4 - Structural (S) Series.pdf

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US Army Corps

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

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STRUCTURAL GENERAL NOTES

BAR SIZE

TOP OTHER TOP OTHER

AND SPLICE TABLES - 4000 PSI

REINFORCEMENT DEVELOPMEMT

LENGTH, INCHES

MINIMUM LAP SPLICE

LENGTH, INCHES

MINIMUM DEVELOPMENT

S T

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NUMBER NAME

CONSTRUCTION

ALLOWABLE OVERSTRESS

DESCRIPTION

LOAD CASE

BLC1a

BLC1b

BLC2a

BLC2b

BLC2c

BLC2d

BLC5ai

BLC5ap

BLC5bi

BLC5bp

SEISMIC

DRCA

DRCB

CONSTRUCTION DL + SEISMIC0% 0%

0% 0%

0% 0%

0% 0%

0% 0%

STRUC. FNDN.

16.66% 16.66%

33.33% 33.33%

33.33%

33.33%

33.33%

33.33%

33.33%

33.33%

33.33%

33.33%

50% 50%

TO TOP OF WALL

CHECK - WATER

RESILIENCY

DESIGN

33.33% 33.33% DL + LS + U (100% CUTOFF)

DL + LS + U (0% CUTOFF)

REVERSE HEAD

DL + LS + U (100% CUTOFF) + W (FLOOD SIDE)

DL + LS + U (100% CUTOFF)

DL + LS + U (0% CUTOFF)

DL + LS + U (0% CUTOFF) + W (FLOOD SIDE)

DL + CS

DL + W (PROTECTED SIDE)

DL + LS + U (100% CUTOFF)

DL + LS + U (0% CUTOFF)

DL + LS + U (100% CUTOFF) + W (FLOOD SIDE)

DL + LS + U (0% CUTOFF) + W (FLOOD SIDE)

ELEVATION

YEAR FLOOD

WATER TO 150

CONTRACTING OFFICER.

JOINTS AT APPROXIMATELY ONE HALF OF THE WALL HEIGHT OR AS OTHERWISE APPROVED BY THE

12. FOR T-WALL CONCRETE PLACEMENT, THE CONTRACTOR MAY PLACE HORIZONTAL CONSTRUCTION

IS CAST IN THE MEMBER BELOW THE BAR.

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

TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED LESS THAN 45 DEGREES WITH RESPECT

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

WILL BE ALLOWED TO MAKE SPLICES IN ADDITION TO THOSE INDICATED ON THE DRAWINGS,

SPLICE LENGTHS SHALL BE BASED ON THE SMALLER BAR BEING LAPPED. THE CONTRACTOR

DEVELOPMENT LENGTHS WHERE LENGTHS ARE NOT OTHERWISE INDICATED ON THE DRAWINGS.

11. THE DEVELOPMENT AND SPLICE TABLE SHALL BE USED IN DETERMINING LAP SPLICES AND

OFFICER. SHIFT BOTTOM REINFORCEMENT IN ALL WALL PILE CAPS AS REQUIRED TO CLEAR PILES.

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

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

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

CONSTRUCTABILITY OR TO MISS EMBEDDED ITEMS.

WHERE, IN THE OPINION OF THE CONTRACTING OFFICER, IT IS ESSENTIAL FOR REASONABLE

8. FIELD BENDING OF BARS PARTIALLY EMBEDDED IN CONCRETE WILL NOT BE APPROVED EXCEPT

INSTITUTE (CRSI).

WITH THE "MANUAL OF STANDARD PRACTICE" OF THE CONCRETE REINFORCING STEEL

7. PLACE REINFORCEMENT AND PROVIDE SUPPORTS FOR REINFORCING STEEL IN ACCORDANCE

WITH SP-066, AMERICAN CONCRETE INSTITUTE DETAILING MANUAL - 2004.

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

BE DISCONTINUED AT ALL EXPANSION JOINTS

SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR APPROVAL. REINFORCEMENT SHALL

INTEGRITY OF THE CONCRETE STRUCTURE. ADDITIONAL CONSTRUCTION JOINT LOCATIONS

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

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

COVER SHALL BE IN ACCORDANCE WITH ACI 318-14.

4. CLEAR COVER FOR REINFORCEMENT SHALL BE AS SHOWN ON THE DRAWINGS. WHERE NOT SHOWN, EXTERNAL CORNERS, AND VERTICAL EXPANSION JOINTS.

3. UNLESS OTHERWISE NOTED, PROVIDE A ¾” CHAMFER AT ALL EXPOSED JOINTS, EDGES,

OTHERWISE NOTED. SEE SPECIFICATIONS FOR MICROPILE REINFORCEMENT.

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

1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH (f'c) OF 4,000 PSI AT 28 DAYS.

CONCRETE NOTES

SHEETING, BRACING, SHORING AND OTHER SUPPORTS REQUIRED BY THE WORK.

6. THE CONTRACTOR IS RESPONSIBLE FOR DESIGNING, FURNISHING, PLACING AND MAINTAINING ALL

DAMAGE BY WATER DURING ALL PHASES OF CONSTRUCTION. SEE SPECIFICATIONS.

METHODS AND EQUIPMENT TO KEEP EXCAVATIONS FREE OF WATER AND TO PROTECT FROM

CONTRACTOR IS RESPONSIBLE FOR DESIGNING, PROVIDING AND MAINTAINING ALL NECESSARY

5. DEWATERING USING FILTERED SUMPS AND PUMPS FOR EXCAVATIONS MAY BE REQUIRED. THE

WHERE DRAWING IS OBVIOUSLY NOT DRAWN TO SCALE.

4. DRAWINGS ARE GENERALLY TO SCALE, BUT SHOULD NOT BE SCALED. NTS IS SHOWN ONLY

3. DIMENSIONS AND/OR ELEVATIONS MARKED THUS (NTS) ARE NOT SHOWN TO SCALE.

VERIFY ACTUAL DIMENSIONS IN THE FIELD.

2. DIMENSIONS AND/OR ELEVATIONS MARKED THUS (+/-) ARE APPROXIMATE. CONTRACTOR SHALL

ELEVATION AFTER PLACEMENT OF ALL CONCRETE.

1. ELEVATIONS ARE IN FEET AND REFER TO NAVD88. ELEVATIONS REPRESENT THE FINAL

GENERAL

WALLS, GATEWELL STRUCTURES, CULVERTS, HEADWALLS AND DRAINAGE CHAMBERS.

THESE NOTES APPLY TO THE FLOODWALL, FLOOD GATES, PUMP STATION WET WELLS AND RETAINING

5. STEEL PIPE SHALL BE ASTM A53, TYPE E OR S, GRADE B UNLESS OTHERWISE NOTED ON THE DRAWINGS.

GROUP 1 OR 2 AND ASTM A240 TYPE 304 RESPECTIVELY.

ASTM F879. NUTS AND WASHERS USED IN THESE CONNECTIONS SHALL CONFORM TO ASTM F594

RESPECTIVELY. COUNTERSUNK BOLTS CONNECTING THE SEAL TO THE GATE SHALL CONFORM TO

NUTS AND WASHERS USED IN THESE CONNECTIONS SHALL CONFORM TO ASTM A563 AND ASTM F436

4. ALL STRUCTURAL FASTENERS SHALL CONFORM TO ASTM A325 TYPE 1 UNLESS OTHERWISE NOTED.

TYPE 304 FOR SHAPES AND BARS AND ASTM A240 TYPE 304 FOR PLATES.

3. CORROSION-RESISTANT STAINLESS STEEL COMPONENTS (C.R.S.) SHALL CONFORM TO ASTM 276

TO ASTM A709 GRADE 50F FOR FRACTURE CRITICAL TENSION COMPONENTS FOR IMPACT TESTING ZONE 2.

2. COMPONENTS SHOWN ON THE DRAWINGS AS FRACTURE CRITICAL MEMBERS (FCM) SHALL CONFORM

TENSION COMPONENTS, IMPACT TESTING TEMPERATURE ZONE 2.

SHAPES AND PLATES SHALL CONFORM TO ASTM A709 GRADE 50T FOR NON-FRACTURE CRITICAL

1. UNLESS OTHERWISE NOTED ON THE DRAWINGS OR IN THE SPECIFICATIONS, ALL STRUCTURAL STEEL

FLOOD GATE NOTES

DRAWINGS AND SUBMITTED BY THE CONTRACTOR FOR APPROVAL.

ONLY SIZE AND TYPE OF WELDS REQUIRED. DETAILED INFORMATION SHALL BE SHOWN ON THE SHOP

3. WELDING SYMBOLS SHOWN ARE THOSE ADOPTED BY THE AMERICAN WELDING SOCIETY AND INDICATE

APPROVAL BEFORE WELDING COMMENCES. SEE SPECIFICATIONS.

QUALIFICATION RECORDS (WPQR) SHALL BE SUBMITTED TO THE CONTRACTING OFFICER FOR

SPECIFICATIONS (WPS), PROCEDURE QUALIFICATION RECORDS (PQR) AND WELDING PERFORMANCE

TO THE AMERICAN WELDING SOCIETY STRUCTURAL WELDING CODES. WELD PROCEDURE

2. ALL WELDING SHALL BE ELECTRIC ARC WELDING. WORKMANSHIP AND TECHNIQUE SHALL CONFORM

FOR MACHINING IF REQUIRED.

1. DIMENSIONS SHOWN ON THE DRAWINGS ARE FINAL DIMENSIONS. ALLOWANCES SHALL BE MADE

STRUCTURAL STEEL NOTES

MANUFACTURER'S RECOMMENDATIONS.

PREVENT ROTATION AT INTERLOCKS BETWEEN ADJACENT SHEETS FROM EXCEEDING THE

2. SHEET PILES - SHEET PILES SHALL BE LAID OUT AT CHANGES IN FLOODWALL ALIGNMENT TO

1. MICROPILES - SEE SHEETS S-807 THU 810 FOR DETAILS, SCHEDULE, NOTES AND LOAD TEST REQUIREMENTS.

PILING

REINFORCED CONCRETE HYDRAULIC STRUCTURES”.

4) LOAD FACTORS – IN ACCORDANCE WITH USACE EM1110-2-2104 “STRENGTH DESIGN FOR

3) LOAD COMBINATIONS PER HSDRRS CRITERIA:

ON THE FLOOD SIDE APPLICABLE FOR THE ENTIRE SEGMENT.

ELEV. 39 IS APPLICABLE EAST OF LINCOLN AVENUE. FOR SEGMENT H, EL. 43.10' WITHOUT WATER

APPLICABLE, WITHOUT WATER ON FLOOD SIDE. ELEV. 36 IS APPLICABLE WEST OF LINCOLN AVENUE;

ELEVATION FROM THE INTERIOR DRAINAGE DESIGN. FOR SEGMENT C-2, ELEV. 36 OR 39 AS

g) REVERSE HEAD CONDITIONS (RH) – BASED UPON HIGHEST PROTECTED SIDE WATER SURFACE

iv) EQUIVALENT LATERAL FORCE PROCEDURE

iii) SDS = 0.271G

ii) SITE CLASS D

i) RISK CATAGORY IV

f) SEISMIC

ii) WATER AT TOP OF WALL

i) WATER AT 150 YR FLOOD ELEV 48.00

e) LATERAL SOIL AND HYDROSTATIC PRESSURES (LS)

d) WIND (W) – 35 PSF

c) CONSTRUCTION SURCHARGE LOAD (CS) – 200 PSF

b) HYDROSTATIC UPLIFT (U) – 100% AND 0% EFFECTIVE CUTOFF CONDITIONS

a) DEAD LOAD (DL)

2. DESIGN LOADS INCLUDE:

ANALYSIS IS IN ACCORDANCE WITH ASCE 7-10.

REDUCTION SYSTEM DESIGN GUIDELINES” (HSDRRS) WITH REVISIONS THRU 2012. SEISMIC LOAD

1. THE FLOODWALL IS DESIGNED IN ACCORDANCE WITH THE “HURRICANE AND STORM DAMAGE RISK

DESIGN CRITERIA - FLOODWALL

MUD SLAB.

OF SELECT GRANULAR MATERIAL COMPACTED PER THE SPECIFICATIONS OR A 4" LEAN CONCRETE

COMPACTED PER THE SPECIFICATIONS. FOLLOWING SUCCESSFUL PROOF COMPACTION, PLACE 6"

3. THE SUBGRADE MATERIAL FOR THE PUMP STATION WET WELL FOUNDATIONS SHALL BE PROOF

GRANULAR MATERIAL COMPACTED PER THE SPECIFICATIONS.

2. 6" CRUSHED STONE FOR FLOODWALLS, DRAINAGE STRUCTURES, AND HEADWALLS SHALL BE SELECT

CULVERTS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1,000 PSI AT 28 DAYS.

1. LEAN CONCRETE FOR FLOODWALL FOUNDATIONS AND LOW-STRENGTH CONCRETE MUD SLABS FOR

SUBGRADE MATERIAL AND PREPARATION

PENETRATION DETAILS ARE SHOWN ON THE DRAWINGS.

5. WHERE UTILITY RELOCATIONS REQUIRE NEW PENETRATIONS THROUGH THE FLOODWALL, TYPICAL

ENGINEER OF RECORD PRIOR TO APPROVAL.

OF FINAL PILE LOCATIONS PRIOR TO SHIFTING PILES. CONTRACTING OFFICER TO CONSULT WITH

THAT ARE TO REMAIN IN PLACE. THE CONTRACTOR SHALL OBTAIN CONTRACTING OFFICER APPROVAL

4. MICROPILES SHALL BE SHIFTED THE MINIMUM AMOUNT NECESSARY TO CLEAR EXISTING UTILITIES

UTILITY OWNERS REASONABLE ACCESS TO PERFORM THEIR PORTION OF THE RELOCATION WORK.

RESPECTIVE UTILITY OWNERS. THE CONTRACTOR SHALL SCHEDULE HIS WORK TO PROVIDE THE

3. THE CONTRACTOR SHALL COORDINATE UTILITY LINE RELOCATIONS WITH THE USACE AND THE

2. DISPOSITION OF EXISTING UTILITIES ARE SHOWN ON THE CIVIL PLAN SHEETS.

REMAIN IN PLACE.

INTERRUPTION UNTIL HAVING DONE SO. THE CONTRACTOR SHALL PROTECT ALL UTILITIES THAT ARE TO

OFFICER WITHIN 48 HOURS OF LOCATION VERIFICATION AND SHALL NOT COMMENCE RELOCATION OR

THE CONTRACTOR SHALL REPORT VERIFIED LOCATIONS OF ALL UTILITIES TO THE CONTRACTING

UTILITY LINES BOTH HORIZONTALLY AND VERTICALLY TO DETERMINE IF ANY CONFLICTS WILL OCCUR.

THE CONTRACTOR SHALL COORDINATE WITH UTILITY OWNERS TO VERIFY LOCATIONS OF ALL EXISTING

GUARANTEED TO BE ACCURATE OR ALL INCLUSIVE. BEFORE COMMENCING CONSTRUCTION ACTIVITIES,

1. THE LOCATIONS OF ALL UTILITIES INDICATED ON THE PLANS ARE APPROXIMATE AND ARE NOT

UTILITIES

3. DESIGN LIVE LOAD FOR TOP OF DRAINAGE STRUCTURES = 100 PSF.

OF USACE EM1110-2-2100 “STABILITY ANALYSIS OF CONCRETE STRUCTURES” AS APPLICABLE.

2. THE STABILITY ANALYSIS OF DRAINAGE STRUCTURES IS BASED UPON THE REQUIREMENTS

CULVERTS AND DRAINAGE STRUCTURES ARE DESIGNED IN ACCORDANCE WITH ACI 318-14.

“STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES”. ALL REMAINING

TO BE HYDRAULIC STRUCTURES AND ARE DESIGNED IN ACCORDANCE WITH USACE EM1110-2-2104

1. CULVERTS C1, C2, C3, H2-1 AND H6-1 AND GATEWELL STRUCTURES H2-2 AND H6-2 ARE CONSIDERED

DESIGN CRITERIA – DRAINAGE STRUCTURES

EM1110-2-2502 “RETAINING AND FLOOD WALLS”.

4. RETAINING WALLS AT THE PUMP STATIONS ARE DESIGNED IN ACCORDANCE WITH USACE

"STRENGTH DESIGN FOR REINFORCED CONCRETE HYDRAULIC STRUCTURES", TABLE E-1.

3. LOAD FACTORS AND LOAD COMBINATIONS ARE IN ACCORDANCE WITH APPENDIX E OF EM 1110-2-2104

g) OPERATING FLOOR LIVE LOAD - 100 PSF

APPLICABLE, 2'-0" LATERAL SURCHARGE FOR VEHICULAR TRAFFIC AS APPLICABLE.

f) SURCHARGE LOADS - LATERAL SURCHARGE PRESSURE FROM CONTROL BUILDING

e) SEISMIC FORCES IN ACCORDANCE WITH EM 1110-2-2502

d) LATERAL PRESSURES DUE TO SOIL AND WATER

c) HYDROSTATIC UPLIFT AS APPLICABLE

b) WEIGHT OF SOIL AND WATER AS APPLICABLE

a) DEAD LOAD (DL) – SELF WEIGHT OF STRUCTURE

2. DESIGN LOADS INCLUDE:

ARCHITECTURAL DESIGN OF PUMPING STATIONS".

1. DESIGN OF THE WET WELLS IS IN ACCORDANCEWITH EM 1110-2-3104 "STRUCTURAL AND

DESIGN CRITERIA - PUMP STATION WET WELLS AND RETAINING WALLS

f) LOAD CASE 6 - 1.3Q (WINCH CABLE HOOK AND GATE STOP DESIGN)

(SERVICE DESIGN LOAD ON CASTERS AND GATE STABILITY DURING OPERATION)

e) LOAD CASE 5 – 1.0W1 + 1.0DL

d) LOAD CASE 4 – 1.3W1 + 1.2DL (CASTERS AND DIAPHRAGMS/STIFFENERS ADJACENT TO CASTERS)

c) LOAD CASE 3 – 1.3W2+ 1.2DL (MEMBER DESIGN FOR LATCH AND LATCH RELATED COMPONENTS)

b) LOAD CASE 2 – 1.0H + 1.0DL (SERVICE DEFLECTIONS OF HORIZONTAL GIRDERS)

a) LOAD CASE 1 – 1.4H + 1.2DL (MEMBER DESIGN)

3) LOAD FACTORS AND LOAD COMBINATIONS PER ETL 1110-2-584

e) OPERATING MACHINERY LOAD (Q) - FORCE IN WINCH CABLE (10 KIPS)

d) WIND LOAD W2 – 18.5 PSF (W2) - UNFACTORED

c) WIND LOAD W1 – 15 PSF (W1) - SERVICE

b) HYDROSTATIC PRESSURE (H)

a) DEAD LOAD (DL) – SELF WEIGHT OF GATE

2. DESIGN LOADS INCLUDE:

HYDRAULIC STEEL STRUCTURES”.

1. THE FLOOD GATE IS DESIGNED IN ACCORDANCE WITH APPENDIX F OF ETL 1110-2-584 “DESIGN OF

DESIGN CRITERIA – FLOOD GATE

STEEL STUDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.6.

6. CARBON STEEL WELDING STUDS SHALL CONFORM TO THE REQUIREMENTS OF AWS D1.1. STAINLESS

FLOOD GATES (CONT'D)

fl - 37.16 ditch

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

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FLOOD SIDE

PROTECTED SIDE

N

CAP LN.

BOUND

BROOK

BOUND BROOK

V O

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H E E S A

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DENTON P

L.

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IN

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BR

O O

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PROTECTED SIDE

FLOODWALL

EXISTING

FLOODWALL

EXISTING

FLOODWALL

EXISTING

2-B-155

BRIDGE

EXISTING

EXISTING CULVERT

B O

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C2-16 AND C2-17

MONOLITHS

BASE CONTRACT

MONOLITHS C2-14 AND C2-15

GATE SILLS ON EXISTING

FLOOD GATE C2

H-1 THRU H-14

MONOLITHS

BASE CONTRACT

FLOOD GATE H

STRUCTURE H6

DRAINAGE

OPTION 1 CONTRACT

STRUCTURE H2

OPTION 1 CONTRACT

CHAMBER C1-3

OPTION 2 CONTRACT

CULVERT C1

OPTION 2 CONTRACT

PUMP STATION BDR-2

OPTION 2 CONTRACT

HEADWALL C2-2

OPTION 2 CONTRACT

CULVERT C2

OPTION 2 CONTRACT

CULVERT C3

OPTION 2 CONTRACT

PUMP STATION BDR-3

OPTION 2 CONTRACT

WALL IN LEVEE

20' MIN. PZ22 SHEET PILE

OPTION 2 CONTRACT

WALL IN LEVEE H

20' MIN. PZ22 SHEET PILE

OPTION 1 CONTRACT

WALL IN LEVEE H

20' MIN. PZ22 SHEET PILE

OPTION 1 CONTRACT

SEE NOTE 2

LEVEE H

SEE NOTE 1

LEVEE C2

SEE NOTE 2

LEVEE H

HEADWALL C5-2

OPTION 2 CONTRACT

FLOOD SIDE

SCALE: 1"=100'-0"

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A

N D H

200'0 100'

SCALE: 1"=100'

GENERAL SITE PLAN

SEGMENT C2 AND H

SEE CIVIL SHEETS FOR LIMITS.

LEVEE H IS INCLUDED AS PART OF OPTION 1 CONTRACT.2.

SEE CIVIL SHEETS FOR LIMITS.

LEVEE C2 IS INCLUDED AS PART OF OPTION 2 CONTRACT.1.

NOTES:

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

29+00

FLOOD SIDE

PROTECTED SIDE

N

SHEET PILE

CONTRACT NO. 2

END SEGMENT C2

EXISTING FL

OODWALL

TOE OF LEVEE

SHEET PILE

EXISTING PZ22

WALL ALIGNMENT

C WALL ANDL

ASPHALT ROAD

TOP OF LEVEE,

STA. 28+82.50

SEGMENT C2 WALL

END OF EXISTING

PZ22

SHEET PI

LE (

OPTION 2)

20'-0

" MI

N.

(OPTION 2)

STA. 28+88.00

BEGIN LEVEE C2,

(OPTION 2)

SHEET PILE

NEW PZ22

SEE CIVIL SHEETS

SECURITY FENCE,

EXISTING FLOODWALL

ROCK

DECOMPOSED

TOP OF

EL. 52.00'

ASPHALT ROAD

TOP OF LEVEE

(OPTION 2)

SHEET PILE

END SEGMENT C2 PZ22 SHEET PILE (OPTION 2)

20'-0" MIN.

EL. 51.00'

(OPTION 2)

SHEET PILE

TOP OF PZ22

LEVEE C2 (OPTION 2) (OPTION 2)

STA. 28+88.00

BEGIN LEVEE C2

STA. 28+82.50

SEGMENT C2 WALL

END OF EXISTING

PROTECTED SIDE GRADE

FLOOD SIDE GRADE

C2-2C2-1

(OPTION 2)

LEVEE C2

SEE CIVIL SHEETS

SECURITY FENCE,

(OPTION 2)

RIPRAP

SPT REFUSAL

ELEVATION, SEE NOTE 3

PZ22 SHEET PILE ESTIMATED TIP

SHALE AND OPTION 2 CONTRACT

TOP OF HIGHLY WEATHERED

PILE, TIP EL. 22.75'

EXISTING PZ22 SHEET

SCALE: 1/8"=1'-0"

-A

U G -2

X X

X

G B S

E G C

-H

S

B

X X .d

S-103

.G .K

F L

O O

D W

A L L

X

WALL C2 - PART PLAN AND PROFILE

L

T .M .T

8'0 4' 16'

SCALE:1/8"=1'-0"

OPTION 2 CONTRACT

SHEET IS IN THE

WORK ON THIS

W A

L L C

P

L A

N A

N D P

R O

F

IL

E

S H

E E

T

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.4.

THE CONTRACTOR.

THE QUANTITY OF SHEETS REQUIRED IS THE RESPONSIBILITY OF

SHALL BE DRIVEN TO REFUSAL INTO WEATHERED SHALE. DETERMINING

ESTIMATED SHEET PILE TIP ELEVATIONS ARE SHOWN. SHEET PILE3.

WALL ALIGNMENT.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

ELEVATION

PLAN

34+00 35+00

O

L

IC

IT

A T

IO

N N

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F

IL

E N

A M

E

D W

N B

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C K

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D E

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N E

D B

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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

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps of Engineers

US Army Corps

IS

S

U E D

A T

E

W P

-X

D D -M

O N -Y

Y Y

Y

A N

S I

D

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W Y

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N E

W Y

O R

K

N E

W Y

O R

K D

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T R

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A R

M Y C

O R

P S O

F E

N G

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E E

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SHEET OF 493

B O

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ID

D

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S E

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N D G

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E N B

R O

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W P

N J

S E

G M

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H C

O N

T R

A C

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O

S U

B -B

A S

IN

O

F T

H E R

A R

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A N R

IV

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G R

E E

N B

R O

O K F

L O

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A N

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R O J E

C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

FLOOD SIDE

PROTECTED SIDE

N

C2-14

PLAN

C2-16

C2-17

WALL ALIGNMENT

C WALL AND

NUMBER (TYP.)

MONOLITH

L

FLOODWALL

EXISTING

C2-15

L

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

C S. LINCOLN AVE.

NEW ACCESS LADDER

FLOOD GATE OPENING

71'-0"

GATE SILL

FACE OF

NEW GATE SILL

SHEET PILE

EXISTING

SHEET PILE

EXISTING

SHEET PILE

NEW PZ22

SEE CIVIL SHEETS

GRAVEL ROAD,

C2-16

NUMBER (TYP.)

MONOLITH

SILL, EL. 40.04'

TOP OF GATE

JOINT (TYP.)

EXPANSION

EL. 52.00'

TOP OF WALL ABUTMENT (TYP.)

FLOOD GATE

CAP, EL. 37.00'

TOP OF PILE

1/4"

FLOODWALL

EXISTING

END OF

1/4"

FLOODWALL

EXISTING

END OF

80'-0" 71'-0"

BEGIN GATE SILL

EL. 52.60'

TOP OF WALL

ROCK

DECOMPOSED

TOP OF

7'-0"14'-9"

SEE CIVIL SHEETS

SANITARY SEWER,

EXIST. 12" DIA.

14'-9"

1/4"

LADDER

ACCESS

NEW

3'-0"

3'-0"35'-0" 35'-0"

10'-1 1/4"

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

SHEET S-305

SEE DETAIL ON

WALL PIN PLATE

ELEVATION

C2-14 C2-15

S T

A .6

S T

A .1

C2-17

S T

A .0

B O

R

IN

G C

-1

-0

5C S. LINCOLN AVE.L

S T

A .8

SIDE GRADE

PROTECTED

GRADE

FLOOD SIDE

S T

A .6

EL. 26.9'

EL. 24.9'

EL. 29.9'

C

POLE (TYP.)

L LIGHT

C

JOINT

L EXPANSION

C

JOINT

L EXPANSION

STA. 35+77.62

PZ22 SHEET PILE

END OF EXISTING

STA. 34+78.60

PZ22 SHEET PILE

END OF EXISTING

TIP EL. 26.25'

SHEET PILE

EXIST. PZ22

TIP EL. 20.00'

SHEET PILE

EXIST. PZ22

(SEE NOTE 11)

GAS MAIN

EXISTING 6" DIA.

(SEE NOTE 11)

GAS MAIN

EXISTING 6" DIA.

(SEE NOTE 11)

WATER MAIN

EXISTING 12" DIA.

(SEE NOTE 11)

WATER MAIN

EXISTING 20" DIA.

(SEE NOTE 10)

MIN. TIP EL. 24.50'

SHEET PILE WALL

(SEE NOTE 10)

MIN. TIP EL. 26.50'

SHEET PILE WALL

SPT REFUSAL

SHALE

WEATHERED

TOP OF HIGHLY

CONSTRUCTION JOINT

SCALE: 1/8"=1'-0"

-J

U N -2

X X

X

G B S

E G C

-H

S

B

X X .d

S-104

.G .K

S H

E E

T

F L

O O

D W

A L L

W A

L L C

P

L A

N A

N D P

R O

F

IL

E

WALL C2 - PART PLAN AND PROFILE

L

L

T .M .T

S .A .M T .M .T

8'0 4' 16'

SCALE:1/8"=1'-0"

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

SHEET PILES.

FLOOD WALL MONOLITHS. SEE SHEET S-811 FOR ADDITIONAL NOTES AND DETAILS FOR UTILITIES THROUGH

FIELD VERIFY LOCATION AND SIZE OF EXISTING UTILITIES PRIOR TO BEGINNING OF CONSTRUCTION OF 11.

MONOLITHS.

EXTENDED 1'-6" MIN. INTO HIGHLY WEATHERED SHALE, SIMILAR TO THAT SHOWN FOR FLOOD WALL H

WEATHERED SHALE. IF THE MINIMUM TIP ELEVATION IS NOT ACHEIVED, USE A CONCRETE CUT-OFF WALL

MINIMUM SHEET PILE TIP ELEVATIONS ARE SHOWN. SHEET PILE SHALL BE DRIVEN TO REFUSAL INTO HIGHLY 10.

SHEET S-305.

FOR POST INSTALLED ADHESIVE ANCHORAGE DETAILS OF POLE MOUNTED DUAL LIGHT FIXTURES, SEE9.

FOR LIGHTING INFORMATION AND DETAILS, SEE ELECTRICAL SHEETS.8.

SEE SHEETS B-103 THRU B-123.

PROFILES SHOWING TOP OF HIGHLY WEATHERED SHALE AND SPT REFUSAL ESTIMATED FROM BORING LOGS,7.

SEE SHEETS B-101 AND B-102.

STATIONING SHOWN FOR BORINGS REPRESENTS APPROXIMATE LOCATION ALONG WALL ALIGNMENT, 6.

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.5.

WALL ARCHITECTURAL TREATMENT NOT SHOWN, SEE SHEET S-802 AND S-803 FOR ELEVATION AND DETAILS.4.

STATIONING INDICATED REPRESENTS C WALL EXPANSION JOINT. SEE SHEET S-801 FOR TYPICAL JOINT DETAILS.3.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF WALL ALIGNMENT.2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

E N

U M

B E

R

S

IZ

E

S U

B M

IT

T E

D B

Y

P L

O T S

C A

L E

D A

T E

M A

R K

D E

S C

R

IP

T

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N

C O

N T

R A

C T N

O

IDENTIFICATION

SHEET

D A

T E

A P

P R

®of Engineers

US Army Corps of Engineers

US Army Corps

IS

S

U E D

A T

E

W P

-X

D D -M

O N -Y

Y Y

Y

A N

S I

D

N E

W Y

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N E

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O R

K

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

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SHEET OF 493

B O

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O F M

ID

D

L E

S E

X A

N D G

R E

E N B

R O

O K T

W P

N J

S E

G M

E N

T C

H C

O N

T R

A C

T N

O

S U

B -B

A S

IN

O

F T

H E R

A R

IT

A N R

IV

E R

G R

E E

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L O

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C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

PLAN

FLOOD SIDE

H-2 H-1

PROTECTED SIDE

N

H-3

NUMBER (TYP.)

MONOLITH

WALL ALIGNMENT

C WALL AND L

CUT-OFF WALL

6" MIN.

(BASE CONTRACT)

WALL, STA. 62+66.00

BEGIN SEGMENT H

(OPTION 1)

LEVEE

BASELINE

(OPTION 1)

STA. 62+71.00

BEGIN LEVEE H,

(OPTION 1)

TOE OF LEVEE

(OPTION 1)

TOP OF LEVEE

(BASE CONTRACT)

SEE NOTE 4

SHEET PILE

END OF PZ22

(OPTION 1)

PILE WALL

PZ22 SHEET

(OPTION 1)

SHEET PILE WALL

END SEGMENT H

20'-0" MIN.

(OPTION 1)

TOE OF LEVEE

SEE CIVIL SHEETS

SECURITY FENCE,

NUMBER (TYP.)

MONOLITH

S T

A .8

B O

R

IN

G H -1

-0

6" MIN.

EL. 51.00'

SHEET PILE

TOP OF PZ22

LEVEE H (OPTION 1)

SEE NOTE 4

WITH INTERLOCK,

PZ22 SHEET PILE

EL. 52.00'

LEVEE H

TOP OF

SEE NOTE 10

CUT-OFF WALL,

END CONCRETE

PZ22 SHEET PILE (OPTION 1)

20'-0" MIN.

62+00 63+00

S T

A .0

H-1 H-2 H-3

S T

A .0

ELEVATION

FLOOD SIDE GRADE

PROTECTED SIDE GRADE

EL. 52.00'

TOP OF WALL

EXPANSION JOINT (TYP.)

SPT REFUSAL

EL. 34.2'

EL. 32.1'

EL. 36.2'

129'-8" TO BEND POINT

(SEE NOTE 9)

EL. 27.50'

CUT-OFF WALL

(OPTION 1)

SHEET PILE WALL

END SEGMENT H

(OPTION 1)

LEVEE H

CAP, EL. 34.50'

TOP OF PILE

(OPTION 1)

RIPRAP

STA. 62+71.00 (OPTION 1)

BEGIN LEVEE H

(BASE CONTRACT)

STA. 62+66.00

BEGIN SEGMENT H WALL

CIVIL SHEETS

FENCE, SEE

SECURITY

WEATHERED SHALE

TOP OF HIGHLY

ROCK

DECOMPOSED

TOP OF

SCALE: 1/8"=1'-0"

-A

U G -2

X X

X

G B S

E G C

-H

S

B

X X .d

S-151

.G .K

F L

O O

D W

A L L

STA. 62+46.00 TO STA. 63+75.00

WALL H - PART PLAN AND PROFILE

W A

L L H P

L A

N A

N D P

R O

F

IL

E

S H

E E

T

T .M .T

S .A .M T .M .T

L

8'0 4' 16'

SCALE:1/8"=1'-0"

L

OPTION 1 CONTRACT

BASE CONTRACT AND

SHEET IS IN THE

WORK ON THIS

SHEET PILE WALL (OPTION 1) EXTENDING INTO LEVEE H SHALL BE DRIVEN TO REFUSAL.11.

BOTTOM OF PILE CAP, WHICHEVER IS THE HIGHER ELEVATION.

CONCRETE CUT-OFF WALL SHALL BE BACKFILLED WITH CONCRETE TO TOP OF HIGHLY WEATHERED SHALE OR

TRENCH REQUIRED FOR CONSTRUCTION OF CONCRETE CUT-OFF WALL EXTENDING BEYOND THE END OF THE10.

INTO HIGHLY WEATHERED SHALE.

WEATHERED SHALE, THE BOTTOM OF THE CUT-OFF WALL SHALL BE EXTENDED TO PROVIDE 1'-6" MIN. EMBEDMENT

ACTUAL CONDITIONS. IF THE CUT-OFF WALL ELEVATION DOES NOT PROVIDE 1'-6" MIN. EMBEDMENT INTO HIGHLY

AND HIGHLY WEATHERED SHALE. CUT-OFF WALL BOTTOM ELEVATION MAY REQUIRE ADJUSTMENT BASED UPON

BOTTOM OF CONCRETE CUT-OFF WALL ELEVATION IS BASED UPON ESTIMATED ELEVATIONS OF DECOMPOSED ROCK9.

FROM BORING LOGS. SEE SHEETS B-151 THRU B-168.

PROFILES SHOWING TOP OF HIGHLY WEATHERED SHALE, DECOMPOSED ROCK, AND SPT REFUSAL ESTIMATED 8.

SEE SHEETS B-101 AND B-102.

STATIONING SHOWN FOR BORINGS REPRESENTS APPROXIMATE LOCATION ALONG WALL ALIGNMENT.7.

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.6.

WALL ARCHITECTURAL TREATMENT NOT SHOWN, SEE SHEET S-802 AND S-803 FOR ELEVATION AND DETAILS.5.

REMAIN ACCESSIBLE FOR CONNECTION TO OPTION 1 CONTRACT SHEET PILE WALL.

PZ22 SHEET PILE (ONE SHEET MINIMUM), SHALL BE CAST WITH MONOLITH H-1. SHEET PILE INTERLOCK SHALL4.

STATIONING INDICATED REPRESENTS C WALL EXPANSION JOINT. SEE SHEET S-801 FOR TYPICAL JOINT DETAILS.3.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF WALL ALIGNMENT.2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

60 60

M A

T C

H L

IN

E S

T A .0

M

A T

C H

L

IN

E S

T A .0

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

Y

D E

S C

R

IP

T

IO

N

D

2 3

C

4 5

A

B

M A

R K

A P

P R

D A

T E

F

IL

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B E

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S

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S U

B M

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T E

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P L

O T S

C A

L E

D A

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M A

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D E

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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

®of Engineers

US Army Corps of Engineers

US Army Corps

IS

S

U E D

A T

E

W P

-X

D D -M

O N -Y

Y Y

Y

A N

S I

D

N E

W Y

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N E

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O R

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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

SHEET OF 493

B O

R O

O F M

ID

D

L E

S E

X A

N D G

R E

E N B

R O

O K T

W P

N J

S E

G M

E N

T C

H C

O N

T R

A C

T N

O

S U

B -B

A S

IN

O

F T

H E R

A R

IT

A N R

IV

E R

G R

E E

N B

R O

O K F

L O

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K M

A N

A G

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R O J E

C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

PLAN

FLOOD SIDE

PROTECTED SIDE

N

NUMBER (TYP.)

MONOLITH

WALL ALIGNMENT

C WALL AND L

H-3 H-4 H-5

H-6 H-7

H-8

BOUND BROOK

FLOW

CUT-OFF WALL

S

T A .6

B E

N D P

O

IN

T

S T

A .1

B E

N D P

O

IN

T

NUMBER (TYP.)

MONOLITH

S T

A .2

B O

R

IN

G H -1

-0

158'-5 7/8"

S T

A .6

B E

N D P

O

IN

T

S T

A .1

B E

N D P

O

IN

68'-10 7/8"

(TYP.)

6'-0" MIN.

64+00 65+00

EL. 36.50'

TOP OF PILE CAP

H-3

ELEVATION

FLOOD SIDE GRADE

PROTECTED SIDE GRADE

EL. 52.00'

TOP OF WALL

EXPANSION JOINT (TYP.)

H-4 H-5 H-6 H-7 H-8

S T

A .0

S T

A .6

S T

A .6

S T

A .6

S T

A .6

EL. 38.50'

PILE CAP

TOP OF

EL. 34.50'

PILE CAP

TOP OF

EL. 33.4'

EL. 31.0'

SPT REFUSAL

EL. 34.3'

TO BEND POINT

(SEE NOTE 8)

EL. 29.50'

CUT-OFF WALL

(SEE NOTE 8)

EL. 31.50'

CUT-OFF WALL

(SEE NOTE 8)

EL. 27.50'

CUT-OFF WALL

OF WALL

BEGINNING

126'-8" TO

WEATHERED SHALE

TOP OF HIGHLY

ROCK

DECOMPOSED

TOP OF

SCALE: 1/8"=1'-0"

-J

U N -2

X X

X

G B S

E G C

-H

S

B

X X .d

S-152

.G .K

F L

O O

D W

A L L

STA. 63+75.00 TO STA. 65+70.00

WALL H - PART PLAN AND PROFILE

W A

L L H P

L A

N A

N D P

R O

F

IL

E

S H

E E

T

T .M .T

S .A .M T .M .T

8'0 4' 16'

SCALE:1/8"=1'-0"

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

5 5

L

L

INTO HIGHLY WEATHERED SHALE.

WEATHERED SHALE, THE BOTTOM OF THE CUT-OFF WALL SHALL BE EXTENDED TO PROVIDE 1'-6" MIN. EMBEDMENT

ACTUAL CONDITIONS. IF THE CUT-OFF WALL ELEVATION DOES NOT PROVIDE 1'-6" MIN. EMBEDMENT INTO HIGHLY

AND HIGHLY WEATHERED SHALE. CUT-OFF WALL BOTTOM ELEVATION MAY REQUIRE ADJUSTMENT BASED UPON

BOTTOM OF CONCRETE CUT-OFF WALL ELEVATION BASED UPON ESTIMATED ELEVATIONS OF DECOMPOSED ROCK8.

FROM BORING LOGS. SEE SHEETS B-151 THRU B-168.

PROFILES SHOWING TOP OF HIGHLY WEATHERED SHALE, DECOMPOSED ROCK, AND SPT REFUSAL ESTIMATED 7.

SEE SHEETS B-101 AND B-102.

STATIONING SHOWN FOR BORINGS REPRESENTS APPROXIMATE LOCATION ALONG WALL ALIGNMENT. 6.

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.5.

WALL ARCHITECTURAL TREATMENT NOT SHOWN, SEE SHEET S-802 AND S-803 FOR ELEVATION AND DETAILS.4.

STATIONING INDICATED REPRESENTS C WALL EXPANSION JOINT. SEE SHEET S-801 FOR TYPICAL JOINT DETAILS.3.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF WALL ALIGNMENT.2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

M A

T C

H L

IN

E S

T A .0

M A T

C H

L

IN

E S

T A .0

M A

T C

H L

IN

E S

T A .0

M

A T

C H

L

IN

E S

T A .0

O

L

IC

IT

A T

IO

N N

O

F

IL

E N

A M

E

D W

N B

Y

C K

D B

Y

D E

S

IG

N E

D B

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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

U M

B E

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S

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S U

B M

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T E

D B

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P L

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C A

L E

D A

T E

M A

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D E

S C

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C O

N T

R A

C T N

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IDENTIFICATION

SHEET

D A

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A P

P R

®of Engineers

US Army Corps of Engineers

US Army Corps

IS

S

U E D

A T

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W P

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D D -M

O N -Y

Y Y

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

PLAN

FLOOD SIDE

H-9

PROTECTED SIDE

N

NUMBER (TYP.)

MONOLITH

WALL ALIGNMENT

C WALL AND L

H-8

H-10 H-11 H-12

L

71'-0"

FLOOD GATE OPENING

CUT-OFF WALL

ACCESS LADDER

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

C S. LINCOLN AVE.

GATE SILL

FACE OF

S T

A .0

B E

N D P

O

IN

T

SEE CIVIL SHEETS

GRAVEL ROAD,

NUMBER (TYP.)

MONOLITH

71'-0"

CONST. JT.

S T

A .0

B O

R

IN

G H -1

-0

S T

A .4

B O

R

IN

G H -1

-0

EL. 37.5'

EL. 34.7'

EL. 36.0'

EL. 38.7'EL. 38.5'

S T

A .0

B E

N D P

O

IN

T

68'-10 7/8" TO BEND POINT

8'-0"

205'-3 1/8" TO BEND POINT

3'-0" 3'-0"

66+00 67+00

S T

A .5

H-9 H-10

EL. 39.50'

TOP OF PILE CAP

H-11 H-12

S T

A .9

S T

A .9

S T

A .5

ELEVATION

EL. 52.60'

TOP OF WALL

H-8

EL. 52.00'

TOP OF WALL

SIDE GRADE

PROTECTED

ABUTMENT (TYP.)

FLOOD GATE

FLOOD GATE OPENING

C S. LINCOLN AVE.L

JOINT (TYP.)

EXPANSION

SIDE GRADE

FLOOD

EL. 38.50'

TOP OF PILE CAP

EL. 41.39'

GATE SILL

TOP OF

ACCESS LADDER

ROCK

DECOMPOSED

TOP OF

SEE CIVIL SHEETS

SANITARY SEWER

EXIST. 12" DIA.

LC LADDER CL LIGHT POLE (TYP.)

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

SPT REFUSAL

WEATHERED SHALE

TOP OF HIGHLY

(SEE NOTE 9)

EL. 31.50'

CUT-OFF WALL

(SEE NOTE 10)

STORM DRAIN

EXISTING

(SEE NOTE 10)

WATER MAIN

EXISTING 12" DIA.

(SEE NOTE 10)

WATER MAIN

EXISTING 20" DIA.

(SEE NOTE 10)

6" DIA. GAS MAIN

EXISTING

M A

T C

H L

IN

E S

T A .0

M A

T C

H L

IN

E S

T A .0

M

A T

C H

L

IN

E S

T A .0

M A

T C

H L

IN

E S

T A .0

60 60

SCALE: 1/8"=1'-0"

-J

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X X

X

G B S

E G C

-H

S

B

X X .d

S-153

.G .K

F L

O O

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A L L

S H

E E

T

STA. 65+70.00 TO STA. 67+50.00

WALL H - PART PLAN AND PROFILE

W A

L L H P

L A

N A

N D P

R O

F

IL

E

L

L

T .M .T

S .A .M T .M .T

8'0 4' 16'

SCALE:1/8"=1'-0"

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

CUT-OFF WALL.

FLOOD WALL MONOLITH. SEE SHEET S-812 FOR ADDITIONAL NOTES AND DETAILS FOR UTILITIES THROUGH

FIELD VERIFY LOCATION AND SIZE OF EXISTING UTILITIES PRIOR TO THE BEGINNING OF CONSTRUCTION OF THE10.

INTO HIGHLY WEATHERED SHALE.

WEATHERED SHALE, THE BOTTOM OF THE CUT-OFF WALL SHALL BE EXTENDED TO PROVIDE 1'-6" MIN. EMBEDMENT

ACTUAL CONDITIONS. IF THE CUT-OFF WALL ELEVATION DOES NOT PROVIDE 1'-6" MIN. EMBEDMENT INTO HIGHLY

AND HIGHLY WEATHERED SHALE. CUT-OFF WALL BOTTOM ELEVATION MAY REQUIRE ADJUSTMENT BASED UPON

BOTTOM OF CONCRETE CUT-OFF WALL ELEVATION BASED UPON ESTIMATED ELEVATIONS OF DECOMPOSED ROCK9.

FOR LIGHTING INFORMATION AND DETAILS, SEE ELECTRICAL SHEETS.8.

FROM BORING LOGS. SEE SHEETS B-151 THRU B-168.

PROFILES SHOWING TOP OF HIGHLY WEATHERED SHALE, DECOMPOSED ROCK, AND SPT REFUSAL ESTIMATED 7.

SEE SHEETS B-101 AND B-102.

STATIONING SHOWN FOR BORINGS REPRESENTS APPROXIMATE LOCATION ALONG WALL ALIGNMENT. 6.

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.5.

WALL ARCHITECTURAL TREATMENT NOT SHOWN, SEE SHEET S-802 AND S-803 FOR ELEVATION AND DETAILS.4.

STATIONING INDICATED REPRESENTS C WALL EXPANSION JOINT. SEE SHEET S-801 FOR TYPICAL JOINT DETAILS.3.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF WALL ALIGNMENT.2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

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B S

PLAN

FLOOD SIDE

H-14

PROTECTED SIDE

N

NUMBER (TYP.)

MONOLITH

WALL ALIGNMENT

C WALL AND L

H-13H-12

PZ22 SHEET PILE

'-0 " M

IN

CUT-OFF WALL

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

S T

A .3

B E

N D P

O

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PZ22 SHEET PILE

(OPTION 1)

SHEET PILE

PZ22

(BASE CONTRACT)

WALL, STA. 68+48.00

END SEGMENT H

6" M

IN

(OPTION 1)

TOP OF LEVEE

(OPTION 1)

SHEET PILE

END SEGMENT H

(BASE CONTRACT)

PILE, SEE NOTE 4

END OF PZ22 SHEET

(OPTION 1)

STA. 68+43.00

BEGIN LEVEE H,

(OPTION 1)

TOE OF LEVEE

SEE CIVIL SHEETS

GRAVEL ROAD,

SEE CIVIL SHEETS

SECURITY FENCE,

NUMBER (TYP.)

MONOLITH

S T

A .0

B O

R

IN

G H -1

-1

EL. 27.8'

9" (MIN.)

EL. 31.8'

EL. 34.0'

S T

A .3

B E

N D P

O

IN

19'-8"205'-3 1/8" TO BEND POINT

(BASE CONTRACT)

WALL, STA. 68+48.00

END SEGMENT H

(OPTION 1)

SHEET PILE

END SEGMENT H

LEVEE H (OPTION 1)

6" MIN.

PZ22 SHEET PILE (OPTION 1)

20'-0" MIN.

BEGIN SEGMENT H

SHEET PILE

(BASE CONTRACT)

9'-0"

3'-0"

13'-1 3/4 "

END CONCRETE CUT-OFF

WALL AT END OF MONOLITH

H-12 (SEE NOTE 9)

68+00 69+00

H-14H-13H-12

ELEVATION

EL. 52.60'

TOP OF WALL

SIDE GRADE

PROTECTED

S T

A .5

S T

A .5

GRADE

FLOOD SIDE

EL. 39.50'

PILE CAP

TOP OF

ROCK

DECOMPOSED

TOP OF

EL. 51.60' (OPTION 1)

SHEET PILE

TOP OF PZ22

(OPTION 1)

STA. 68+43.00

BEGIN LEVEE H

(OPTION 1)

LEVEE H

EL. 52.60'

TOP OF LEVEE

L LIGHT POLE (TYP.)C

SEE SHEET S-357

(FLOOD SIDE),

WALL PIN PLATE

JOINT (TYP.)

EXPANSION

(SEE NOTE 4)

MIN. TIP EL. 31.50'

SHEET PILE WALL

(SEE NOTE 4)

MIN. TIP EL. 29.00'

SHEET PILE WALL

(SEE NOTE 4)

WITH INTERLOCK

PZ22 SHEET PILE

SEE CIVIL SHEETS

SECURITY FENCE,

(OPTION 1)

RIPRAP

SPT REFUSAL

WEATHERED SHALE

TOP OF HIGHLY

FIXTURE (TYP.)

DUAL LIGHT

POLE MOUNTED

M A

T C

H L

IN

E S

T A .0

M

A T

C H

L

IN

E S

T A .0

SCALE: 1/8"=1'-0"

-A

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X X

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G B S

E G C

-H

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STA. 67+50.00 TO STA. 68+68.00

WALL H - PART PLAN AND PROFILE

W A

L L H P

L A

N A

N D P

R O

F

IL

E

T .M .T

S .A .M T .M .T

8'0 4' 16'

SCALE:1/8"=1'-0"

OPTION 1 CONTRACT

BASE CONTRACT AND

SHEET IS IN THE

WORK ON THIS

L

L

FOR LIGHTING INFORMATION AND DETAILS, SEE ELECTRICAL SHEETS.10.

CONCRETE CUT-OFF WALL SHALL BE BACKFILLED WITH CONCRETE TO BOTTOM OF PILE CAP.

TRENCH REQUIRED FOR CONSTRUCTION OF CONCRETE CUT-OFF WALL EXTENDING BEYOND THE END OF THE9.

FROM BORING LOGS. SEE SHEETS B-151 THRU B-168.

PROFILES SHOWING TOP OF HIGHLY WEATHERED SHALE, DECOMPOSED ROCK, AND SPT REFUSAL ESTIMATED 8.

SEE SHEETS B-101 AND B-102.

STATIONING SHOWN FOR BORINGS REPRESENTS APPROXIMATE LOCATION ALONG WALL ALIGNMENT. 7.

GRADES SHOWN ON PROFILE REFLECT FINAL GRADES.6.

WALL ARCHITECTURAL TREATMENT NOT SHOWN, SEE SHEET S-802 AND S-803 FOR ELEVATION AND DETAILS.5.

1'-6" MIN. INTO HIGHLY WEATHERED SHALE, SIMILAR TO THAT SHOWN FOR WALL H MONOLITHS.

WEATHERED SHALE. IF THE MINIMUM TIP ELEVATION IS NOT ACHIEVED, USE CONCRETE CUT-OFF WALL EXTENDED

MINIMUM SHEET PILE TIP ELEVATIONS ARE SHOWN. SHEET PILE SHALL BE DRIVEN TO REFUSAL INTO HIGHLY 4.

STATIONING INDICATED REPRESENTS C WALL EXPANSION JOINT. SEE SHEET S-801 FOR TYPICAL JOINT DETAILS.3.

DIMENSIONING AND STATIONING ARE MEASURED ALONG C OF WALL ALIGNMENT.2.

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

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DETAIL

SCALE: NONE

#5 E.F.

SAVERS (TYP.)

WITH FORM

EXISTING #5

#5 SPA. WITH

SAVERS

WITH FORM

EXISTING #5

#5 SPA. WITH

#5 AT 8" MAX.

CONST. JT.

#5 E.F.

SAVERS (TYP.)

WITH FORM

EXISTING #5

#5 SPA. WITH

#5 AT 8" MAX.

CONST. JT.EL. 40.04'

EL. 33.75

EL. 39.98'

WITH FORM SAVERS

#5 SPA. WITH EXIST. #5

EL. 40.04'

EL. 39.88'

#5

L TRACK SUPPORTC

FORM SAVER

EXISTING #5 WITH

FORM SAVER (TYP.)

EXISTING #5 WITH

EL. 33.75

FORM SAVER (TYP.)

EXISTING #5 WITH

FORM SAVER

EXISTING #5 WITH

SCALE: 1/2"=1'-0" SCALE: 1/2"=1'-0"

MONOLITH C2-14

STA. 33+97.60 TO STA. 34+10.60

MONOLITHS C2-14 AND C2-15

STA. 34+10.60 TO STA. 34+77.60

C WALL ALIGNMENTL

GRADE

7'-6"

/2

E

Q S

P A E .F

8-#5

PROTECTED SIDE FLOOD SIDE

C WALL ALIGNMENTL

GRADE

/2

E

Q S

P A E .F

PROTECTED SIDE FLOOD SIDE

/8

#5 AT EQ. SPA.

7'-6"

1'-8 3/8 " 4'-10 1/8 "

TOP OF SILL

FULL LENGTH OF WALL

1/2" x 1/2" SEALANT, FLOOD WALL

/2

/2

S-304

S-303

S-301

C L

C L

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

-J

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X X

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G B S

E G C

-H

S

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X X .d

M

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T

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S .G .K

T .M .T

S-301

F L

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D W

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M O

N O

L

IT

H S C

-1

A

N D C

-1

T .M .T

2' 4'0 1'

SCALE: 1/2"=1'-0"

AND DETAILS, SEE SHEETS S-404 THRU S-406.

FOR GATE SILL EMBEDDED TRACK AND SEAL PLATE LAYOUT4.

FOR MONOLITH PLANS, SEE SHEET S-401.3.

JOINT STATIONING, SEE SHEET S-104.

FOR WALL PLAN AND PROFILE, AND FOR WALL MONOLITH 2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

EL. 52.60'

(T

Y P

6 1/2 "

EL. 54.50'

EL. 53.25'

TOP OF SILL,

EL. 40.04'

71'-0" OPENING

TOP OF PILE

CAP, EL. 37.00'

EL. 52.00'

EL. 54.50'

EL. 53.25'

L

GATE CLOSURE

L4X4X3/8 (TYP.)

ABUTMENT NO. 1

6 1/2 "

2'-0"

L

L

ABUTMENT NO. 2

C 1/2" EXPANSION JT.L

L

L

C 1/2" EXPANSION JT.L

CONST. JT.

SCALE: 1/4" = 1'-0"

FLOOD SIDE ELEVATION - MONOLITHS C2-16 AND C2-17

C WALL

PIN PLATE

1/4"

C2-17C2-16

C WALL

PIN PLATE

1/4"

GATE STOP

WINCH BLOCK

SHEAVE

MOUNTING

PEDESTAL

(EXISTING)

MONOLITH C2-15

(EXISTING)

MONOLITH C2-18

/2

VERTICAL SEAL

PLATE (TYP. EACH

ABUTMENT)

(T

Y P

A T

M A

X (T

Y P

NOTE: MICROPILES AND CUT-OFF WALL NOT SHOWN FOR CLARITY.

C

S-304

C

S-304

1" DEEP RECESS,

PROTECTED SIDE AND

GATE OPENING

FACES ONLY (TYP.)

1 1/2" DEEP RECESS

ALL AROUND (TYP.) C WALL PIN PLATE

EL. 46.29'

FOR DETAILS SEE

SHEET S-305 (TYP.)

10'-9"4'-0"

14'-9"

35'-6"

C SOUTH LINCOLN AVE.

35'-6"

14'-9"

4'-0"10'-9"

C SEAL PLATE (TYP.)L

W E

L D

E D H

E A

D E

D S

T U

D S

S

E T S O

F -1 /2

D

IA

x

L G

C WALL PIN PLATE

EL. 46.29'

ARCHITECTURAL

WALL TREATMENT

(TYP. BOTH SIDES)

PILE CAP

GATE SILL

EXIST. 12" DIA.

SANITARY SEWER,

SEE NOTE 8

20" WATER MAIN

(SEE NOTE 9)

6" GAS MAIN

(SEE NOTE 9)

20" WATER MAIN

(SEE NOTE 9)

6" GAS MAIN

(SEE NOTE 9)

BOTTOM OF

EXTENDED

PILE CAP

DUCT BANK, SEE

ELECTRICAL DRAWINGS

MEASURED ALONG

C WALL ALIGNMENTL

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CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

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7BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

SCALE: 1/4"=1'-0"

SHEET S-811.

FOR SHEET PILE DETAILS AROUND EXISTING UTILITIES SEE 9.

SEE SHEET S-402.

FOR PILE CAP DETAILS AROUND EXISTING SANITARY SEWER, 8.

S-802 AND S-803.

FOR ARCHITECTURAL TREATMENT DETAILS, SEE SHEETS7.

FOR FLOOD GATE DETAILS, SEE SHEETS S-501 THRU S-509.6.

AND DETAILS, SEE SHEETS S-404 THRU S-406.

FOR GATE SILL EMBEDDED TRACK AND SEAL PLATE LAYOUT5.

FOR MONOLITH PLANS, SEE SHEETS S-402 AND S-403.4.

MOUNTING PEDESTAL, SEE SHEET S-305.

FOR DETAILS OF GATE STOP, WINCH BLOCK AND SHEAVE3.

FOR MONOLITH SECTIONS, SEE SHEET S-303.2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

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IDENTIFICATION

SHEET

D A

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A P

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®of Engineers

US Army Corps of Engineers

US Army Corps

IS

S

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A T

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SHEET OF 493

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C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

EL. 40.04'

EL. 37.00'

EL. 40.04'

EL. 37.00'

#5

L TRACK SUPPORTC

#5

L TRACK SUPPORTC

#5 DOWELS

AT 2'-0" MAX.

(TYP.)

L5 x 3 L5 x 3

#5 DOWELS

AT 2'-0" MAX.

(TYP.)

SCALE: 1/2"=1'-0"

C L

C L

C L

1'-6"

#5 AT 12" MAX. BOTTOM

1'-6"

6" CRUSHED STONE

#9 AT 8" MAX. TOP AND MIDDLE

C WALL ALIGNMENTL

STA. 34+92.35 TO STA. 35+63.35

MONOLITH C2-16 THRU C2-17

14'-6"

8'-0"3'-6"

#9 E.F.

6"

#5 AT EQ. SPA.

#5 AT 8" MAX.

#9 AT 8" MAX.

FLOOD SIDEPROTECTED SIDE

6" CRUSHED STONE

C WALL ALIGNMENTL

3'-0"

OPTIONAL

CONST. JT.

4" CL. 4" CL.

#6 AT 8" MAX.

#7 AT 8" MAX.

2'-0"

A

T

M A

X E .F

. RECESS

T Y

P

RECESS

6"

CONST. JT.

#6 AT 8" MAX.

S-301

EL. 52.00' (C2-16)

EL. 52.60' (C2-17)

EL. 41.00' (C2-16)

EL. 42.50' (C2-17)

/4 (C

-1

(C

-1

#5 AT 12" MAX.

GRADE

SCALE: 1/2"=1'-0"

STA. 34+77.60 TO STA. 34+92.35

MONOLITH C2-16

SCALE: 1/2"=1'-0"

STA. 35+63.35 TO STA. 35+78.10

MONOLITH C2-17

PROTECTED SIDE FLOOD SIDE

1'-6"

3'-6" 3'-0" 8'-0"

/2

CONST. JT. 1

4'-10 1/8 "2'-2 3/8 "

3'-4 1/2 " 3'-4 1/2 "1'-0"

8'-0"1'-0"

MICROPILE,

SEE DETAIL ON

SHT. S-807 (TYP.)

1'-6"1'-6"

MICROPILE,

SEE DETAIL ON

SHT. S-807 (TYP.) 14'-6"

#5 AT 12" MAX. BOTTOM

#9 AT 8" MAX. TOP AND MIDDLE

6" CRUSHED STONE

#9 E.F.

CONST. JT.

#5 AT 12" MAX.

C L

/2

C L

C L

/4 (C

-1

(C

-1

(C

-1

(C

-1

7'-6"

3'-4 1/2 " 3'-4 1/2 "6"

1'-8 3/8 " 4'-10 1/8 "

S-801

#5 AT 8" MAX.

E .F

E .F

SEE NOTE 5

#9 AT 8" MAX.

SIM.

#5 AT 2'-0" MAX.

WITH FORMSAVER

APPROXIMATE

TOP OF HIGHLY

WEATHERED SHALE

APPROXIMATE

TOP OF HIGHLY

WEATHERED SHALE

#5 U-BAR

SHEET PILE

EL. VARIES, SEE NOTE 6 (MIN TIP ELEV,

24.50' (C2-16) AND 26.50' (C2-17))

TOP OF

MICROPILE AND

SHEET PILE

EL. VARIES, SEE NOTE 6 (MIN

TIP ELEV, 24.50' (C2-16) AND

26.50' (C2-17))

#5 U-BAR

SHEET PILE

TOP OF

MICROPILE AND

SHEET PILE

C L

C L

DUCT BANK (TYP.)

SEE ELECTRICAL

DRAWINGS

RGS CONDUIT

#7 AT 8" MAX.

L5 x 3

-A

U G -2

X X

X

G B S

E G C

-H

S

B

X X .d

N O

L

IT

H S

E C

T

IO

N S

S .G .K

T .M .T

F L

O O

D W

A L L

M O

N O

L

IT

H S C

-1

A

N D C

-1

S-303

T .M .T

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

SIMILAR TO THAT SHOWN FOR MONOLITH H-12.

CUT-OFF WALL EXTENDED 1'-6" MIN. INTO HIGHLY WEATHERED SHALE

SHALE. IF THE MINIMUM TIP ELEVATION IS NOT ACHIEVED, USE CONCRETE

SHEET PILE SHALL BE DRIVEN TO REFUSAL INTO HIGHLY WEATHERED6.

CONNECT EVERY 3RD BAR TO FORMSAVER IN WALL.5.

AND DETAILS, SEE SHEETS S-404 AND S-406.

FOR GATE SILL EMBEDDED TRACK AND SEAL PLATE LAYOUT4.

FOR MONOLITH PLANS, SEE SHEETS S-402 AND S-403.3.

JOINT STATIONING, SEE SHEET S-104.

FOR WALL PLAN AND PROFILE, AND FOR WALL MONOLITH2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

2' 4'0 1'

SCALE: 1/2"=1'-0"

BOTTOM

OF RECESS

6'-0"

2'-0"

C

29-#9

D

SECTION

SCALE: 1/2"=1'-0"

2'-0"2'-0"

" FLOOD SIDE

PROTECTED

SIDE

1" RECESS

2'-0"

4'-0"

L WALL

ALIGNMENT

4'-0"

" 1" RECESS

R E

C E

S S

C

C A

T

E .F

#6 AT 8" MAX.

FLOOD SIDE

PROTECTED SIDE

C

C

(T

Y P

#7 AT 8" MAX.

L 1/2" EXPANSION JOINT

ARCHITECTURAL

TREATMENT

(TYP. BOTH SIDES)

2'-0"

D

D

S-302

6 1/2 "

#9 DOWELS, SPA.

WITH #9 VERTICAL

REINF.

NOTE: FOR SILL AND PILE CAP REINFORCING NOT SHOWN, SEE SHEET S-303.

4'-10 1/8 "

#6 AT 8" MAX.

CL TRACK

SUPPORT

7'-0"

S

E T S O

F

S

T

IR

R U

P S A

T

M A

X

L WALL PIN PLATE

4'-0"

2'-0"2'-0"

SLOPE

DN (TYP.)

PLAN AT TOP OF ABUTMENT

SCALE: 1/2"=1'-0"

NOTE: TYPICAL AT ABUTMENTS NO. 1 AND NO. 2.

NOTE: ABUTMENT NO. 2 SHOWN, ABUTMENT NO. 1

SIMILAR AND OPPOSITE HAND.

FLOODWALL

BEYOND

C

SECTION

SCALE: 1/2"=1'-0"

7-#9 FIN VALLEY LINE

(TYP., SEE NOTE 4)

EXISTING

WATERSTOP

7-#9

14'-9"

10'-9"

FLOOD WALL

EXISTING

#6 (TYP.)

SETS OF #5 STIRRUPS

#5 STIRRUP

L4x4, SEE DETAIL 5

THIS SHEET (TYP.)

L VERTICAL SEAL PLATE

6"

L WALL AND

L WALL ALIGNMENTC

/2

4" CLR.

#5 AT 12" MAX.

STIRRUPS IN SETS

(SEE CABLE

ATTACHMENT DETAIL)

CL CABLE ATTACHMENT

PLATE, SEE DETAIL

THIS SHEET

EL. 54.50'

EL. 37.00' 3

TOP OF SILL

EL. 40.04'

S-301

P

IL

E

C A

P

(TYP. UNLESS

NOTED)

2" R

(T

YP.

6" 6"

L4x4

ELEVATION

CABLE ATTACHMENT PLATE DETAILS

SCALE: 1 1/2" = 1'-0"

1'-0"

1'-6"

/2

1 1/2 "6"1 1/2 "

/2

/2

TOP OF SILL

L CABLE

ATTACHMENT PL.

C

/2

/2

4 1/2 "4 1/2 "

/2

PLAN

2 - 3/4" PLS.

L4x4

#9 (TYP.)

5/8" DIA. STUD

1" PL.

1 5/16" DIA. HOLE FOR

1 1/4" DIA. A490 BOLT

WITH AN A563DH HEAVY

HEX NUT

CJP (TYP.)

L CABLE

ATTACHMENT PL.

C

1-#5 STIRRUP

BEHIND CABLE

ATTACHMENT

PLATE

PL. 1"x9"x9"

PL. 3/4"x5x8"

5/8" DIA.x8 3/16"

(MIN.) HEADED

STUD (TYP.)

4"

3"

5"

2"

6" CL.

(T

Y P

GATE CLOSURE

FACE OF

ABUTMENT

VERTICAL SEAL PLATE DETAIL

FINISH SURFACE

TO 125 MICROINCHES

1/2" DIA.

HEADED

STUDS

(SEE

NOTE 5)

1/2" RAD.

(TYP)

/1

(M

O N

O L

IT

H C

-1

L4x4x3/8

(SEE NOTE 7)

/3

(M

O N

O L

IT

H C

-1

1/2" DIA. x 8" LONG

WELDED HEADED

STUDS AT 12" MAX.

(SEE NOTE 5)

9" PL. (ASTM A240

TYPE 304 STAINLESS STEEL)

1" RECESS

(T

Y P

9"

4 1/2 " 4 1/2 "

3"3"

SCALE: 3" = 1'-0"

DETAIL

SCALE: 3" = 1'-0"

/1

(M

O N

O L

IT

H C

-1

/3

(M

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O L

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H C

-1

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IDENTIFICATION

SHEET

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P R

®of Engineers

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SHEET OF 493

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C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

SCALE: 1-1/2"=1'

6" 1' 2"

BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

-J

U N -2

X X

X

G B S

E G C

-H

S

B

X X .d

N O

L

IT

H S

E C

T

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S .G .K

SCALE: 3"=1'

3" 6" 9" 12"

F L

O O

D W

A L L

S-304

M O

N O

L

IT

H S C

-1

A

N D C

-1

T .M .T

T .M .T

CORNER PROTECTION ANGLE SHALL BE GALVANIZED.7.

FOR WALL PIN PLATE DETAIL, SEE SHEET S-305.6.

CONFORM TO ASTM A108.

TYPE 304 STAINLESS STEEL. ALL OTHER STUDS SHALL

HEADED STUDS ON THE VERTICAL SEAL PLATE SHALL BE 5.

S-802 AND S-803.

FOR ARCHITECTURAL TREATMENT DETAILS, SEE SHEETS4.

FOR FLOOD GATE DETAILS, SEE SHEETS S-501 THRU S-509.3.

LAYOUT AND DETAILS, SEE SHEETS S-404 THRU S-406.

FOR GATE SILL EMBEDDED TRACK AND SEAL PLATE 2.

FOR GENERAL NOTES, SEE SHEET S-101.1.

NOTES:

2' 4'0 1'

1/4

1/4

1/4

C

GATE STOP DETAIL

SCALE: 1 1/2" = 1'-0"

PLAN ELEVATION

4"

1/2 "

1'-3"

1/4

1/2 "

BEARING FACE OF

GATE STOP VERTICAL PL.

PL. 3/4"x17" x1'-2 1/4"

L 2-15/16" DIA.

HOLESCL 2-13/16"x1"

SLOTTED HOLES

1/2 "

PL. 3/4"x15"x1'-6"

1'-3"

4"3" 8"

TOP OF SILL

8"3"

CL GATE STOP

STIFF. PL. 1/2"x1'-1 1/4"x1'-1 3/4"

/2 " 1"x1" CLIP

E M

B E

D M

E N

T

/2

NOTE: ALL STRUCTURAL STEEL FOR GATE STOP

SHALL BE GALVANIZED PER ASTM F2329.

3/4" DIA. GALVANIZED

THREADED ROD

WITH EPOXY ADHESIVE

(TYPICAL 4 REQUIRED)

PLAN

3'-0"

1'-6" 1'-6"

3'-0"

3/4" CHAMFER,

ALL AROUND

WINCH BLOCK DETAIL

SCALE: 1" = 1'-0"

PLAN ELEVATION

/2

#4

2'-0"

ELEVATION

SHEAVE MOUNTING PEDESTAL

#4

SCALE: 1" = 1'-0"

2" CL. (TYP.)

TOP OF SILL

T

IE

S A

T

"ANCHOR

BOLT (TYP.)

(TYP. EA. SIDE)

#5 EQ. SPA.

ANCHOR

BOLT (TYP.)

(TYP. EA. SIDE)

#5 EQ. SPA.

TOP OF SILL

/2

2'-0"

1'-0" 1'-0"

T

IE

S A

T /2 "4

6"

2"

CJP (TYP.)C

C

#5 (TYP.)

(12 REQ'D.) 2" CL. (TYP.)

C

PL. 3/4"x6"x8"

#5 (TYP.)

(12 REQ'D.)

3/4" CHAMFER,

ALL AROUND

1 1/4" DIA. A490 BOLT WITH

AN A563DH HEAVY HEX NUT

WITH CORROSION PROTECTIVE

COATING

L WINCH BLOCKC

SEE NOTE

NOTE: CONTRACTOR SHALL VERIFY THAT THE SIZE AND HEIGHT

OF WINCH BLOCK IS ADEQUATE FOR THE SELECTED WINCH.

ANCHOR BOLTS SHOWN ARE FOR REFERENCE ONLY.

ANCHOR BOLT MATERIAL, SIZE, ARRANGEMENT, AND EMBEDMENT

SHALL BE PER WINCH MANUFACTURER'S SPECIFICATIONS.

PL. 1"x8"x10"

PL. 1"x8"x10"L 1" DIA.

THREADED

ROD

L SHEAVE

MOUNTING

PEDESTAL

C

1" PL.

1" PL.

L 1 5/16" DIA. HOLE

FOR 1 1/4" DIA. BOLT

3/4" PL. (TYP.)

2" R. (TYP.)

E M

B E

D M

E N

T

M

IN

1'-6" 1'-6"

C

C

L WALL ALIGNMENT

AND L LIGHT POLE

SCALE: 1" = 1'-0"

ANCHORAGE DETAIL

FLOODWALL C2 LIGHT POLE

L 2-1" DIA.

THREADED RODS

1" MIN. GROUT

LEVELING PAD

3/4" DIA. GALVANIZED

THREADED ROD WITH

EPOXY ADHESIVE

(SEE NOTE 8)

1/4

/2

/2

4 1/2 " 4 1/2 "

C

5/8" PL.

ELEVATION SECTION

SCALE: 3" = 1'-0"

CL WALL ALIGNMENT

PIN PL. 3/8"x4"x4 5/8"

WALL PIN PLATE DETAIL

3" 3"

1 1/2 " 1 1/2 "

/2

/2

9"

PL. 5/8"x9"x9"

L GATE LATCH AND L WALL PIN PLATEC

1 1/16" DIA. HOLE

FOR 1" DIA. LATCH

PIN, SEE SHEET S-507

CL WALL PIN PLATE

AND L LATCH PINC

NOTE: DETAIL SHOWN FOR WALL PIN PLATE AT MONOLITH C2-14,

FOR WALL PIN PLATE AT MONOLITHS C2-16 AND C2-17, SEE

SHEET S-357.

3/8" PIN PL.

5/8" DIA.

THREADED ROD

5/8" DIA. GALVANIZED

THREADED ROD WITH

EPOXY ADHESIVE

(TYPICAL 4 PLACES)

ARCHITECTURAL

TREATMENT (TYP.)

2 5/8 "

2" R

ARCHITECTURAL

TREATMENT (TYP.)

2"

4 5/8 "

1'-0"

6 1/2 " (MIN.)

FILL FLUTED FIN

VOIDS BEHIND

PLATE WITH GROUT

S O

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IDENTIFICATION

SHEET

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C T

CONTRACT NO. 2 - 100% SUBMITTAL - JUNE 2022

J A

C O

B S

-J

U N -2

X X

X

G B S

E G C

-H

S

B

X X .d g n

S .G .K

B .J .E

1' 2'0 6"

SCALE: 1-1/2"=1'

SCALE: 1"=1'

1' 2'

SCALE: 3"=1'

3" 6" 9" 12"

F L

O O

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S-305

M O

N O

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H S C

-1

A

N D C

-1

7BASE CONTRACT

SHEET IS IN THE

WORK ON THIS

AND WASHERS.

PROVIDING THE MINIMUM REQUIRED BOLT PROJECTION, ANCHOR BOLT LAYOUT, NUTS

INSTALL LIGHT POLE ACCORDING TO MANUFACTURER'S RECOMMENDATIONS INCLUDING8.

3,000 LBSWALL PIN PLATE __________

14,200 LBSLIGHT POLE ______________

9,400 LBSGATE STOP ______________

SHOWN PER THREADED ROD:

FOLLOWING LOCATIONS SHALL BE CAPABLE OF DEVELOPING AN ULTIMATE TENSILE CAPACITY

EPOXY ADHESIVE USED FOR THE INSTALLATION OF GALVANIZED THREADED RODS AT THE7.

THREADED RODS, NUTS, AND WASHERS SHALL BE GALVANIZED PER ASTM F2329.

HEX CONFORMING TO ASTM A563 GRADE A AND WASHERS SHALL CONFORM TO ASTM F436.

AND WALL PIN PLATE SHALL CONFORM TO ASTM F1554 GRADE 55. NUTS SHALL BE HEAVY

THREADED RODS AT GATE STOP, LIGHT POLE ANCHORAGE, SHEAVE MOUNTING PEDESTAL6.

TO ASTM A709, GRADE 50T.

UNLESS OTHERWISE NOTED, STRUCTURAL STEEL ON THIS SHEET SHALL CONFORM 5.

FOR GATE LATCH ASSEMBLY, SEE SHEET S-507.4.

SEE SHEETS S-401 AND S-403.

FOR LOCATIONS OF GATE STOP, WINCH BLOCK AND SHEAVE MOUNTING PEDESTAL, 3.

FOR LOCATIONS OF WALL PIN PLATES, SEE SHEETS S-302 AND S-401.2.

NOTES

EL. 34.50' EL. 34.50'

C WALL ALIGNMENTL

2'-0"

4" CL. 4" CL.

3'-0"

C L

OPTIONAL

CONST. JT.

FLOOD SIDE PROTECTED SIDE

C L

CONST. JT.

A

T

M A

X E .F

#6 AT 8" MAX. #6 AT 8" MAX.

#6 AT 8" MAX.

GRADE

#6 (TYP.)

#5 AT 12" MAX.

#8 AT 8" MAX.

EL. 52.00'

LC PILE AT BOTTOM

OF PILE CAP (TYP.)

" #8 AT 8" MAX.

S-801

T Y

P

RECESS

6"

RECESS

6"

EL. 38.00

SCALE: 1/2"=1'-0"

C WALL ALIGNMENTL

2'-0"

4" CL. 4" CL.

3'-0"

C L

C L

OPTIONAL

CONST. JT.

FLOOD SIDE PROTECTED SIDE

C L

CONST. JT.

A

T

M A

X E .F

#6 AT 8" MAX. #6 AT 8" MAX.

#6 AT 8" MAX.

GRADE

#6 (TYP.)

#5 AT 12" MAX.

EL. 52.00'

LC PILE AT BOTTOM

OF PILE CAP (TYP.)

#8 AT 8" MAX.

T Y

P

RECESS

6"

RECESS

6"

EL. 38.00

STA. 63+09.00 TO STA. 63+49.00

MONOLITH H-2

STA. 62+66.00 TO STA. 63+09.00

MONOLITH H-1

ARCHITECTURAL WALL

TREATMENT, TYP. BOTH FACES,

SEE SHEETS S-802 AND S-803

ARCHITECTURAL WALL

TREATMENT, TYP. BOTH FACES,

SEE SHEETS S-802 AND S-803

C L

MICROPILE,

SEE DETAIL ON

SHEET S-807 (TYP.)

11'-0"

4'-6"

1'-6"

#5 AT 12" MAX. BOTTOM

#6 AT 8" MAX. TOP AND MIDDLE

3'-0" 3'-6"

1'-6"

14'-0"

6'-0"

3'-0"

3'-0" 5'-0"

3'-0"

#6 AT 8" MAX. TOP AND MIDDLE

#5 AT 12" MAX. BOTTOM

1'-6"

MICROPILE,

SEE DETAIL ON

SHEET S-807 (TYP.)

(MIN.)

1'-0"

TOP OF

MICROPILE TOP OF

MICROPILE

#5 AT 12"

MAX. EF

DECOMPOSED

ROCK

DECOMPOSED

ROCK

#8 AT 8"

MAX.

APPROXIMATE

TOP OF HIGHLY

WEATHERED SHALE

M

IN

E

A

H

ID

E

T Y

P

APPROXIMATE

TOP OF HIGHLY

WEATHERED SHALE

CUT-OFF

WALL

EL. 27.50

(MIN.)

1'-0"

1'-6"

A

T

M A

X E .F

A

T

M A

X E .F

#5 AT 12"

MAX. EF

CUT-OFF

WALL

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IDENTIFICATION

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US Army Corps of Engineers

US Army Corps

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