6

FILL BEHIND HEADWALL TO MEET

HEADWALL ON UP AND DOWN STREAM END

WITH GATE

LEVEE ACCESS

PROPOSED

BASE CONTRACTCONTRACT OPTION 3

SEE NOTE 7

S T

A

SEE DETAIL S-504

BOLLARD, 12" FROM SLAB CORNER

BASE CONTRACTCONTRACT OPTION 3

2' X 2' X 6" GRAVEL SPLASH PAD

PAD 3.17' X 6.17'

RPZ ON 12" CONCRETE

INSULATED UTILITY BOX WITH

SIGN, R5-11

AUTHOR. VEHICLE ONLY

NO TRESPASSING SIGN

SHUT OFF VALVE

3/4" COPPER WATER LINE WITH

REMOVED BEFORE PLACING THE FILL FOR OPTION 3.

NOTE: ANY VEGETATION AND EROSION PROTECTION FEATURES SHALL BE

11 154

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C-101B

P O

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M A

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A

M A

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E

V

:2 .5

H

V

:2 .5

H

SEE NOTE 2

EXISTING GRADES (TYP)

PROPOSED GRADING TO MEET

SEE NOTE 1

PROPOSED GENERATOR BUILDING

SEE NOTE 1

PUMP STATION

PROPOSED COMPTON CREEK

SWALE C3-MA

PROPOSED SEMI-TRAPEZOIDAL

EL. 0.2, GRADE SIDE SLOPES 1V:2.5H

PROPOSED PUMP STATION INTAKE SLAB

2.5H:1V (TYP)

PROPOSED SWALE SIDE SLOPE

SIDE SLOPES 1V:2.5H

BOTTOM WIDE 10', DEPTH 1.5'

PROPOSED TRAPEZOIDAL SWALE C3-MA

TYPICAL DETAIL 5 ON SHEET C-503.

INSTALL BEAM GUIDE RAIL WITH END SECTIONS AT STA. 10+00. GUIDE RAIL SHALL BE BUILT ACCORDING TO 8.

DETAIL 1 THIS SHEET. REFER TO SHEET G-101 FOR COMPLETE CONTRACT OPTION LIMITS.

END/START LEVEE WITH SLOPE 1V:2.5H AT THE BOUNDARY LIMITS OF THE CONTRACT OPTIONS AS SHOWN IN7.

CROSSING LEVEE ACCESS RAMP. FILL SHALL TIE IN WITH THE ACCESS RAMP AND LEVEE SIDE SLOPES.

FILL 2' HIGH BEHIND THE HEADWALL BOTH UP AND DOWN STREAM FOR EXPOSED BOX CULVERT 6.

REFER TO STRUCTURAL DRAWINGS FOR CUT OFF WALL DETAILS.5.

REFER TO SHEET B-101 FOR BORING DETAILS AND EARTHWORK NOTES.4.

STATION AT 5' OFFSET AND 3' OFFSET FROM EDGE OF THE LEVEE.

CONCRETE PAD FOR THE OIL/FUEL TANK SHALL BE LOCATED BETWEEN GENERATOR BUILDING AND PUMP3.

FILL, GRADE AT 0.5% FROM TOP OF SWALE.

SWALE GRADING TO MEET EXISTING GRADE: IF IN CUT CONTINUE SWALE SLOPES AT 1V:2.5H. IF IN 2.

REFER TO ARCHITECTURAL DRAWINGS FOR GENERATOR AND PUMP STATION BUILDING DETAILS.1.

NOTE:

SWALE C3-MB

60'

SCALE:1"= 30'

0 30'

7'X12', SEE NOTE 3

OIL TANK CONCRETE PAD

HEADWALL LA-1

HEADWALL LA-2

EXISTING GRADE

2.5

OPTION LIMITS

SLOPE LEVEE TO

SLOPE FOR OPTION 3

CONTINUE LEVEE FROM THE

TOP OF LEVEE

IS

S U

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SHEET OF

New York District of Engineers

US Army Corps

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IDENTIFICATION

SHEET

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B

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S -2

-B

-0

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N

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-0

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Main StMain St

GriggsGriggs

G

W

W

W

W

W

G

.5

G=4.39

G

.5

G

.4

S S

S

R=5.16

R=4.79

R=4.86

WOODED

R e n fre w P l

Main St

I=1.58 I=1.96

I= .6

8" S

8" S

8" S

I=-3.16

I=

.3

I=-3.36 I=-2.22

I=

.6

I=-2.28

I=-0.98

12" D

D

6" G

6" G

6" G

6" W6" W6" W

W

8" W

6" W

I=1.99

I=1.16

OUTFALL

I= .3

O U

T F

A L L

I= .1

O U

T F

A L L

I=3.10

G

W

W

W

W

W

G

.5

G=4.39

G

.5

G

.4

S S

S

R=5.16

R=4.79

R=4.86

WOODED

R e n fre w P l

Main St

4+70.15PO

PI

1+25.83BA

PI

W

I=1.58 I=1.96

I= .6

8" S

8" S

8" S

I=-3.16

I=

.3

I=-3.36 I=-2.22

I=

.6

I=-2.28

I=-0.98

12" D

6" G

6" G

6" W6" W6" W

8" W

6" W

I=1.99

I=1.16

OUTFALL

I= .3

O U

T F

A L L

I= .1

O U

T F

A L L

I=3.10 .2

.9

.4

.2

.3

.2

.5

.8

CB

M B

M B

M B

C B

C B

CB

4.5

.5

R=4.30

I=-2.15

.2

.9

.4

.2

.3

.2

.5

.8

CB

M B

M B

M B

C B

C B

CB

4.5

.5

R=4.30

I=-2.15

4.9

.5

5.2

.1

4.9

5.1

.2

.1

.7

.2

.1

.1

MB

MB

MB

MB

MB MB

4.9

.5

5.2

.1

4.9

5.1

.2

.1

.7

.2

.1

.1

MB

MB

MB

MB

MB MB

.9

.9

.2

.9

.9

.2

P O

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P O

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.4

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Check Valve Inv. ____

Outlet Structure w/ Elastometric

Inv. 1.3' Out

Inv. 1.4' In

Flush Bottom Sluice Gate

Control MH w/ 36'x36' Hand-op

STA 6+00

Drainage Structure C3-1

5+00PO

5+16PO5+16PO

4+51.20PO

PC

4+88.41PO

PT

0+00BA

1+00BA

B

A

W

P U

M P C

H A

M B

E R D

E C

K P

L A

T F

O R

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C H

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P U

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C H

A M

B

PORMON_CT5_C-101B.dgn C-101B 7/8/2022 12:00:10 PM

V

G=2.99

G=3.23

G=3.26

Brainard Ave

Main St b a c k p i t c h

I n v e r t s m a y s h o w s l i g h t a c c u r a t e t o

.2 f r o m p h o t o m a p p i n g

I n v e r t s a r e c a l c u l a t e d a s k e d h e r e

N o t s u r e w h a t i s b e i n g

I= .3

I=

.3

I= .5

I=0.39 I=0.56

8" S

8" S

8" S I=-2.69I=-2.71

I=-1.00

18" D

2" G

6" G 6" G

2" G 2" G

6" G

8" W 8" W 8" W

6" W6" W

6" W

18" D

8" S8" S

8" S

I= .3

O U

T F

A L L

I= .1

O U

T F

A L L

3+84.25BA

PI

1+25.83BA

PI

6+00.00BA

PI

CB

.5

3.7

.1

.7

.5

.7

.9

CB

CB

6+20

6+20BA

.2

U

C

U

C

U

C

4.1

.5

.6

.4

.3

.5

4.5 4.8

.7

.5

.4

.1

.1

MB

MB

MB

MB

MB

MB

S

S

S

R=4.30

R=3.76

R=4.60I=-2.13I=-2.15 I=-1.10

D

IR

T D

IR

T

MB

0+00BA

1+00BA

B

A

B

A

4+00BA

5+00BA

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SHEET OF

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US Army Corps

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IDENTIFICATION

SHEET

F E

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NN

REFER NOTE 3 AND 4

INV. U/S 0.23, D/S 0.2

4' SPAN X 2' RISE (INSIDE), 46LF @ 0.06%

PROPOSED CONCRETE BOX CULVERT C3-BA

SEE NOTE 5

CONTRACT OPTION LIMITS

EL. 0.2

PROPOSED PUMP INTAKE SLAB

SLOPE (TYP)

SWALE TOP OF

PERMANENT EASEMENT (TYP)

15' NON-VEGATATION ZONE

CONNECT TO EXISTING CATCH BASIN

TO MEET EXISTING GRADE

CONTINUE SWALE SIDE SLOPE

SIDE SLOPES 1V:2.5H

TOP 6' WIDE, EL. VARIES (18" ABOVE PIPE)

COVER FOR ELIPTICAL PIPE

REFER TO NOTE 3 AND 4

INV. U/S 0.56, D/S 0.55

CLASS V, RCP 20 LF @ 0.06%

38" SPAN X 24" RISE

PROPOSED ELIPTICAL PIPE

INV. U/S 0.42, D/S 0.41

CLASS IV, RCP 20 LF @ 0.06%

38" SPAN X 24" RISE

PROPOSED ELLIPTICAL PIPE

INV. IN/OUT 0.42

RIM 4.24

PROPOSED MH BA-2

INV. IN/OUT 0.55

RIM 3.7 OPEN GRATE

PROPOSED MH BA-1

PERMANENT EASEMENT (TYP)

15' NON-VEGATATION ZONE

30'

PROPOSED TEMPORARY EASEMENT (TYP)

BA-2

PROPOSED HEADWALL

PS-1

PROPOSED HEADWALL

STA. 1+20BA

BASE CONTRACT

CONTRACT OPTION 1

SEE NOTE 5

CONTRACT OPTION LIMITS

SEE NOTE 5

CONTRACT OPTION LIMITS

BA-1

PROPOSED HEADWALL

(TYP)

CONTRACTORS WORKING LIMITS

PROPOSED TEMPORARY EASEMENT

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C-101C

CLEARANCE WITH PROPOSED STORMWATER PIPE CROSSING.

UTILITY COMPANIES REQUIREMENTS AND SPECIFICATIONS TO DETERMINE AND MAINTAIN MINIMUM

REFER TO SHEET G-101 FOR COMPLETE CONTRACT OPTION LIMITS.5.

MAIN ST CROSSINGS WITH PROPOSED STORMWATER PIPE CROSSING.

SANITARY SEWER EXISTING COVER SHALL BE MAINTAINED AT BRAINARD AVE AND4.

UTILITY (GAS AND WATER) ALONG BRAINARD AVE AND MAIN ST SHALL BE CORDINATED WITH THE3.

REFER TO SHEET C-306 FOR SWALE CROSS SECTIONS.2.

REFER TO SHEET C-203 FOR SWALE PROFILE.1.

NOTE:

MATCH LINE C-101B

INV. U/S 0.41, D/S 0.23

BOTTOM WIDTH = 3.0', DEPTH = 1.5'

BRAINARD AVE. AND MAIN ST.

PROPOSED TRAPEZOIDAL SWALE BETWEEN

60'

SCALE:1"= 30'

0 30'

INV. U/S 0.55, D/S 0.42

CLASS IV, RCP 216 LF @ 0.06%

38" SPAN X 24" RISE

PROPOSED ELIPTICAL PIPE

PORMON_CT5_C-101C.dgn C-103 7/6/2022 9:57:04 AM

8.8'

Port Monmouth

W

W

V

G=6.98

G=7.06

G=7.83

G=8.46

G=8.28

CB

I=4.02

CB

CB

G=5.50

7 10

Port Monmouth Rd Rd

I .8

I= .6

O

U T F

A L L

VISIBLE CONNECTION

4'x4' GRATE, NO

STRUCTURE WITH

FLOODED CONC.

I=3.25

18" D

12" D

D

4" G 4" G 4" G

12" W

W

12" W

12" W

12" D 12" D

15" D

12" D

I=3.02

I=2.87

I=4.18

I=4.79

R R

R R

R R

R

R

R R

R R

+0

5.

S S

S

R=8.38 R=8.09

R=7.37

S

8" S 8" S

8" S I=-4.22

I=

.8

I=-2.46

I=-4.92

I=-3.80

I=-3.72 I=-4.25

7.

6.

6.

CB

CB

8.7

8.

7.7

8.7

CB

C B

C B

9.7

W

W

G=8.79

G=7.57

CB

I=5.26

Port Monmouth Rd

Fr om

Re co rd

I= .7

4" G

4" G

4" G

12" W

8" W

8" W

12" W

15" D

15" D

15" D

I=5.42

R

R

R R

R R

R R

+0

S

S

S

S

R=8.39

R=9.49

R=12.18

R=11.93

S

8" S

8" S 8" S

8" S

I=

.3

I=0.61

I=-0.44

I=-1.38

I=1.20

I= .3

I=1.05

I=-0.90

I=-1.46 8" S

R R

6.

CB

CB

W

12.6

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US Army Corps

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IN CONCRETE

CONDUIT ENCASED

4 - 4" PVC, SCH 40

TELECOM. (VERIZON)

SEE NOTE 6

RAISE WATER MAIN

SEE NOTE 6

RAISE GAS MAIN

EXISTING 12" PIPE TO REMAIN, 43LF±

INV. 4.27 (EXIST. IN), INV. 4.71 (IN), INV. 4.27 (OUT)

RISING STEM SLUICE GATE, RIM 11.57

DRAINAGE STRUCTURE C3-5 WITH

GRT 6.57, INV. 4.0

NJDOT TYPE E CB#4

RCP @ 1.3%

85LF, 15" CLASS IV

TO REMAIN, EXIS. INV. 2.87

EXISTING CATCH BASIN

RCP @ 1.3%

22LF, 15" CLASS IV

CONDUIT ENCASED IN CONCRETE

2 - 4" PVC, SCH 40

TELECOM. (COMCAST)

PROPOSED RIM 9.54

EXISTING RIM 8.09±

RAISE SANITARY MANHOLE

PROPOSED RIM 14.54

EXISTING RIM 7.37±

RAISE SANITARY MANHOLE

TO BE REMOVED

BT40988MDT

EXISTING POLE

ELEC. VAULT (JCP&L) 12' X 6' X 7'

MAINTAIN EXIST. INV., SEE NOTE 9

SLUICE GATE, CB#5 GR. EL. 13.88±

TYPE E2 INLET WITH NON-RISING

REPLACE EXIS. CB WITH NJDOT

BT40991MDT

EXISTING POLE

20.06

30.06

ELEC. (JCP&L) 3 - 6" PVC, SCH 80

3 - 6" PVC, SCH 80

ELEC. (JCP&L)

(TYP)

SWEEP ANGLE 22.5°

PROPOSED CURB

ENCASED IN CONCRETE

4 - 4" PVC, SCH 40 CONDUIT

TELECOM. (VERIZON)

ENCASED IN CONCRETE

2 - 4" PVC, SCH 40 CONDUIT

TELECOM. (COMCAST)

4' X 4' X 4'

TELECOM. VAULT (COMCAST)

4' X 8' X 7'

(VERIZON)

TELECOM. VAULT

PILE RETAINING WALL

PROPOSED SOUTH SHEET

PILE RETAINING/FLOODWALL

PROPOSED NORTH SHEET

17 154

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Y P

L

R M

O N

C

T C

-1 .d

C-102

40'10'

SCALE:1"=20'

0 20'

M A

T C

H L

IN

E

T H

IS

S

H E

E T

LEVEE

PROPOSED

S T

A

R

R

R O

A D

R A

IS

IN

G

(AKA BT40987) TO BE REMOVED

EXISTING POLE 216108-58450

BT40989MDT

EXISTING POLE

BT40990MDT

EXISTING POLE

CONNECT TELCOM. TO

LOCATION OF GAS AND WATER MAIN SHALL BE COORDINATED AND CONSTRUCTED AS PER THE UTILITY COMPANY SPECIFICATIONS.6

SANITARY MANHOLES AND CURB INLETS TO REMAIN SHALL BE RAISED AND ADJUSTED TO MATCH THE ROAD RAISING GRADES.5

FIELD ADJUSTMENT SHALL BE MADE AS NEEDED TO THE PROPOSED ALIGNMENT AS DIRECTED BY THE UTILITY COMPANY.4

ANY DEVIATION OF EXISTING UTILITIES SHOWN ON THE SURVEY SHALL BE REPORTED TO THE COR.3

ALL EXISTING UTILITIES SHOWN ARE APPROXIMATE AT THE TIME OF SURVEY, SIZE, LOCATION AND DEPTH SHALL BE FIELD VERIFIED.2

PROPOSED UTILITY CONDUITS SHALL BE CONSTRUCTED AS PER THE UTILITY COMPANY SPECIFICATIONS.1

NOTES:

PILE WALL BETWEEN THE EXISTING CATCH BASIN AND PROPOSED TYPE E2 INLET.

THE CONTRACTOR SHALL VERIFY ONSITE THE SIZE AND DIRECTION OF FLOW OF THE PIPE CROSSING THE SHEET 9

REFER TO SHEET C-508 FOR SANITARY SEWER PROFILE AND MANHOLE DETAILS.8

PROVIDE METAL SLEEVE AND SPACERS FOR ALL THE UTILITIES CROSSING THE LINE OF PROTECTION SHEET PILE.7

PROP. GR. EL. 9.77±

BASIN, SEE NOTE 5

RAISE EXISTING CATCH

PROP. GR. EL. 13.85±

BASIN, SEE NOTE 5

RAISE EXISTING CATCH

CULVERT C3-5, INV @ SWALE 5.51, INV. @ DS 4.71

REALIGN GAS LINE

REALIGN WATER LINE

REALIGN GAS LINE

OUTFALL, EL. 5.14

PROPOSED STORMWATER

8" DIP, 20LF @ EXISTING PIPE SLOPE

REPLACE EXISTING SEWER LINE WITH

EXISTING PIPE SLOPE

WITH 8" DIP, 5LF @

REPLACE EXISTING SEWER LINE

SEE NOTE 8

INV. OUT -2.01

INV. IN -1.99

MAINTAIN EXISTING INVERTS

RIM EL. 13.95

STEM SLUICE GATE

WITH 10"X10" NON RISING

PROPOSED SANITARY MH#1

33LF @ 0.5%

PROPOSED 15" RCP, CLASS III

PROP. GR. EL. 13.85 ±

BASIN, SEE NOTE 5

RAISE EXISTING CATCH

EXISTING POLE BT40986

CONNECTION ELECTRIC TO

TO EXISTING POLE BT40984

CONNECT TELECOM. (COMCAST)

3 - 6" PVC, SCH 80

ELEC. (JCP&L)

PROPOSED RIM 10.73

EXISTING RIM 8.39±

RAISE SANITARY MANHOLE

INV. 5.42

RIM 8.8

TO REMAIN

EXISTING CURB INLET4' X 8' X 7'

TELECOM. VAULT (VERIZON)

35LF @ 0.5%

CLASS III

PROPOSED 18" RCP

158LF @ 0.5%

PROPOSED 15" RCP, CLASS III

S T

A

E N

D R

O A

D R

A

IS

IN

G

ENCASED IN CONCRETE

2 - 4" PVC, SCH 40 CONDUIT

TELECOM. (COMCAST)

ENCASED IN CONCRETE

VERIZON CONDUITS

ENCASED IN CONCRETE

COMCAST CONDUITS

4' X 4' X 4'

TELECOM. VAULT (COMCAST)

18LF @ 0.5%

PROPOSED 18" RCP, CLASS III

INV. 5.22

GRT 9.08

CURB INLET CB#1

NJDOT TYPE B2

INV. 6.23

GRT 11.76

CURB INLET CB#2

NJDOT TYPE E2

UTILITY CROSSINGS

SEE NOTE 7 FOR

TO EXISTING POLE BT40985

CONNECT TELECOM. (VERIZON)

INV. 6.40

GRT 12.33

CURB INLET CB#3

NJDOT TYPE B2

M A

T C

H L

IN

E

T H

IS

S

H E

E T

PORMON_CT5_C-102.dgn C-102 7/6/2022 9:59:01 AM

22 154

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E

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IN

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W A

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C

-4 P

R O

F

IL

/1

/2

/0

/2

/0

/2

IN

E R

IO

R

D R

A

IN

A G

E P

R O

F

C-203

BE FIELD VERIFIED. ANY CONFLICT SHALL BE COORDINATED WITH COR.

EXISTING UTILITIES LOCATION SHOWN ARE APPORXIMATE AND SHALL 2

ASSOCIATED TO LOCATE THE START AND END OF THE SWALE ONLY.

NOT TALLY WITH THE PROJECT STATIONS. PROJECT STATIONS ARE

TOE OF THE LEVEE. THEREFORE THE LENGTH OF THE SWALE DOES

SWALE C3-1A/B, C3-MA/B/C, C3-4A/B AND C3-5A/B RUN ALONG THE 1

NOTES:

60'

SCALE:1"= 30'H

0 30'0

SCALE: 1"= 10'V

20'10'

P O

R M

O N

C

T C

-2 .d g n

FILL FILL

V :2 .5

H

-1+00 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00

-0+20 0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 10+00 10+80

0+00 1+00 2+00 3+00 4+00 5+00 6+00

0+00 1+00 2+00

1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00 8+40

6+81

5+63 6+14.5

INV. 1.46

STA. 5+45

OUTFALL C3-1

INV. 3.5

STA. -0+59.52

BROADWAY

INV. 2.35

STA. 6+81.25

.3

S T

A

.2

IN

V

.2

S T

A

-9

SEMI-TRAP, SWALE C3-MA @ 0.26%

TRAPZ, SWALE C3-MA @ 0.26%

INV. 1.72

IN

V

.2

S T

A

.3

IN

V

.5

S T

A

S T

A

TRAP SWALE C3-MB @ 0.22% TRAP SWALE C3-MC @ 0.22%

FLOW

FLOW

IN

V

.5

S T

A

IN

V

.5

S T

A

IN

V

.2

S T

A

.5

O U

T F

A L

L C

-4

IN

V

.5

S T

A

.1

TRAP SWALE C3-4A @ 0.11% FLOW TRAP SWALE C3-4B @ 0.10%FLOW

IN

V

.5

S T

A

.6

O U

T F

A L

L C

-5

IN

V

.5

S T

A

.8

IN

V

.4

S T

A

.0

IN

V

.7

S T

A

TRAP SWALE C3-5B @ 0.65%

FLOW

-5

-5

-5

-5

6+00

TRAP. SWALE, 489 LF @ 0.03%

EXISTING GRADE (TYP)

EXISTING GRADE (TYP)

ST.

PUMP

INV. 0.56

EXISTING CB

.5

INV. 0.55

RIM 3.7

MH # BA-1

INV. 0.42

MH # BA-2

STA. 9+25

STA. 9+56

STA. 6+81

0+00

33LF

35LF

158LF

INV 6.23

GRT 11.70

CB# 2

INV 5.42

GRT 8.8

EXT CB

INV 5.23

GRT 9.08

CB# 1

INV. 5.14

DIFFERENT CONTRACT

12" CULVERT UNDER

SEMI-TRAP, SWALE C3-1A @ 0.34% SEMI-TRAP, SWALE C3-1B @ 0.65%

CROSSSECTION

CHANGE IN

IN

V

.4

IN

V

.013.0

30LF @ 0.98%

IN

V

.3

IN

V

.9

IN

V

.2

IN

V

.2

EL. 13.5

LEVEE

-0+20

TRAP. SWALE, 175LF @ 0.19%

TRAP. SWALE

IN

V

-0

.5

INV. -0.745

-4

-4

IN

V

.2

IN

V

.2

INV. 0.41 TRAP. SWALE, 318 LF @ 0.06%216 LF @ 0.06%

5+00PO 4+00PO 3+00PO 2+00PO 1+00PO 0+00PO

6+00BA 5+00BA 4+00BA 3+00BA 2+00BA 1+00BA 0+00BA

6+20BA

5+16PO

0+00C3-1O1+00C3-1O 1+00C3-4O 0+00C3-4O2+00C3-4O3+00C3-4O1+60C3-1O

0+00 1+00 2+00 3+00

INLET APPRON

MEET PUMP STATION

@ 18.4%

TRAPZ SWALE C3-5A

@ 8.03%

TRAP SWALE C3-5B

FLOODWALL

SWALE C3-1A/1B

RIP-RAPWITH SLUICE GATE

DRAINAGE STR.

@ 0.1%

30" RCP 34 LF

@ 0.5%

30" RCP 9LF

WING WALL

CONC. APRON

ELIPTICAL RCP PIPE

24"R X 38"W, CLASS IV

20 LF @ 0.06%

20 LF @ 0.06% 46 LF @ 0.06%

BOX CULVERT CLASS V

2'R X 4'W RCP

15" RCP @ 0.5% 18" RCP @ 0.5%

PROPOSED GRADE

GRADE

EXISTING

19.5 LF, 2' COVER

CULVERT C3-1

INLET APPRON

MEET PUMP STATION

@ 0.1%

30" RCP 17LF

WITH SLUICE GATE

DRAINAGE STR.

SEMI-TRAPZ TO TRAPZ

TRANSITION FLOODWALL TO LEVEE

INV. -2.8±

EX. 8" SANITARY PIPE

INV. -2.52±

EX. 8" SANITARY PIPE

104 LF @ 0.27%

5' SPAN X 3' RISE

RECT. BOX CULVERT

ACCESS RAMP

LEVEE

IN

V

.6

IN

V

.3

SE NOTE 2

EXISTING GAS AND WATER

0+00 1+00 2+00

SWALE C3-5B

CB#4

IN

V

.8

E X

IS

C

BIN

V

.7

E X

IS

C

B

85LF, 15" RCP @ 1.3%

@ 1.3%

22LF, 15" RCPSWALE C3-1 OUTLET SWALE C3-4 OUTLET

SWALE C3-4A / C3-4B

SWALE C3 - PUMP OUTLET

BRAINARD AVE

SWALE C3-MA

SWALE C3-1A / C3-1B

SWALE C3-MB

TO REMAIN

EXISTING 43LF, 12" PIPE

INV 6.40

GRT 11.7

CB# 3

18LF

TO CB#5

GRADE @ 1%

IN

V

.2

O U

T

IN

V

.7

IN

IN

V

.2

E X

IS

IN

G R

.5

D S

C

-5

IN

V

.0

G R

.5

C B

413 13

INV. @ SWALE 5.52, 16LF, 15" RCP @ 5.0%

SWALE 5A/5B OUTLET

ELIPTICAL RCP PIPE

24"R X 38"W CLASS V

SE NOTE 2

EXIST. GAS

EXIST WATER, SEE NOTE 2

SWALE C3-MC

ROAD RAISING DRAINAGE SYSTEM

DRAINAGE SYSTEM NORTH LEVEE ROAD TIE IN

BET. CB#4 AND CB#5

EIXISTING 12" WITH 15" PIPE

REMOVE AND REPLACE

NORTH RETAINING/FLOODWALL PZ35 SHEET PILE, EL. 13.0

IS

S

U E

D A

T E

S O

L

IC

IT

A

T

IO

N N

O

P O

R T

M O

N M

O U

T H

N

E W

J E

R S

E Y

P H

A S

E I

I, C

O N

T R

A C

T

R A

R

IT

A N

B A

Y A

N D

S A

N D

Y H

O O

K B

A Y

H U

R R

IC

A

N E

A N

D S

T O

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D A

M A

D

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IO

N

F

IL

E N

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D W

N B

Y

C K

D B

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D E

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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

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F

IL

E N

U M

B E

R

S I Z

E

S U

B M

IT

T

E D

B Y

P L

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S C

A L

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

D A

T E

A P

P R

SHEET OF

New York District of Engineers

US Army Corps

N E

W Y

O R

K N

Y

N E

W Y

O R

K D

IS

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

IDENTIFICATION

SHEET

F E

B

W D

S -2

-B

-0

C E

N A

N -E

N

F E

B

-0

N E

W Y

O R

K N

Y

R O

O M

F E

D E

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L P

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PORMON_CT5_C-203.dgn Plot 7/8/2022 10:12:15 AM

25 154

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-3 .d g n

60'

SCALE:1"= 30'H

0 30'0

SCALE: 1"= 10'V

20'10'

C-301

PROTECTED UNPROTECTED UNPROTECTEDPROTECTED UNPROTECTEDPROTECTED UNPROTECTEDPROTECTED

LEVEE

PROPOSED

2.5

2.5

SWALE

SEMI-TRAP.

SWALE

TRAPEZOIDAL

GRADE

EXISTING

TOL EL. 13.5

ACCESS RAMP

30" RCP

FLOODWALL

PROPOSED

EXISTING GRADE

TOW. EL. 13.0

CROSS SECTION. REFER TO STRUCTURAL OR CIVIL DETAIL SHEETS FOR MORE DETAILS.

NOT SHOWN IN THE FOR CLEARITY ALL THE DETAILS OF FLOOD WALL AND OR LEVEE ARE2.

CROSS SECTIONS ARE TAKEN PERPENDICULAR TO REFERENCE LINE.1.

NOTES: 8

-5

0 20 40 60 80-20-40-60-80

-0+55

-5

-5

0 20 40 60 80-20-40-60-80

0+00

-5

-5

0 20 40 60 80-20-40-60-80

1+00

-5

-5

0 20 40 60 80-20-40-60-80

2+00

-5

-5

0 20 40 60 80-20-40-60-80

3+00

-5

-5

0 20 40 60 80-20-40-60-80

4+00

-5

-5

0 20 40 60 80-20-40-60-80

5+00

-5

-5

0 20 40 60 80-20-40-60-80

6+00

-5

-5

0 20 40 60 80-20-40-60-80

7+00

-5

-5

0 20 40 60 80-20-40-60-80

8+00

-5

-5

0 20 40 60 80-20-40-60-80

9+00

-5

-5

0 20 40 60 80-20-40-60-80

10+00

-5

-5

0 20 40 60 80-20-40-60-80

11+00

-5

-5

0 20 40 60 80-20-40-60-80

12+00

-5

-5

0 20 40 60 80-20-40-60-80

13+00

-5

-5

0 20 40 60 80-20-40-60-80

14+00

-5

IS

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IT

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I, C

O N

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A C

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R A

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IT

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Y A

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Y H

O O

K B

A Y

H U

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IC

A

N E

A N

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T O

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D A

M A

D

U C

T

IO

N

F

IL

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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

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D

2 3

C

4 5

A

B

M A

R K

A P

P R

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F

IL

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B E

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IT

T

E D

B Y

P L

O T

S C

A L

E

D A

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M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T

N O

D A

T E

A P

P R

SHEET OF

New York District of Engineers

US Army Corps

N E

W Y

O R

K N

Y

N E

W Y

O R

K D

IS

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

IDENTIFICATION

SHEET

F E

B

W D

S -2

-B

-0

C E

N A

N -E

N

F E

B

-0

N E

W Y

O R

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PORMON_CT5_C-301.dgn C-301 7/5/2022 11:55:16 AM

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T C

-3 .d

C-302SCALE: 1"= 10'V

0 10' 20'

SCALE:1"= 30'H

0 30' 60'

PROTECTED UNPROTECTED

LEVEE

PROPOSED

2.5

2.5

PROTECTED UNPROTECTED PROTECTED UNPROTECTED PROTECTED UNPROTECTED

TOL EL. 13.5

PROPOSED SWALE

STATION

PUMP

STATION

PUMP

BEHIND

LEVEE

CROSS SECTION. REFER TO STRUCTURAL OR CIVIL DETAIL SHEETS FOR MORE DETAILS.

NOT SHOWN IN THE FOR CLEARITY ALL THE DETAILS OF FLOOD WALL AND OR LEVEE ARE2.

CROSS SECTIONS ARE TAKEN PERPENDICULAR TO REFERENCE LINE.1.

NOTES: 8

-5

0 20 40 60 80-20-40-60-80

15+00

-5

-5

0 20 40 60 80-20-40-60-80

16+00

-5

-5

0 20 40 60 80-20-40-60-80

17+00

-5

-5

0 20 40 60 80-20-40-60-80

18+00

-5

-5

0 20 40 60 80-20-40-60-80

19+00

-5

-5

0 20 40 60 80-20-40-60-80

20+00

-5

-5

0 20 40 60 80-20-40-60-80

21+00

-5

-5

0 20 40 60 80-20-40-60-80

22+00

-5

-5

0 20 40 60 80-20-40-60-80

23+00

-5

-5

0 20 40 60 80-20-40-60-80

24+00

-5

-5

0 20 40 60 80-20-40-60-80

25+00

-5

-5

0 20 40 60 80-20-40-60-80

26+00

-5

-5

0 20 40 60 80-20-40-60-80

27+00

-5

-5

0 20 40 60 80-20-40-60-80

28+00

-5

-5

0 20 40 60 80-20-40-60-80

29+00

-5

-5

0 20 40 60 80-20-40-60-80

30+00

-5

OPEN

O P

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IC

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A Y

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IC

A

N E

A N

D S

T O

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D

U C

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IO

N

F

IL

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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

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B E

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S I Z

E

S U

B M

IT

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E D

B Y

P L

O T

S C

A L

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

D A

T E

A P

P R

SHEET OF

New York District of Engineers

US Army Corps

N E

W Y

O R

K N

Y

N E

W Y

O R

K D

IS

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

IDENTIFICATION

SHEET

F E

B

W D

S -2

-B

-0

C E

N A

N -E

N

F E

B

-0

N E

W Y

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PORMON_CT5_C-302.dgn Plot 7/5/2022 12:11:56 PM

27 154

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-3 .d

C-303

SCALE: 1"= 10'

20'10' 60'

SCALE:1"= 30'

0 30'

2.5

2.5

PROPOSED SWALE

EXISITING GRADE

TOW VARIES

EXISTING DUNE SLOPE

EXISTING TOP OF DUNE

RETAINING WALL

SOUTH SHEET PILE

RAISING

PROPOSED ROAD

SHEET PILE

OF PROTECTION

PROPOSED LINE

RETAINING WALL

SOUTH SHEET PILE

TOW. VARIES

GRADING

ROAD RAISING

TOW EL. 13.5

FLOODWALL

RETAINING/

SHEET PILE

PROPOSED NORTH

FLOODWALL

RETAINING/

SHEET PILE

PROPOSED NORTH

CROSS SECTION. REFER TO STRUCTURAL OR CIVIL DETAIL SHEETS FOR MORE DETAILS.

NOT SHOWN IN THE FOR CLEARITY ALL THE DETAILS OF FLOOD WALL AND OR LEVEE ARE2.

CROSS SECTIONS ARE TAKEN PERPENDICULAR TO REFERENCE LINE.1.

NOTES:

-5

0 20 40 60 80-20-40-60-80

31+00

-5

-5

0 20 40 60 80-20-40-60-80

32+00

-5

-5

0 20 40 60 80-20-40-60-80

33+00

-5

-5

0 20 40 60 80-20-40-60-80

34+00

-5

-5

0 20 40 60 80-20-40-60-80

35+00

-5

-5

0 20 40 60 80-20-40-60-80

36+00

-5

-5

0 20 40 60 80-20-40-60-80

36+90

-5

-5

0 20 40 60 80-20-40-60-80

37+30

-5

IS

S

U E

D A

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S O

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IC

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A

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IO

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M O

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T

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IT

A N

B A

Y A

N D

S A

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Y H

O O

K B

A Y

H U

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IC

A

N E

A N

D S

T O

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D A

M A

D

U C

T

IO

N

F

IL

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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

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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

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B E

R

S I Z

E

S U

B M

IT

T

E D

B Y

P L

O T

S C

A L

E

D A

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M A

R K

D E

S C

R

IP

T

IO

N

C O

N T

R A

C T

N O

D A

T E

A P

P R

SHEET OF

New York District of Engineers

US Army Corps

N E

W Y

O R

K N

Y

N E

W Y

O R

K D

IS

T

R

IC

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U .S

A

R M

Y C

O R

P S

O F

E N

G

IN

E E

R S

IDENTIFICATION

SHEET

F E

B

W D

S -2

-B

-0

C E

N A

N -E

N

F E

B

-0

N E

W Y

O R

K N

Y

R O

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F E

D E

R A

L P

L A

Z A

PORMON_CT5_C-303.dgn Plot 7/5/2022 12:13:35 PM

")4

", +14

2" (- "4

"2

SPLICE BOLT SLOT

")4

+1

", 4

2" (-

{POST BOLT SLOT

"4

"64

R=

"4

"2

"32

"8

RAIL BOLT SLOT

RAIL SPLICE

.0

"8

R=

"64

R=

0.042

"2

1V 1H

15'

TOP OF SWALE

1H 1V

TIP ELV. -55.0

TOP ELV. 7.0

CL

6'

1V:2.5H 1V :2.

5H

EXISTING GRADE

GEOTEXTILE SEPARATOR

SWALE

TRAPEZOIDAL

TOE DRAIN

BELOW EXISTING GRADE

INSPECTION TRENCH

M

IN

4'

18" GRAVEL

GEOTEXTILE

10'SEE DETAIL 3 SHEET C-504

SETTLEMENT PLATE

(TYP)

GEOTEXTILE

34 154

V

IS

E D

N O

T E

S D

E T

A

IL

A

N

/0

/2

E D

E T

A

C-503

O

R M

O N

C

T C

-5 .d g n

EL. 13.5

TOP OF LEVEE

EARTHEN LEVEE

NTS

2%

ROAD RAISING CROSS-SECTIONS

NTS

SECTION 1 - STA. 4+00 TO 4+80; STA. 9+20 TO 10+00

SECTION 2 - STA. 4+80 TO 5+43, STA. 7+75 TO 9+20

SECTION 3 - STA. 5+43 TO 7+75

SURFACE

BASE

COMP. SUBGRADE

6"

8"

FINISHED GRADE 2" R (SEE NOTE)

CLASS B

CONCRETE

TRANSPORTATION SPECIFICATIONS.

COUNTY DESIGN STANDARDS AND NEW JERSEY DEPARTMENT OF

THE CURB SHALL BE CONSTRUCTED ACCORDING TO THE MONMOUTH

NOTE:

FLOOD WALL

EXISTING GRADE

TOP OF SWALE

15' MEASURED FROM

WIHTOUT SWALE

15'

WITH SWALE

WITH SWALE

TOP OF SWALE

15' MEASURED FROM

WITHOUT SWALE

LEVEE

S W

A L

E

D E

P T

H

S W

A L

E

D E

P T

H

TOP OF SWALE

ALONG FLOODWALL

ALONG LEVEE

{ POST

")16

" (`4

"4

3"16

55°

"16

" (TYP.)16

R=

"16

"8

")2

" x 24

{POST BOLT SLOT (

`1

55°

"8

(TYP.)

"8

R=

" 2

" OR 26'-2

LENGTHS OF 13'- 6

RAIL ELEMENT SHALL BE SUPPLIED IN

SPLICE BOLT SLOTS

" 8 x 132

(TYP.)

"16

R=

1/16" (-0", +3/16")

POST

OUT

BLOCK

WASHER

WITH

NUT

55°

W-BEAM RAIL ELEMENT

BEAM GUIDE RAIL POST ASSEMBLY

RAIL SPLICE

RAIL ELEMENTS

RAIL BOLT

BOLTS (TYP.)

8 - SPLICE

LAP IN DIRECTION OF TRAFFIC

{ POST

RAIL ELEMENT

" FOR 6' POST8

3'- 7

"8

{ POST

12'- 6" (C. TO C. OF SPLICES)

{ POST

-9

6'-3" 6'-3" 6'-3"

RAIL SPLICE

GROUND LINE

CONCRETE CURB

NTS

BEAM GUIDE RAIL

NTS

VEGETATION FREE ZONE

NTS

M

IN

2.5% 2.5%

2%

2%

2.5

2.5

2%

2.5

SIX FOOT HIGH FENCE ABOVE SHEET PILE WALL NOT SHOWN FOR CLEARITY. REFER SHEET C-511.3.

REFER TO SHEET C-101G, C-201 AND C-202 FOR RETAINING WALL PROFILES.2.

STANDARDS AND NEW JERSEY DEPARTMENT OF TRANSPORTATION SPECIFICATIONS.

THE ASPHALT PAVEMENT COMPONENTS SHALL BE CONSTRUCTED ACCORDING TO THE MONMOUTH COUNTY DESIGN1.

NOTE:

SEE DETAIL C-502

CELLULAR CONFINEMENT SYSTEM

PROTECTED SIDE

UNPROTECTED SIDE

AROUND

12" FILTER SAND

4' SIDEWALK

4' SIDEWALK

6' SIDEWALK

6X6 W2.9/W2.9

WIRE MESH

COMPACTED SUB-BASE

CONCRETE SIDEWALK

4' / 6' WIDE

4,500 PSI CONC.

2%

2%

VARIES

ELEVATION

VARIES

ELEVATION

STA. 34+15 TO STA. 36+91 ONLY

SHEET PILE PZ22 CUT OFF WALL

BEAM GUIDE RAIL ON LEVEE SHALL BE INSTALLED PERPENDICULAR TO THE TRAFFIC WITH TWO POST, END SECTIONS ON EITHER SIDE AND APPROVE BY THE COR.5.

BEAM GUIDE RAIL SHALL BE INSTALLED SOUTH SIDE OF THE ROAD, 12" FROM FACE OF THE CURB AND ON LEVEE AT STA. 10+00 AS SHOWN ON THE PLANS.4.

INSTALLED BEAM GUIDE RAIL SHALL BE INSPECTED AND APPROVED BY THE ROAD AUTHORITY.3.

THE REPLACED AND PROPOSED BEAM GUIDE RAIL SHALL BE ACCORDING TO THE STATE OF NEW JERSEY DEPARTMENT OF TRANSPORTATION REQUIREMENTS & SPECIFICATIONS.2.

THE EXISTING BEAM GUIDE RAIL REMOVED DURING CONSTRUCTION SHALL BE REPLACED.1.

NOTE:

MATERIAL SHALL BE FILLED IN 12" LOOSE LIFT AND COMPACTED TO ATLEAST 90% OF THE MAXIMUM DRY DENSITY PER ASTM D1557.

GRANULAR FILL MATERIAL CONFORMING TO SPECIFICATION SECTION 31 00 00, PARAGRAPH 2.1.7 EXCEPT FOR FILTER REQUIREMENTS. THE GRANUAL FILL

BE REMOVED BETWEEN STA. 10+00 AND STA. 31+00. CONTRACTOR SHALL DEWATER THE EXCAVATION AS NEEDED. CONTRACTOR SHALL PLACE SELECT

TOP 5' OF SOFT PEAT OR VERY LOOSE SAND SOIL UNDER THE EARTHEN LEVEE AND EXTENDING 10' OUTSIDE ON EACH SIDE OF THE LEVEE FOOTPRINT SHALL2

LEVEE SECTION IS TYPICAL EXCEPT FOR SHEET PILE CUT OFF WALL TO BE INSTALLED ONLY BETWEEN THE MENTIONED STATIONS.1

NOTES:

END SECTION (ROUNDED)

MIN.

3"

2.0'±

SPLICE BOLT SLOT

"8

" x132

RAD.

"4

"4

SPLICE BOLTS

C RAIL BOLT SLOTL

20'20'

MIX I-5, 2" THICK

BITUMONOUS CONCRETE SURFACE COURSE

MIX I-2, 6" THICK

BITUMINOUS STABILIZED BASE COURSE

MIX I-5, 6" THICK

SOIL AGGREGATE SUB-BASE COURSE

CONCRETE CURB

TOP ELEVATION VARIES

MEET E

XIS

TIN

G

MEET E

XIS

TIN

G MEET EXISTING

SHEET PILE WALL

RETAINING WALL

SHEET PILE

3' LAWN

3' LAWN

7'

3' LAWN

9'

SHEET PILE WALL

7'

2.12'

12"

12"

2.12'

GUIDE RAIL

GUIDE RAIL

IS

S

U E

D A

T E

S O

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IC

IT

A

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N N

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P O

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J E

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P H

A S

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I, C

O N

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A C

T

R A

R

IT

A N

B A

Y A

N D

S A

N D

Y H

O O

K B

A Y

H U

R R

IC

A

N E

A N

D S

T O

R M

D A

M A

D

U C

T

IO

N

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 I Z

E

S U

B M

IT

T

E D

B Y

P L

O T

S C

A L

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

D A

T E

A P

P R

SHEET OF

New York District of Engineers

US Army Corps

N E

W Y

O R

K N

Y

N E

W Y

O R

K D

IS

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

IDENTIFICATION

SHEET

F E

B

W D

S -2

-B

-0

C E

N A

N -E

N

F E

B

-0

N E

W Y

O R

K N

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R O

O M

F E

D E

R A

L P

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PORMON_CT5_C-503.dgn Plot 7/8/2022 10:18:50 AM

37 154

V

IS

E D

D

IM

E N

S

IO

N S

D E

T A

IL

U P

D A

T E

D E

T A

IL

T R

A P

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S W

A L

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IN

N

/1

/2

/0

/2

O R

M W

A T

E R

D E

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C-506

O

R M

O N

C

T C

-5 .d g n

PRECAST CONCRETE MANHOLE

NTS

PRECAST TYPE B2 CATCH BASIN

NTS

PLAN

BOTTOM

WIDTH

TRAPEZOIDAL SWALE

SEMI-TRAPEZOIDAL SWALE

SWALE IN FILL

SWALE IN CUT

MAINTAIN A MINIMUM COVER OF 18" ABOVE CONCRETE FLOODWALL PILE CAP.4.

EROSION CONTROL BLANKET TIE IN SHALL BE ACCORDING TO THE MANUFACTURERS SPECIFICATIONS.3.

REFER TO SHEET C-201, C-204 AND SHEETS C-301 TO C-303 FOR SWALE PROFILE AND CROSS SECTIONS.2.

BOTTOM WIDTH AND DEPTH OF SWALE VARIES, REFER TO SITE PLAN FOR SWALE DESIGN DETAILS.1.

NOTE:

INTERIOR DRAINAGE SWALE

NTS

6"

2" (TYP.)

5"

M A

X

FLARED END SECTION

NTS

AND 1-1/4" STEEL BAR AS SHOWN. CONTRACTOR IS RESPONSIBLE FOR ANY PERMIT NEEDED.

ALL 5/8" DIAMETER STEEL BARS SHALL BE WELDED TOGETHER. EACH 5/8" STEEL BAR SHALL ALSO BE WELDED TO THE 3/8" STEEL PLATE3.

ALL STEEL BARS AND PLATES SHALL BE GALVANIZED WITH 2.0 OUNCES OF ZINC PER SQUARE FOOT.2.

TACK WELD WASHER TO PLATE AND BOLT TO WASHER.TACK WELD NUT TO BOLT ON UNDERSIDE.1.

NOTES:

SECTION

ELEVATION

PLAN

4"x4"x1/4" PLATE WASHER

T Y

P

1-1/4" DIA. BAR

WASHER

2" TYP.

1" MAX. CLEARANCE

TO SIDEWALL (TYP.)

FLARED END SECTION

4"x4"x1/4" PLATE WASHER

1-1/4" DIA. BAR

FLARED END SECTION

4" MAX.

PLATE WASHER

4"x4"x1/4"

TYP.

6" TYP.

TYP.

1-1/2" TYP.

TYP.

1-1/8" 7UNC x 6"

HEAVY CADMIUM-

PLATED HEX BOLT,

4" MIN. THREAD LENGTH

1-3/8" DRILLED HOLE

WASHER

(2) 1-1/8" 7UNC

PLATED HEX NUT

HEAVY CADMIUM-

1-1/4" DIA. BAR

PLATE WASHER

4"x4"x1/4"

" COTTER PIN4

" DIA. BARS (TYP.)8

" COTTER PIN4

"2 13"2

" PLATE8

" PLATE8

"4

"4

"16

" PLATE8

" BARS (TYP.)8

(TYP.)

" BARS8

A

B

A

B

4'

5'

SECTION A-A SECTION B-B

6"

5'-6"

6" 8

PAVEMENT

1V :2.

5H

1V:2.5H 1V :2.

5H

P T

H

S W

A L

1V:2.5H 1V:2.5H

P T

H

S W

A L

E

D E

P T

H

S W

A L

E

3'

1V:2.5H

6"

6'-0"

T Y

P

30"

5"

RIP-RAP OUTLET PROTECTION

NTS

CURB

IN CD-602-1.8

GRATE AS SHOWN

BICYCLE SAFE

LADDER RUNGS

THROUGH THE INLET.

OF THE MAIN PIPE

BE 0.80 OF DIAMETER

DEPTH OF INVERT TO

BACK AND GRATE

FRAME, CURB PIECE,

MEET EXISTING GRADE

GRADE @ 0.5% TO

EXISTING GRADE

EXISTING GRADE

FLOOD WALL

ANCHOR/NAIL

CONCRETE

TIE IN

BLANKET AS SPECIFIED

EROSION CONTROL

(VARIES)

BOTTOM OF SWALE

TO MEET TOE OF LEVEE

EXTEND SWALE SLOPE

MANHOLE CONICAL TOP

PRECAST REINF. CONC.

MANHOLE RISERS AS REQUIRED

PRECAST REINF. CONCRETE

RISER JOINT

PRECAST MANHOLE

AS PER ASTM C478

REINFORCEMENT STEEL

CONCRETE CRADLE

CLASS B CAST IN PLACE

CONCRETE BASE

PRECAST REINFORCED

COARSE AGGREGATE #57

3" MINIMUM

7"

MEET EXISTING (VARIES)

FINISHED GRADE TO

FRAME AND COVER

STANDARD MANHOLE

PRECAST HEADWALL

NTS

OUTFALL C3-4 DOES NOT REQUIRE RIP-RAP PROTECTION.2

FOR DETAILS.

OUTFALL C3-MAIN HAS CONCRETE APRON, REFER TO STRUCTURAL DRAWINGS 1

THE PRECAST MANHOLE SHALL BE ACCORDING TO THE NJDOT STANDARDS AND SPECIFICATIONS.1

TO MEET THE SITE CONDITIONS.

SELECT OPENING FOR THE FRAME AND GRATE SHALL BE ADJUSTED3

PARALLEL TO THE ROAD.

THE CATCH BASIN SHALL BE INSTALLED WITH THE LONGER SIDE2

ACCORDING TO THE NJDOT STANDARDS AND SPECIFICATIONS.

THE CATCH BASIN SHALL BE NJDOT TYPE B2 AND SHALL BE1

NOTES:

6"

6"

COARSE AGGREGATE #57

4'

P

T H

S W

A L

E

18" DIA. END SECTIONS

* 6" FOR 12" THROUGH

COARSE AGGREGATE #57

W

Lww

L

L

12"

H

12"

Ds

12"

10" 10"

C

L

4"CL

HORIZ - #5 @ 9" OC

VERT - #5 @ 9" OC

D r

D sW

D r

TOW

TOW

SHRINK GROUT

FILL W/NON-

ELIPTICAL PIPE (BA-1)

RECTANGULAR BOX CULVERT OR

2'

3' 3'

BLANKET AS SPECIFIED

EROSION CONTROL

TIE IN

TWO #5 @6" O.C. DIAGONAL (AT EACH OF FOUR CORNERS)

THREE #5 @6" O.C. VERTICAL (ON BOTH SIDES OF OPENING)

THREE #5 @6" O.C. HORIZONTAL (BOTH ABOVE AND BELOW OPENING)

ADDITIONAL REINFORCEMENT AROUND OPENING FOR RCP:2.

WING WALLS OF PS-1 IS IN THE OPPOSITE DIRECTION OF FLOW SEE SITE PLAN C-101C.1.

NOTE:

PLAN

ELEVATION

Wsp

Wsp

L

Do

W

D

IS

S

U E

D A

T E

S O

L

IC

IT

A

T

IO

N N

O

P O

R T

M O

N M

O U

T H

N

E W

J E

R S

E Y

P H

A S

E I

I, C

O N

T R

A C

T

R A

R

IT

A N

B A

Y A

N D

S A

N D

Y H

O O

K B

A Y

H U

R R

IC

A

N E

A N

D S

T O

R M

D A

M A

D

U C

T

IO

N

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

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

D A

T E

A P

P R

SHEET OF

New York District of Engineers US Army Corps

N E

W Y

O R

K

N Y

N E

W Y

O R

K D

IS

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

IDENTIFICATION

SHEET

F E

B

W

D S

-2

-B -0

C

E N

A N

-E N

F E

B

-0

N

E W

Y O

R K

N

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O O

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F E

D E

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PORMON_CT5_C-506.dgn Plot 7/5/2022 10:37:09 AM

1V :2.

5H

1V:2.5H

ACCESS LADER

HORIZ - #6 @ 12" OC

VERT - #8 @ 6" OC

.5

.5

41 154

D G

A T

E P

Z S

T E

P S

H

A T

C H

D O

O R

D E

T A

IL

C L

A R

IF

IE

D F

O O

T

IN

G T

H

IC

K P

IP

E

L E

N G

H

/1

/2

/0

/2

A

M

S

IS

M

A

IN

A G

E S

T R

U C

T U

R E

D E

T

C-510

O

R M

O N

C

T C

-5 .d g n

30"Ø CASS IV RCP

STEEL SHEETING

DEVICE AND INDICATOR

GEARS, STEM COVER, LOCKING

GATE LIFT WITH ENCLOSED

ALLOW CLEARANCE FOR HATCH FRAME ANGLES

4' X 3' ALUMINIUM HATCH FRAME AND GRATE

SEE NOTE 5

SLUICE GATE

MANUFACTURER, SEE MECHANICAL DRAWINGS

FILLER MATERIAL AS RECOMMENDED BY THE

FILL W/NON-SHRINK GROUT

SHRINK GROUT

FILL W/NON-

C OF SHEETINGL

PZ22 STEEL SHEETING

STA. 27+37

DRAINAGE STRUCTURE C3-4

PLAN

NTS

C-509

C-509

CL

PRECAST HEADWALL

NTS

REFER TO SHEET M-502, M-503 AND M-603 FOR SLUICE GATE DETAILS.5.

LEVEE FEATURES LIKE THE CELLULAR CONFINEMENT SYSTEM AND TOE DRAIN SHALL TERMINATE AT THE PIPE ON LANDWARD SIDE.4.

RAILINGS ON ALL SIDES OF DRAINAGE STRUCTURE, WHERE ACCESS LADDER IS LOCATED. 3.

SEE CIVIL DRAWINGS FOR PIPE INFORMATION. 2.

PROVIDE SUFFICIENT CLEARANCE FOR FLANGE MOUNTING PER MANUFACTURER'S REQUIREMENTS (REFER TO MECHANICAL DRAWINGS)1.

NOTES:

TOP OF LEVEE EL. 13.5

PIPE SECTION

NTS

SECTION

NTS

1V:2.5H

LEVEE SIDE SLOPE 1V:2.5H

INV. 2.23INV. 2.26

30"Ø CLASS IV RCP, 34 LF @ 0.1%

EL. 13.5

TOP OF LEVEE

SEE DETAIL 5

SEEPAGE FILTER DIAPHRAGM

SEE DETAIL 6

PIPE SPRING LINE

CONCRETE CRADLE TO

SEEPAGE FILTER DIAPHRAGM

NTS

PIPE CRADLE

NTS

CONCRETE

CAST IN PLACE

SEEPAGE FILTER

DONE USING SMALLER EQUIPMENT IN 6" FILTS.

COMPACTION OF SOIL ABOVE AND ON SIDES OF THE PIPE SHALL BE2

CRADLE SHALL BE CASTED IN PLACE IN TWO SECTIONS.1

NOTES:

TWO #5 @6" O.C. DIAGONAL (AT EACH OF FOUR CORNERS)

THREE #5 @6" O.C. VERTICAL (ON BOTH SIDES OF OPENING)

THREE #5 @6" O.C. HORIZONTAL (BOTH ABOVE AND BELOW OPENING)

ADDITIONAL REINFORCEMENT AROUND OPENING FOR RCP:1

NOTES:

SEEPAGE FILTER

NTS

SEE DETAIL 5

SEEPAGE FILTER DIAPHRAM

SEE DETAIL 7

SEEPAGE FILTER

4"

12"

30" RCP

HORIZ - #5 @ 9" OC

VERT - #5 @ 9" OC

C

L

12"

11.1

10" 10"

3 12" 12"

30" RCP

11' ±

#5 @ 6"

#5 @ 12"1

11'±

PROJECT REFRENCE LINE

PROPOSED GRADE

TOP & BOTTOM

#6 @ 12" OC EW

PZ22 STEEL SHEETING

SEE NOTE 3

SAFETY RAILING

ON OTHER WALL

FIXED LADDER METAL RUNGS 12" OC

#8 @6"OC

HORIZ - #6 @ 12" OC

VERT - #8 @ 6" OC

INV. 2.28

(3" CLEAR AROUND PIPE)

STEEL WALL SLEEVE WITH WATERSTOP

DRAWINGS

SEE MECHANICAL

FLAP GATE

1.541.5

6.

.1

30"Ø CLASS IV RCP, 17 LF @ 0.1%

1.5

41.5

2 3 1 .5

WRAPPED IN GEOTEXTILE SOCK

4" PERFORATED PVC PIPE, 6' LONG@ 30" PIPE INVERT

DRAINAGE PORT

CAPPED END

AT THE POINT OF ACCESS

PROVIDE LOCKABLE SWING GATE

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PORMON_CT5_C-510.dgn Plot 7/8/2022 10:24:09 AM

PORMON_CT5_C-512.dgn Plot 7/8/2022 10:35:55 AM

44 154

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-5 .d g n

C-513

HERBIVORY FENCE DETAIL

NTS

C-513

SHRUB INSTALLATION DETAIL

NTS

FACILITATE THE REFERENCING AND MONITORING OF THE INDIVIDUAL CELLS.

THE CONTRACTOR SHALL DEVELOP A CELL NUMBERING SYSTEM FOR HIS WORKING AND FINAL AS-BUILT DRAWINGS TO 3.

ACCESSIBLE AT LEAST FROM ONE SIDE FOR PERIODIC MAINTENANCE AND MONITORING OF THE INTERIOR VEGETATION.

HERBIVORY FENCE SHALL BE INSTALLED AS SHOWN IN THE DETAIL IN CLUSTER OF 4 TO 6 CELLS. EACH CELL SHALL BE2.

THE CONTRACTOR SHALL NOT REMOVE THE FENCING BEFORE THE COMPLETION OF 2-YEARS MAINTENANCE PERIOD.

HERBIVORY FENCE SHALL BE PLACE WITHIN THE SCRUB SHRUB, DUNE AND MARITIME FOREST PLANTING AREAS.1.

NOTES:

C-513

PERIMETER (DEER) FENCE

NTS

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HIGH WATER ELEVATION.

A MINIMUM OF 1' ABOVE THE MEAN

TOP OF HERBIVORY FENCE SHALL BE

NOTE:

TOP OF THE FENCE FABRIC AND ALONG THE INTERIOR NYLON TWINE EVERY 3 FEET.

(BOTH PERIMETER AND INTERIOR). THE FLAGGING SHALL ALSO BE TIED ALONG THE

OF TAPE FROM THE TIE, SHALL BE TIED TO THE TOP OF EACH HARDWOOD STAKE

NOTE FOR ON HERBIVORY FENCE: MYLAR FLAGGING, TRAILING AT LEAST 12 INCHES

MYLAR TAPE (TYP)

8' (MIN.) x 2" x 2" HARDWOOD STAKE (TYP.)

GRADE

EXISTING

TO STAKES WITH ZIP-TIES

2" X 2.75" MESH OPENINGS SECURED

BLACK DEER FENCE FABRIC

10'-0" (TYP) 3'-0" (TYP)

M

IN

5.691

PERIMETER STAKE (TYP)

NYLON TWINE (TYP)

FLAGGING TIED TO

PERIMETER (DEER) FENCE

INTERIOR STAKE

NYLON TWINE (TYP)

50'

100'

A

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S

2' ACCESS

150'

FRESH WATER TO ELIMINATE AIR POCKETS

WATER-SETTLE SOIL INTO PLANTING HOLE WITH

NOTE:

KEEP 2" CLEAR OF BASE OF PLANT

4" LAYER OF HARDWOOD MULCH,

SOIL

TO RETAIN WATER; USE CLEAN

PERIMETER OF PLANTING HOLE

BUILD SOIL SAUCER AROUND

ALL BROKEN BRANCHES

BEFORE PLANTING. PRUNE

REMOVE PLANT FROM POT

NURSERY GROWN SHRUB.

BACKFILL PLANTING HOLE

ROOTS

TRIM GIRDLING

INTERIOR TWINE DETAIL

HERBIVORY FENCE CELL

PORMON_CT5_C-513.dgn Plot 7/5/2022 10:48:06 AM

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New York District of Engineers

US Army Corps

SHEET OF

.S

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EM 1110-2-2502 RETAINING AND FLOOD WALLS M.

DATED 30 JUNE 1989

EM 1110-2-3104 STRUCTURAL AND ARCHITECTURAL DESIGN OF PUMPING STATIONS, L.

STRUCTURES, INCORPORATING CHANGE 1, 20 AUGUST 2003

EM 111-2-2104 STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC K.

USACE EM 1110-2-2100 STABILITY ANALYSIS FOR CONCRETE STRUCTURES J.

EM 1110-2-2000 STANDARD PRACTICE FOR CONCRETE FOR CIVIL WORKS STRUCTURESI.

IBC 2015H.

"SPECIFICATIONS FOR MASONRY STRUCTURES" ACI 530.1-13 / ASCE 6-13

"BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES" ACI 530-13 / ASCE 5-13

AMERICAN CONCRETE INSTITUTE, (ACI) G.

"BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318-14

AMERICAN CONCRETE INSTITUTE, (ACI)F.

MANUAL, 14th ED.

AMERICAN INSTITUTE OF STEEL CONSTRUCTION, (AISC) ASD STEEL CONSTRUCTION E.

"MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES", ASCE 7-10

AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE) D.

UFC 3-310-04 SEISMIC DESIGN FOR BUILDINGS, DATED JUNE 2013C.

UFC 3-310-01 STRUCTURAL LOAD DATA, DATED JUNE 2013B.

UFC 1-200-01 GENERAL BUILDING REQUIREMENTS A.

DESIGN STANDARDS AND REFERENCES:2.

AND FROM DAMAGE DURING ALL PHASES OF CONSTRUCTION.

ALL NECESSARY METHODS AND EQUIPMENT TO KEEP EXCAVATIONS FREE OF WATER

THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, PROVIDING, AND MAINTAINING J.

FROM THE DESIGNER NECESSARY DIMENSIONS NOT SHOWN ON THE DRAWINGS.

DO NOT SCALE DIMENSIONS FROM DRAWINGS. THE CONTRACTOR SHALL REQUEST I.

DRY CONDITIONS ONLY.

OF A GIVEN STRUCTURE. STRUCTURES ARE DESIGNED TO BE FULLY CONSTRUCTED IN

FOUNDATION EXCAVATIONS AT ALL TIMES DURING CONSTRUCTION AND INSTALLATION

WATER ELEVATIONS SHALLBE MAINTAINED TWO (2) FEET BELOW THE BOTTOM OF

ALL CONCRETE STRUCTURES SHALL BE CONSTRUCTED IN THE "DRY". THE GROUND H.

DRAWINGS PRIOR TO PLACING CONCRETE.

CONCRETE WITH THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND MECHANICAL

CONTRACTOR SHALL COORDINATE ALL PIPE AND CONDUIT LOCATIONS THROUGH G.

UNLESS OTHERWISE NOTED.

ELEVATIONS ARE IN FEET AND REFER TO NORTH AMERICAN VERTICAL DATUM (NAVD88) F.

DRAWINGS.

SIMILAR CONDITIONS EVEN THOUGH NOT SPECIFICALLY REFERENCED ON THE

WHERE A DETAIL IS SHOWN FOR ONE CONDITION, IT SHALL APPLY FOR ALL LIKE OR E.

PRIOR TO ORDERING MATERIALS OR PROCEEDING WITH ANY PHASE OF THE WORK.

CONDITIONS (BOTH NEW AND EXISTING), REPORTING ANY DISCREPANCIES TO THE COR

THE GENERAL CONTRACTOR SHALL CHECK AND VERIFY ALL DIMENSIONS AND GRADE D.

DIRECTIONS.

CONTRACTOR MUST PROVIDE TEMPORARY BRACING FOR THE STRUCTURE IN ALL

DURING ERECTION AND UNTIL ALL PERMANENT CONNECTIONS ARE MADE, THE

OTHER SUPPORTING ELEMENTS PROVIDED FOR CONSTRUCTION OF THE STRUCTURE.

AND SO INCLUDED IN THE DESIGN OF SHORING, BRACING, FORMWORK, AND ANY

PARTIALLY COMPLETED STRUCTURE SHALL BE CONSIDERED BY THE CONTRACTOR

COMPLETED STRUCTURE. APPLICATIONS OF CONSTRUCTION LOADS TO THE

THE STRUCTURE HAS BEEN DESIGNED TO RESIST DESIGN LOADS ONLY AS A C.

SAFETY REGULATIONS ARE TO BE FOLLOWED STRICTLY.

MEANS, METHODS, PROCEDURES, TECHNIQUES, AND SEQUENCE. ALL APPLICABLE

DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION

METHOD OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL SUPERVISE AND

STRUCTURE, AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE THE

THE STRUCTURAL DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED B.

SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO GENERAL NOTES.

THESE GENERAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS. SEE A.

GENERAL STRUCTURAL NOTES:1.

S T

R U

C T

U R

A L

N O

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S P

A R

T

A H

M J S

S-001

PSF100PUMP STATION OPERATING ROOM

SLAB ON GROUND LIVE LOAD:D.

1.04) WIND IMPORTANCE FACTOR, I

PARTIALLY ENCLOSED3) ENCLOSURE CATEGORY

C2) EXPOSURE CATEGORY

(3 SECOND GUST)

MPH1281) DESIGN WIND SPEED

WIND LOADS:C.

PSF83.2 8) SLIDING SNOW LOAD, Pslide

PSF42.0FROM ADJACENT BUILDING

PSF28.7APPLIED TO PUMPS

7) SNOW DRIFT LOAD

1.06) ROOF SLOPE FACTOR, Cs

UNHEATED AND OPEN AIR STRUCTURE

1.25) THERMAL FACTOR, Ct

FULLY EXPOSED ROOF

TERRAIN CATEGORY, C,

0.904) EXPOSURE FACTOR, Ce

PSF22.73) SLOPED ROOF SNOW LOAD, Ps

PSF25.02) GROUND SNOW LOAD, Pg

PSF22.71) FLAT ROOF SNOW LOAD, Pf

SNOW LOAD:B.

MAX EFFECT OF 300 PSF OR H20 TRUCKROOF LIVE LOAD:A.

PUMP STATION

PSF200GENERATOR BUILDING FLOOR

SLAB ON GROUND LIVE LOAD:E.

1.57) SEISMIC IMPORTANCE FACTOR, Ie

C6) SEISMIC DESIGN CATEGORY

D5) SITE CLASS

0.096G4) SD1

0.245G3) SDs

0.06G2) S1

0.23G1) Ss

SEISMIC:D.

1.04) WIND IMPORTANCE FACTOR, I

PARTIALLY ENCLOSED3) ENCLOSURE CATEGORY

C2) EXPOSURE CATEGORY

(3 SECOND GUST)

MPH1281) DESIGN WIND SPEED

WIND LOADS:C.

MAX= 36 PSF

SEE DIAGRAM ON S-0038) UNBALANCED SNOW LOAD

1.27) SNOW IMPORTANCE FACTOR, I

1.06) ROOF SLOPE FACTOR, Cs

1.05) THERMAL FACTOR, Ct (WARM ROOF)

PARTIALLY EXPOSED ROOF

TERRAIN CATEGORY, C,

1.04) EXPOSURE FACTOR, Ce

PSF21.03) SLOPED ROOF SNOW LOAD, Ps

PSF25.02) GROUND SNOW LOAD, Pg

PSF21.01) FLAT ROOF SNOW LOAD, Pf

PSF24.01) MINIMUM SNOW LOAD, Pm

SNOW LOAD:B.

PSF 30ROOF LIVE LOAD:A.

BUILDING RISK CATEGORY: IV

GENERATOR BUILDING

(SEE SHEET S-002 FOR ADDITIONAL GENERATOR BUILDING ROOF TRUSS LOAD REQUIREMENTS)

DESIGN LOADS AND DESIGN FACTORS:3.

REBAR SHALL NOT BE HEATED WITH A TORCH IN THE FIELD.M.

EMBEDMENT LENGTHS SHALL CONFORM TO THE TABLE SHOWN ON S-003.L.

BAR SIZE.

SPLICES OF DIFFERING BAR SIZES, SPLICE LENGTH SHALL BE BASED ON THE LARGER

LAP SPLICES SHALL BE CLASS B AND CONFORM TO THE TABLE SHOWN ON S-002. FOR K.

LEGS OR BE HOT DIP GALVANIZED AFTER FABRICATION.

BAR SUPPORTS FOR CONCRETE EXPOSED TO VIEW SHALL HAVE PLASTIC COATED J.

BY THE CONTRACTING OFFICER REPRESENTATIVE.

NO CONCRETE SHALL BE PLACED UNTIL ALL EMBEDDED WORK HAS BEEN INSPECTED I.

CODE AND ACI SP-66 (04) OR CRSI STANDARDS.

FOR CONTINUOUS REINFORCING SHALL BE DESIGNED IN ACCORDANCE WITH ACI 318-14

REINFORCING DETAILS SUCH AS LAP SPLICES, DOWELS, AND DEVELOPMENT LENGTH H.

DRAWINGS.

ALL EXPOSED CONCRETE EDGES SHALL HAVE A 3/4" CHAMFER OR AS SHOWN ON THE G.

ALL REINFORCEMENT IN THE PUMP STATION SHALL BE EPOXY COATED.F.

SHOP DRAWINGS FOR REINFORCEMENT STEEL SHALL SHOW THE CONCRETE COVER.

STRUCTURES MUST MEET ACI 318 GUIDELINES.

SHOWN ON THE DRAWINGS. THE CONCRETE COVER FOR REST OF THE CONCRETE

MINIMUM CONCRETE COVER OF 4 IN AS PER EM 1110-2-2104, UNLESS OTHERWISE

REINFORCING STEEL FOR CONCRETE HYDRAULIC STRUCTURES SHALL HAVE A E.

ALL WELDED WIRE MESH SHALL BE IN CONFORMANCE WITH ASTM A185. D.

03 30 00 CAST-IN-PLACE CONCRETE.

CONCRETE REINFORCING SHALL BE ASTM 615, GRADE 60 AND CONFORM TO SECTION C.

PSI 5000 1) ALL LOCATIONS

28-DAY COMPRESSIVE STRENGTH:

CAST-IN-PLACE CONCRETE SHALL ATTAIN THE FOLLOWING MINIMUMB.

CONCRETE (ACI 301-10, INCORPORATING CHANGE, 2015).

STRUCTURAL CONCRETE (ACI 318-14) AND SPECIFICATIONS FOR STRUCTURAL

THE AMERICAN CONCRETE INSTITUTE BUILDING CODE REQUIREMENTS FOR

ALL CONCRETE CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE PROVISIONS OF A.

4. CONCRETE CONSTRUCTION NOTES:

R3B - NORMAL OPERATING + MDE

R3A - NORMAL OPERATING + OBE

R2 - NORMAL OPERATING + SHORT DURATION LOADS

R1 - NORMAL OPERATING

RETAINING WALL LOAD CASES (SEE EM 1110-2-2100 FOR DESCRIPTIONS):

C5 - MAXIMUM DIFFERENTIAL HEAD + IMPACT

C4 - NORMAL OPERATING

C3 - CONSTRUCTION

C2B - COINCIDENT POOL + MDE

C2A - COINCIDENT POOL + OBE

C1B - MAXIMUM SURGE + WAVE

C1A - INFREQUENT SURGE + WAVE

COASTAL FLOODWALL LOAD CASES (SEE EM 1110-2-2104 FOR DESCRIPTIONS):

0.02G4) S1 (1 SEC PERIOD SPECTRAL RESPONSE)

0.083G3) Ss (1 SEC PERIOD SPECTRAL RESPONSE)

0.06G2) S1 (0.2 SEC PERIOD SPECTRAL RESPONSE)

0.23G1) Ss (0.2 SEC PERIOD SPECTRAL RESPONSE)

SEISMIC LOADS:B.

EL 3.7 NAVD 884) EXTREME CONDITION (SEISMIC)

6.8 KIP/FTWAVE LOAD

EL 13 NAVD 883) UNUSUAL CONDITION (DESIGN FLOOD)

0.565 KIP/FTWAVE LOAD

EL 7.6 NAVD 882) USUAL CONDITION (10 YR RETURN)

1.67 KIP/FT1) VESSEL IMPACT

FLOOD LOADS:A.

FLOODWALL

J A

P

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N -E

N W

D

S B

/0

/2

A

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PM_Contract5_S-001.dgn S-001 7/7/2022 2:38:17 PM

PM_Contract5_S-003.dgn Plot 7/7/2022 2:26:55 PM

PORTMONPIICT5 PORT MONMOUTH PHASE II, CONTRACT 5

Amendment 0008

SECTION 01 88 00

PUMP STATION COMMISSIONING

09/06

PART 1 GENERAL

1.1 SUMMARY

This section provides general guidance for the development of the Pump Station Commissioning Plan, as well as descriptions of the activities that shall be performed during the commissioning period. The Pump Station Commissioning Plan shall consist of detailed pre-functional checklists, functional performance checklists, a commissioning schedule, and identification of the commissioning team.

The commissioning period shall begin only after all work required in related specification sections has been successfully completed, and all individual component tests, field tests, inspection reports, and operation and maintenance manuals required in these sections have been submitted and approved. The commissioning period will include the pre-functional checks, and the functional performance checks.

The pump station equipment and systems to be commissioned include but are not limited to the fuel system, electric driven pumps, exhaust systems, emergency generators, trash rake systems, and Supervisory Control and Data Acquisition (SCADA) equipment. Pump Station equipment and systems to be commissioned are specified in the following sections:

35 45 02.00 103 SUBMERSIBLE PUMP, AXIAL-FLOW AND MIXED FLOW TYPE

23 00 00 AIR SUPPLY, DISTRIBUTION, VENTILATION, AND EXHAUST SYSTEMS

25 14 01 PUMP STATION INSTRUMENTATION AND CONTROL PANELS

26 28 00.00 10 MOTOR CONTROL CENTERS, SWITCHBOARDS AND PANELBOARDS

26 28 01 COORDINATED POWER SYSTEM PROTECTION

26 32 15.00 10 DIESEL-GENERATOR SET STATIONARY WITH AUXILIARIES

26 36 00.00 10 AUTOMATIC TRANSFER SWITCH

This section also provides general guidance for final acceptance of the pump station.

1.2 SUBMITTALS

Government approval is required for submittals with a "G" designation;

submittals not having a "G" designation are for information only or as otherwise designated. When used, a designation following the "G" designation identifies the office that will review the submittal for the Government. The following shall be submitted in accordance with Section

01 33 00 SUBMITTAL PROCEDURES:

SD-01 Preconstruction Submittals

SECTION 01 88 00 Page 1 07/06/22

Commissioning Plan ; G, DO

Pre-Functional Test Procedures ; G, RO

Functional Performance Test Procedures ; G, RO

SD-06 Test Reports

Pre-Functional Test Reports ; G, DO

Functional Performance Test Reports ; G, DO

1.3 COMMISSIONING PLAN

The Commissioning Plan is an overall document which outlines the organization, scheduling, allocation of resources, documentation, etc.

pertaining to the overall commissioning process. The Commissioning Plan shall be submitted 6 months prior to the start of the pre-functional checks and shall detail how the commissioning process will be organized, scheduled, and documented to include the following:

The organization of the commissioning team.

Submit a list of commissioning team members required in the paragraph COMMISSIONING TEAM below. Any proposed revisions to the list shall be made prior to the start of the impacted test.

A list of activities required to commission the subsystems and system and the functions of each member of the commissioning team.

A logical sequence schedule for each commissioning activity coordinated with all members of the commissioning team.

Submit a schedule for pre-functional checks, and functional performance checks.

Commissioning plan documentation forms for all components and systems submitted.

Pre-functional and functional performance checklists. Examples of pre-functional and functional performance checklists are appended to the end of this specification section. Contractor shall create checklists as necessary to document full compliance with the contract specifications, manufacturer's requirements, and the commissioning plan.

1.3.1 Pre-functional Test Procedures

Submit detailed procedures for pre-functional checks as described in paragraph PRE-FUNCTIONAL CHECKS below. Examples of pre-functional checklists are shown at the end of this section.

1.3.2 Pre-Functional Test Reports

Submit completed pre-functional checklists organized by system and subsystem, and submit as one package. The results of failed tests shall be included along with a description of the corrective action taken and retest results.

SECTION 01 88 00 Page 2

1.3.3 Functional Performance Test Procedures

Submit detailed procedures for functional performance tests as described in paragraph FUNCTIONAL PERFORMANCE TESTS. Examples of functional performance checklists are shown at the end of this section.

1.3.4 Functional Performance Test Reports

Submit completed functional performance checklists organized by system and subsystem, and submit as one package. The results of failed tests shall be included along with a description of the corrective action taken and retest results.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

3.1 COMMISSIONING TEAM

The commissioning team will consist of team members who will be designated by the Contractor and will represent the Contractor in the pre-functional checks, functional performance checks, and the endurance test. The commissioning team will attend a mandatory preparatory meeting no less than four weeks in advance of the pre-functional checks. In addition, the Government will be represented by a representative of the Contracting Officer, the Design Agent's Representative, and the using Agency. The team members shall be as follows:

Designation Function

Q Contractor's Chief Quality Control Representative M Contractor's Mechanical Representative P Pump Representative En Contractor's Engine Representative A Ancilliary Equipment Representative E Contractor's Electrical Representative T Contractor's Testing, Adjusting, and Balancing Representative C Contractor's Controls Representative O Contracting Officer's Representative D Using Agency's Representative

Additional team members will be required to monitor pump station functions from the remote location. The Contractor shall designate additional representatives as necessary to accomplish remote testing. The Contractor shall be responsible for maintaining a minimum of two reliable communications between teams (examples are IP phone, cell phone, landline telephone, or two way radio). The pre-functional checklists and functional performance checklists will be completed by the commissioning team.

Acceptance by each commissioning team member of each pre-functional checklist item shall be indicated by initials and date unless an "X" is shown indicating that participation…