W912ES22B0010_Plans.pdf
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- Solicitation number
- W912ES22B0010
About this file
This document provides details on a federal contract opportunity for construction services. The U.S. Army Corps of Engineers, St. Paul District is soliciting bids for the Lock and Dam No. 4 Lower Guide Wall End Cell project in Alma, Wisconsin. The scope of work is to construct a pile founded, concrete tremie filled 33 foot diameter sheet pile cell adjacent to the downstream end of the lower guide wall. Additional work includes demolition, concrete repairs, and placement of an underwater concrete scour protection apron and riprap. The anticipated value of the contract is between $5 million to $10 million. The solicitation is a total small business set-aside and firms must be registered in the System for Award Management to be eligible for award. The NAICS code for this project is 237990.
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ALMA, WI
LOCK AND DAM 4
MISSISSIPPI RIVER
LOCK AND DAM NO 4 LOWER GUIDEWALL END CELL
W912ES22B0010
MARCH 2023
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SOLICITATION NO.:
CONTRACT NO.:
ISSUE DATE:
of Engineers
US Army Corps
APPROVED BY:
APPROVAL RECOMMENDED BY:
CHIEF DIVISIONENGR & CONST
EC-D
CHIEF
CHIEF BRANCH
BRANCH
CHIEF BRANCH
EC-H
EC-G
MENDATION OF ALL DRAWINGS IN THIS SET.
SIGNATURES INDICATE OFFICIAL RECOM-
MENT AS REQUIRED BY ER 1110-1-8152.
WITHIN THE SCOPE OF THEIR EMPLOY-
APPEAR ON THESE PROJECT DOCUMENTS
TRATION DESIGNATIONS OF INDIVIDUALS
THE INITIALS OR SIGNATURES AND REGIS-
PAUL DISTRICT CORPS OF ENGINEERS.
THIS PROJECT WAS DESIGNED BY THE ST.
TECHNICAL LEAD
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SCALE: 1" = 600'
VICINITY MAP
LOCATION MAP
SCALE: N.T.S.
H15
D1
TABLE - VERTICAL AND HORIZONTAL CONTROL POINTS
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10+50A UGW
8+00B LGW
Z125
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ALMA, WI
WISCONSIN
PROJECT SITE
LOCK AND
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MINNESOTA
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0 600' 1200'
N
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RIVERS & LAKES
LOCK AND DAM
NATIONAL BOUNDARIES
DISTRICT BOUNDARIES
STATE BOUNDARIES
IOWA
SOUTH DAKOTA
NORTH DAKOTA
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WISCONSIN
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POOL DURATION CURVES - JUNE - DECEMBER - 1972 - 2021
POOL DURATION CURVES - JANUARY - JUNE - 1972 - 2021
TAILWATER DURATION CURVES - JULY - DECEMBER - 1959-2021
TAILWATER DURATION CURVES - JANUARY - JUNE - 1959-2021
TAILWATER DURATION CURVES - JULY - DECEMBER - 1936-2021
TAILWATER DURATION CURVES - JANUARY - JUNE - 1936-2021
DAILY TAILWATER ELEVATION HYDROGRAPHS - JANUARY 01 - DECEMBER 31 - 2011-2020
& LIGHTING PLAN
*LOCK & DAM NO. 4 - REMOTE CONTROL STAND & GAGE HOUSE - ELECTRICAL - RECEPTACLE
*LOCK & DAM NO. 4 - EXISTING PLANS & SECTIONS
*LOCK & DAM NO. 4 - POOL 4 WATER STAGE RECORDER HOUSE
*LOCK & DAM NO. 4 - LOCK ELECTRICAL SYSTEM - LIGHTING CONTROL - DIAGRAMS
- AREAS 7 & 8
*LOCK & DAM NO. 4 - LOCK ELECTRICAL SYSTEM - LIGHTING AND RECEPTACLE PLAN
*LOCK & DAM NO. 4 - SCOUR REPAIR, LOWER GUIDEWALL - PLANS AND SECTIONS AUG. 82
SCHEDULES AUG. 82
*LOCK & DAM NO. 4 - SCOUR REPAIR, LOWER GUIDEWALL - PLANS, VICINITY & DRAWING
*LOCK & DAM NO. 4 - SITE WORK, SITE UTILITY PLAN DOWNSTREAM GUIDEWALL
*LOCK & DAM NO. 4 - MAIN LOCK AND AUXILIARY LOCK, SIGN SUPPORT DETAILS
*LOCK & DAM NO. 4 - LOCK MASONRY, TIEBACK WALL REPAIR PLANS AND SECTIONS
*LOCK & DAM NO. 4 - INTERCEPTING SEWER - RETAINING WALL AT LOWER END AND MISC.
AND SEWER CONNECTIONS STATIONS 957A & 361B
*LOCK & DAM NO. 4 - INTERCEPTING SEWER - LOCATION AND MASONRY DETAILS OF MANHOLES
AND SEWER CONNECTIONS STATION 600A, 255A & 48B
*LOCK & DAM NO. 4 - INTERCEPTING SEWER - LOCATION AND MASONRY DETAILS OF MANHOLES
AND SEWER CONNECTIONS STATION 931 & 718B
*LOCK & DAM NO. 4 - INTERCEPTING SEWER - LOCATION AND MASONRY DETAILS OF MANHOLES
*LOCK & DAM NO. 4 - INTERCEPTING SEWER - LOCATION AND MASONRY DETAILS OF TYP. SECS.
*LOCK & DAM NO. 4 - DIMENSIONAL SURVEY - LOCK - LOWER GUIDEWALL
*LOCK & DAM NO. 4 - DETAILS OF WALL ARMOR AND PROTECTION ANGLES
*LOCK & DAM NO. 4 - LOCATION OF WALL ARMOR AND PROTECTION ANGLE
*LOCK & DAM NO. 4 - LOCATION OF WALL ARMOR AND PROTECTION ANGLE
*LOCK & DAM NO. 4 - LOCK - MASONRY - UPPER AND LOWER GUIDE WALLS
*LOCK & DAM NO. 4 - LOCK - MONOLITH LAYOUT
*LOCK & DAM NO. 4 - LOWER GUIDE WALL - REMOVAL OF BACKFILL
* THIS DRAWING HAS BEEN REDUCED TO FIT THE FORMAT
ELECTRICAL DETAILS
GAGE HOUSE ELECTRICAL DETAILS
ELECTRICAL SITE PLAN
WORK LIMIT TABLE, END CELL STEEL PILING
HANDRAIL DETAILS
SHEET PILE CONNECTIONS AND CHECK POST DETAILS
WALL ARMOR AND MISCELLANEOUS DETAILS SHEET 2
WALL ARMOR AND MISCELLANEOUS DETAILS SHEET 1
END CELL DETAILS
NEW CONCRETE SECTIONS
GAGE WELL SECTIONS ON END CELL
GAGE WELL SECTIONS AND DETAILS
GAGE WELL ELEVATIONS AND SECTION
END CELL SECTIONS AND DETAIL
END CELL ARMOR SECTION AND DETAILS
END CELL SECTIONS AND DETAILS
EXISTING GUIDEWALL RECONSTRUCTION - SHEET 2 OF 2
EXISTING GUIDEWALL RECONSTRUCTION - SHEET 1 OF 2
GAGE WELL PLAN VIEWS AND SECTIONS
END CELL SECTIONAL PLAN VIEW ABOVE ELEV. 662.00
END CELL SECTIONAL PLAN VIEW BELOW ELEV. 654.00
STRUCTURAL PLAN AND ELEVATION
GENERAL STRUCTURAL NOTES AND TABLE
EXISTING GUIDEWALL CONCRETE REMOVAL SHEET 2
EXISTING GUIDEWALL CONCRETE REMOVAL SHEET 1
END CELL RIPRAP - SECTIONS
END CELL RIPRAP - PLAN
DEMOLITION PLAN
END CELL LOCATION
SITE MAP - LOCK & DAM 4
DRAWING INDEX, REFERENCE DRAWING INDEX & LEGEND
VICINITY AND LOCATION MAPS
COVER SHEET
LD4GEC_E-501---.dgn
LD4GEC_E-102---.dgn
LD4GEC_E-101---.dgn
LD4GEC_S-601---.dgn
LD4GEC_S-505---.dgn
LD4GEC_S-504---.dgn
LD4GEC_S-503---.dgn
LD4GEC_S-502---.dgn
LD4GEC_S-501---.dgn
LD4GEC_S-309---.dgn
LD4GEC_S-308---.dgn
LD4GEC_S-307---.dgn
LD4GEC_S-306---.dgn
LD4GEC_S-305---.dgn
LD4GEC_S-304---.dgn
LD4GEC_S-303---.dgn
LD4GEC_S-302---.dgn
LD4GEC_S-301---.dgn
LD4GEC_S-104---.dgn
LD4GEC_S-103---.dgn
LD4GEC_S-102---.dgn
LD4GEC_S-101---.dgn
LD4GEC_S-001---dgn
LD4GEC_SD102---.dgn
LD4GEC_SD101---.dgn
LE4GEC_C-301---.dgn
LD4GEC_C-101---.dgn
LE4GEC_CD101---.dgn
LD4GEC_G-102---.dgn
LD4GEC_G-101---.dgn
LD4GEC_G-003---.dgn
LD4GEC_G-002---.dgn
LD4GEC_G-001---.dgn
FILE NAME
INDEX OF DRAWINGS - REFERENCE
DESCRIPTION
NO.
DWG.
NO.
SHEET
M-L4-78/203
M-L4-77/5
M-POOL 4-77/2-FS
M-L4-29/227
M-L4-29/223
M-P4-61/9
M-P4-10/1
M-L4-38/205
M-L4-20/223
M-L4-20/217
M-L4-62/6-FS
M-L4-62/5-FS
M-L4-62/4-FS
M-L4-62/3-FS
M-L4-62/1-FS
M-L4-20/31
M-L4-20/19-FS
M-L4-20/18A-FS
M-L4-20/18-FS
M-L4-20/10-FS
M-L4-20/1M-FS
M-L4-20/10E
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
LD4EC_HYDROGRAPHS.PDF
DESCRIPTION
NO.
DWG.
INDEX OF DRAWINGS - CONSTRUCTION
DRAWING NUMBER
AS-BUILT
E-501
E-102
E-101
S-601
S-505
S-504
S-503
S-502
S-501
S-309
S-308
S-307
S-306
S-305
S-304
S-303
S-302
S-301
S-104
S-103
S-102
S-101
S-001
SD102
SD101
C-301
C-101
CD101
G-102
G-101
G-003
G-002
G-001
REMOVAL
: GAGE HOUSE
: SHEET PILE
REMOVAL
: RIPRAP
: CONCRETE
REMOVAL
: CONCRETE
: RIPRAP
: WORK LIMITS
: SURVEY CONTROL POINT (2D)
: SURVEY CONTROL POINT (3D)
: BORING LOG
11. AERIAL DATE IS JUNE 2021.
ZONE.
10. COORDINATES BASED ON WISCONSIN STATE PLANE GRID SYSTEM, CENTRAL
9. ELEVATION REFER TO NAVD88 (GEOID 18).
8. ORIGINAL DATAT COMPILED NAD 83 (2011), U.S. SURVEY FEET.
7. ORIGINAL DATA FROM AUGUST 2021 AND NOVEMBER 2021 SURVEYS.
CONSTRUCTED IN ACCORDANCE WITH THE PROJECT PLANS AND SPECIFICATIONS.
VERTICAL SURFACE AS IT TIES INTO THE END CELL. THE END CELL SHALL BE
THE EXISTING END OF THE GUIDE WALL SHALL BE MODIFIED TO CREATE A FLUSH
WALL. THE SHEET PILE CELL WILL BE PILE FOUNDED AND FILLED WITH CONCRETE.
SHEET PILE END CELL TO BE CONSTRUCTED AT THE END OF THE LOWER GUIDE
6. THE PROJECT SCOPE CONSISTS OF A 32.75 FT. DIAMETER CONCRETE FILLED
ALL REMAINING REFERENCE DRAWINGS ARE IN NAVD 88.
REFERENCE DRAWINGS M-P4-10-1, M-P4-61-9 ARE IN NGVD 1929 VERTICAL DATUM.
29/223, M-L4-29/227, AND M-L4-78/203 ARE IN MSL 1912 VERTICAL DATUM.
L4-62/3-FS, M-L4-62/4-FS, M-L4-62/5-FS, M-L4-62/6-FS, M-L4-20/217, M-L4-38/205, M-L4-
5. REFERENCE DRAWINGS M-L4-20/10E, M-L4-20/1M-FS, M-L4-20/10-FS, M-L4-62-1-FS, M-
NGVD 1929 - 0.04 FT = NAVD 88
ELEVATION SHOWN CONVERTED FROM NGVD 1929,
MSL 1912 - 0.41 FT = NAVD 88
ELEVATION SHOWN CONVERTED FROM MSL 1912,
4. LOCK AND DAMS 4 CONVERSION FACTORS:
VERTICAL DATUM 1988 (NAVD 88).
3. ELEVATIONS SHOWN ARE IN FEET AND ARE REFERENCED TO NORTH AMERICAN
CONTRACT AWARD.
ARE AVAILABLE BY REQUEST TO THE CONTRACTING OFFICER UPON
2. DETAILED DESCRIPTIONS OF HORIZONTAL AND VERTICAL CONTROL POINTS
UTILITIES.
LOCATION OF UTILITIES AS MAY BE NECESSARY TO AVOID DAMAGE TO THESE
IS RESPONSIBLE FOR MAKING THE DETERMINATION AS TO THE TYPE AND
OF UTILITIES MAY NOT BE ACCURATE OR ALL INCLUSIVE. THE CONTRACTOR
1. THE INFORMATION ON THESE DRAWINGS CONCERNING TYPE AND LOCATION
GENERAL NOTES
LEGEND
GENERAL VIEW SYMBOLS
EACH VIEW)
(CENTERED UNDER
VIEW SUBTITLE
D1
SCALE:
DETAIL/SECTION
SUPPLEMENTAL INFORMATION
D1
SCALE:1" =XXX'
DETAIL/SECTION
SUPPLEMENTAL INFORMATION
TITLE
SECTION/DETAIL
NTS N
0 1' 2'
TOP
FRONT SIDE
ELEVATION SECTION A-A
DrawingIdentifier
SheetName
DrawingIdentifier
SheetName
DrawingIdentifier
SheetName
SECTION CUT
DETAIL SYMBOL
C/L CENTER LINE
BT BENT
SPA SPACING
EQ EQUAL
EA EACH
ABBREVIATIONS
EXP EXPANSION
JT JOINT
CONSTR CONSTRUCTION
CONT CONTRACTION
REQ'D REQUIRED
STD STANDARD
BNSF
SANTA FE
BURLINGTON & NORTHERN
SST
TYP
OUTSIDE FACE
ON CENTER
STAINLESS STEEL
TOP AND BOTTOM
TYPICAL
UNLESS NOTED OTHERWISE
UNDERGROUND
NUMBER
SAN SANITARY
SPECIFICATIONS
OF
NO
OC
SPEC
T&B
UNO
UGND
WIDTH
WATER MAINWM
W
RIVERWARDR/W
M/R MAINTAINACE AND REPAIR
NTS NOT TO SCALE
PROP PROPOSED
US UNITED STATES
EXIST
MAX
MIN
EXISTING
GALVANIZED
INSIDE FACE
MAXIMUM
MINIMUM
MISCELLANEOUS
APPROXIMATE
ALTERNATE WITH
ALUMINUM
BITUMINOUS
BOTTOM
CURB & GUTTER
CONSTRUCTION JOINT
CONCRETE
DIAMETER
EACH FACE
BOT
C&G
CMP CORRUGATED METAL PIPE
ELEVATION
EACH WAY
HEIGHT
MIRR MIRRORED
APPROX
ALT W/
ALUM
BITUM
CLR CLEAR
CJ
CONC
DIA
EF
EJ
EL
EW
GALV
HT
IF
MISC
FES FLARED END SECTION
LONG
LANDWARDL/W
LG
* UNLESS OTHERWISE NOTED ON EACH SHEET
EXPANSION JOINT
MID MID SPAN MONOLITH
SHT SHEET
FILE NAME
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O L
E
G O
W D
Y
M A
Y
G
E C
G
-1 d
K
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
A1
SCALE: 1" = 100'
SITE MAP - LOCK AND DAM NO. 4
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
86-13M
22-36M
22-37M
BRIDGE
PEDESTRIAN
PUBLIC
SEE NOTE 6
PARKING LOT
LOCK AND
DAM 4
N M
A
IN
S
T
N B S F
WISCONSIN
CEDAR
ST.
AREA
OVERLOOK
PUBLIC
BNSF RAILWAYS
FENCE POST
ELM
ST.
M A
IN
S
T
NEW END CELL
MINNESOTA
FLO
W
M
IS
S
IS
S
IP
P I R
IV
E R
WORK LIMITS,
SEE NOTE 5
BORING
LOCATION,
SEE NOTE 8
PARKING LOT,
SEE NOTE 6
AREA BEHIND
GUIDEWALL,
SEE NOTE 7
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
100' 200'0
N
GENERAL NOTES
INDIVIDUAL BORING LOG.
8. BORING LOCATION SEE SPECIFICATION SECTION 01 11 00 SUMMARY OF WORK FOR
DRAWINGS FOR MORE DETAILS.
DAMAGE TO THE EXISTING UNDERGROUND INCEPTER SEWER, SEE REFERENCE
CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO AVOID ANY
7. AREA BEHIND GUIDEWALL MAY BE USED AS STAGING AREA. HOWEVER, THE
PERSONNEL.
6. PARKING LOT AREAS MAY BE USED AS STAGING AREAS AND PARKING CONTRACTOR
5. WORK LIMITS IS ALONG EXISTING FENCE LINE.
4. FOR VERTICAL AND HORIZONTAL CONTROL POINTS, SEE TABLE ON G-002.
DETERMINE FINAL LOCATION FOR CONTRACTOR PARKING.
STAGING AREAS. CONTRACTOR TO COORDINATE WITH CONTRACTING OFFICER TO
3. CONTRACTOR PARKING SHALL BE WITHIN AREAS DESIGNATED FOR LAYDOWN AND
REFER TO SPECIFICATION SECTION 01 14 00.00 13.
STAGING AREAS DESIGNATED AS PUBLIC ACCESS AREAS. FOR MORE INFORMATION
FROM ALL CONSTRUCTION ACTIVITIES AND CONSTRUCTION LAYDOWN AND
2. TEMPORARY PROJECT SAFETY FENCING SHALL BE USED TO ISOLATE THE PUBLIC
PROJECT.
RESTORED TO THEIR ORIGINAL CONDITION FOLLOWING COMPLETION OF THE
ALL AREAS FOR CONSTRUCTION LAYDOWN AND STAGING AREAS SHALL BE
1. CONTRACTOR TO DOCUMENT EXISTING CONDITIONS PRIOR TO CONSTRUCTION.
R
O M D
E C
E M
B E
R T
H R
U F
E B
R U
A R
Y
(L E S S T
H A
N
C
H A
N C
E O
F E
X C
E E
D A
N C
E
T A
IL
W A T E
R A
T E
L E
V A T
IO
N
.0
A S
-B U
IL
T
N O
A N
S
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
E
D C
E L
L L
O C
A T
IO
N
G-102
C A
F D
A H
L
G
W O
L F
M
A Y
G
E C
G
-1 d
A
F D
A
A1
SCALE: 1"=10'
SITE PLAN
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
J17
TABLE 1 - CONTROL COORDINATES
TABLE 1
SEWER OUTLET
EXISTING STORM
WORK LIMIT
END CELL
SEWER
STORM
EXISTING
W A
R P T
O
E X
IS
T
IN
G
EXISTING GUIDEWALL
SEE NOTE 1
LINE, SEE NOTE 2
RIPRAP CONTROL
LINE
CONTROL
GRADING
SEE NOTE 4
LINE
CONTROL
RIPRAP
LAUNCHABLE
SEE NOTE 3
WALL
RETAINING
EXISTING
GAGE WELL
B0 +2
B0 +3
CP160
0+
C
0+
C
0+
C
1,4 ,86
8.3
E
4,2
.89
N
0+ .00
STA
C
POB
1,4 ,84
5.1
E
4,3
.22
N
0+ .00
STA
C
POE
A
0+
A
0+
A
0+ .00
STA
A
PT
,4 ,8 .6
,3 .1
.0
S T A A
P O
B
1,4 ,78
0.3
E
4,3
.58
N
0+ .93
STA
A
POE
A0
+5 2.9
C0 +6
1,4 ,80
4.0
E
4,3
.08
N
0+ .00
STA
B
POB
1,4 ,79
2.9
E
4,4
.95
N
0+ .00
STA
B
POE
0+
B
110CP
CP155
CP100
CP115
CP125
CP120
0.79'E =
5.16'T =
10.00'L =
34°59'23.49"Δ = 349°53'54.85"D = 16.37'R =
0+05.16PI STA = A
1,466,798.31E 184,341.99N
CP150
CP105
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S
IZ
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
BOTTOM OF THE CONCRETE SLOPE PROTECTION.
CP120 AND CP125 REPRESENT THE SHEET PILE CUTOFF WALL AT THE 4.
CELL.
CP115 AND CP150 REPRESENT THE LINE OF SHEET PILE TYING INTO THE END 3.
OF SHEET PILE TYING INTO THE END CELL.
FACE OF THE PRECAST WALL UNIT. CP110 AND CP155 REPRESENT THE LINE
AND TIES INTO THE END CELL. THIS CONTROL LINE SHOULD ALSO BE THE
THE RIPRAP CONTROL LINE IS AN EXTENSION OF THE EXISTING GUIDEWALL 2.
REPRESENT THE EXTENTS OF THIS LINE OF SHEET PILE.
FOR REQUIREMENTS. CP110 AND CP115 31 41 16 SPECIFICATION SECTION
CP100 REPRESENTS THE SE CORNER OF THE EXISTING FOOTING, REFER TO
SHEET PILE IS DRIVEN ALONG EDGE OF EXISTING RETAINING WALL FOOTING 1.
GENERAL CIVIL NOTES
10' 20'0
N
E L E
V A
T
IO
N D
A T
U M
V
E R
T
IC
A L C
O N
T R
O L
C O
O R
D
IN
A T
E S
Y S
T E
M
H O
R
IZ
O N
T A
L C
O N
T R
O L
C O
M B
IN
E
D F
A C
T O
R
C F
G
E O
ID
STRUCTURAL CONTROL COORDINATES
1466818.87184352.68CENTER OF GAGE HOUSECP160
1466796.25184350.59END CELL CONNECTION POINT
SHEET PILE CENTERLINE AND CP155
1466827.29184357.02END CELL CONNECTION POINT
SHEET PILE CENTERLINE AND CP150
1466837.21184352.83END OF SHEET PILE CUT-OFFCP125
1466828.20184351.73END OF SHEET PILE CUT-OFFCP120
1466824.58184376.47CORNER OF SHEET PILECP115
1466791.23184363.20CORNER OF SHEET PILECP110
1466811.94184352.97CENTER OF END CELLCP105
1466807.91184370.38RETAINING WALL FOOTINGCP100
EASTINGNORTHINGDESCRIPTIONPOINT
5'
A S
-B U
IL
T
N O
A N
S
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
M O
L
IT
IO
N
P L
A N
CD101
C A
F D
A H
L
G
W O
L F
M
A Y
G
E C
C
D d
A
F D
A
DEMOLITION PLAN
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
M A
R C
H
M A
R C
H
WORK LIMIT
RIPRAP, SEE NOTE 3
REMOVE EXISTING
SEWER OUTLET
EXISTING STORM
EDGE, SEE NOTE 2
RIPRAP AT CONCRETE
REMOVE EXISTINGNOTE 2
BEDDING, SEE
30" RIPRAP AND 12"
REMOVE EXISTING
SEWER
STORM
EXISTING
SEE NOTE 2
2' CONCRETE,
REMOVE EXISTING
SEE NOTE 4
END CELL,
SEE NOTE 1
DEMOLITION,
STRUCTURAL
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
FOOT PRINT.
REMOVE ANY RIPRAP AND BEDDING WITHIN 5' OF THE PROPOSED END CELL
BASED ON AS-BUILT INFORMATION. IN ADDITION TO THE LIMITS SHOWN,
4. EXISTING RIPRAP LOCATIONS WERE NOT SURVEYED. LIMITS SHOWN ARE
AT 24" DEPTH.
LOCATION OF EXISTING RIPRAP SURVEYED. EXISTING RIPRAP IS ESTIMATED 3.
LIMITS SHOWN FROM AS-BUILT DRAWINGS.
EXISTING RIPRAP AND CONCRETE SLAB LIMITS WERE NOT SURVEYED. 2.
SEE SD101 AND SD102 FOR STRUCTURAL DEMOLITION.1.
GENERAL CIVIL NOTES
10' 20'0
N
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
C-301
A14
C-301
F14
O M D
E C
E M
B E
R T
H R
U F
E B
R U
A R
Y
(L E S S T
H A
N
C
H A
N C
E O
F E
X C
E E
D A
N C
E
T A
IL
W A T E
R A
T E
L E
V A T
IO
N
.0
A S
-B U
IL
T
N O
A N
S
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
P
A N
V
IE
W
C-101
C A
F D
A H
L
G
W O
L F
M
A Y
G
E C
C
-1 d
A
F D
A
SITE PLAN
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
B0 +2
B0 +3
0+
C
0+
C
0+
C
A
0+
A
0+
A
A0 +5
2.9
C0 +6
0+
B
1V:2H SLOPE
SEE NOTE 1 SHEET PILE
SEE NOTE 3
SEE NOTE 2
SEWER OUTLET
EXISTING STORM
WORK LIMIT
END CELL
SEWER
STORM
EXISTING
W A
R P T
O
E X
IS
T
IN
G
EXISTING GUIDEWALL
RIPRAP
LAUNCHABLE
EXISTING RIPRAP BENCH
CONTROL LINE
RIPRAP
CONTROL LINE
RIPRAP
LAUNCHABLE
CONTROL LINE
GRADING
GAGE WELL
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
WITH 1V:2H SLOPES.
GRADING LANDWARD OF GUIDEWALL WILL RETURN TO V-DITCH AT EL 662.0 3.
LOCATION OF THE NEW SHEETPILE CUTOFF AT EL 652.0.
OUTLET/EXISTING RETAINING WALL WILL BE EL 657.0 AND SLOPE DOWN
SHEET PILE CUTOFF. THE ELEVATION OF THE CONCRETE SLAB AT THE PIPE
RETAINING WALL, EXISTING WING WALL, NEW SHEETPILE WALL, AND NEW
OUTLET. LIMITS OF THE CONCRETE SLAB WILL BE DEFINED BY THE EXISTING
2’ CONCRETE SLAB FOR EROSION CONTROL OF EXISTING STORM SEWER 2.
EXISTING RIPRAP BENCH AT A0+17 AND CONTINUE THROUGH A0+52.93.
SLOPES TO EXISTING RIVER BOTTOM. THE RIPRAP BENCH WILL START AT
20' WIDE 30" RIPRAP BENCH WITH 12" BEDDING AT EL. 647.5 WITH 1V:2H 1.
10' 20'0
N
E L E
V A
T
IO
N D
A T
U M
V
E R
T
IC
A L C
O N
T R
O L
C O
O R
D
IN
A T
E S
Y S
T E
M
H O
R
IZ
O N
T A
L C
O N
T R
O L
C O
M B
IN
E
D F
A C
T O
R
C F
G
E O
ID
GENERAL CIVIL NOTES
C-301
A1
C-301
E8
C-301
J8
C-301
F1
C-3
A8
20'
1.67'
A S
-B U
IL
T
N O
20'
5' 4'
5'
A N
S
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
Y
P
IC
A L
S E
C T
IO
N
S A
N D
D E
T A
IL
S
C-301
C A
F D
A H
L
G
W O
L F
M
A Y
G
E C
C
-3 d
A
F D
A
TYPICAL SECTION - SCOUR PROTECTION
SCALE: 1" = 10'
F1
TYPICAL SECTION - GRADING BEHIND GUIDEWALL
TYPICAL SECTION - ROCK BENCH
A8
DETAIL - RIPRAP KEYIN
M1
1V:1H
TYPICAL SECTION - LAUNCHABLE RIPRAP
E8
SECTION - EXISTING RIPRAP AT GUIDEWALL
F14
SECTION - CUT THROUGH EXISTING APRON CONCRETE SLAB
A14
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
TYPICAL SECTION - ROCK BENCH
J8
-20 -10 0 10 20 30 40
640 640
650 650
660 660
670 670
680 680
690 690
(SEE S-101)
EXTENSION/END CELL
NEW GUIDEWALL
EL 647.5
12" BEDDING
30" RIPRAP
SEE NOTE 1
1V:2H
LINE
GROUND
EXISTING
EXISTING GUIDEWALL
00 10 20 30 40 50
630 630
640 640
650 650
660 660
670 670
680 680
690 690
SEE NOTE 2
CONCRETE SLAB
& TOP OF
INV EL 657.0
GUIDEWALL
EXISTING
MASS CONCRETE
MINIMUM 1' LOW SLUMP
EXISTING
STORM
SEWER
SEE S-305
SHEET PILE
SLAB
2' CONCRETE
LINE
GROUND
EXISTING
EL 652.0
REMOVED
SLAB TO BE
CONCRETE
EXISTING
-30 -20 -10 0 10 20 30
640 640
650 650
660 660
670 670
680 680
-30 -20 -10 0 10 20 30
640 640
650 650
660 660
670 670
680 680
RIPRAP
LAUNCHABLE
LINE
GROUND
EXISTING
EL 660.0
1V:1.5H
SIDE SLOPES
TYPICAL
LAUNCHABLE
RIPRAP
CONTROL LINE
-20 -10 0 10 20 30 40
650 650
660 660
670 670
680 680
690 690
EXISTING GROUND LINE
EXISTING RIPRAP
REMOVAL OF
EL 662.5
FILL
6" TOPSOIL & SEED
GUIDEWALL
EXISTING
GRADING
CONTROL
LINE
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
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N D
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SHEET ID
-20 -10 0 10 20 30 40
630 630
640 640
650 650
660 660
670 670
(SEE S-101)
EXTENSION/END CELL
NEW GUIDEWALL
LINE
GROUND
EXISTING
EL 647.5
30" RIPRAP
12" BEDDING
SEE NOTE 1
1V:2H
EL. 672.00
EL. 665.00
EL. 652.00
(TYP.)
PILING
WOOD
EL. 654.00
SECTIONSECTIONSECTION
EL. 672.00
EL. 644.00
EL. 658.00
GUIDEWALL
EXISTING
RIPRAP
EXISTING
BEDDING
EXISTING
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
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G
IN
E E
R S
CLARITY. SEE SECTIONS A14 AND F14 FOR EXISTING RIPRAP.
REMOVAL OF EXISTING RIPRAP IS NOT SHOWN IN SECTIONS F1 AND E8 FOR3.
THE WIDTH OF THE CONCRETE SLAB AT ELEVATION 657.0 IS 18".2.
FOR SLOPES 1V ON 3H OR FLATTER, RIPRAP DOES NOT HAVE TO BE TOED IN.1.
GENERAL CIVIL NOTES
EXISTING RIPRAP NEW RIPRAP
10' 20'0
10' 20'0
10' 20'0
10' 20'0
EXISTING BEDDING NEW BEDDING
10' 20'0
10' 20'0
E L
E V
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N
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A
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S Y
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D F
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ID
10' 20'0
-B U
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N O
3'-9 1/2 "
7'-4"
REMOVAL
SIDE ONLY), REMOVE PRIOR TO CONCRETE
EXTENDS TO APPROX. EL. 657.00 (CHAMBER
EXIST. 4'x1/2" BT. CORNER ARMOR PLATE
REMAIN
ARMOR TO
EXISTING WALL
REMOVAL
LINE OF CONCRETE
ARMOR TO EL. 662.00
REMOVE EXIT. CORNER
ARMOR TO EL. 662.00
REMOVE EXISTING WALL
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W A
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SD101
N K
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F A
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-U .S
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.9
G1
SCALE: 1/2" = 1'
PLAN - EXISTING GUIDEWALL SECTION - CONCRETE REMOVAL
SCALE: 1/2" = 1'
G11
SCALE: 3" = 1'
DETAIL - EXISTING ARMOR
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
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B Y
C H
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D B
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D R
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N B
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D E
S
IG
N E
D B
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C O
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A
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SHEET ID
OF CONC. REMOVAL
AND POSTS IN AREA
REMOVE HANDRAIL
CONCRETE REMOVAL
FINISHED SURFACES FOR
3" DEEP SAWCUT AT EXPOSED
662.00
ARMOR TO ELEV.
CONCRETE & WALL
REMOVE EXISTING
TO THE NEW END CELL
EXISTING OUTDRAFT SIGN
REMOVE AND RELOCATE
TO EL. 662.00 (TYP)
CORNER PROTECTION
REMOVE EXIST
662.00 (TYP)
CUT TO EL.
VERTICAL SAW
GUIDEWALL
EXISTING
FOR CONC. REMOVAL
AND POSTS AS REQ'D
EXIST. HANDRAIL
REMOVE AND STORE
EL. 672.00
EXISTING
GUIDEWALL
CONCRETE REMOVAL
FINISHED SURFACES AROUND
3" DEEP EXPOSED SAWCUT AT
EL. 672.00
GUIDEWALL
END OF EXISTING
CONCRETE
REMOVE
SAWCUT
EL. 662.00
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
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E L
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D F
A C
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G E
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ID
0 2' 4'1' 0 2' 4'1'
COMMENCE UNTIL ALL UNSOUND CONCRETE HAS BEEN REMOVED.
ADDRESSED BY CONTRACT MODIFICATION. RECONSTRUCTION SHALL NOT
DETERMINED NOT TO BE THE RESULT OF DEMOLITION EFFORTS SHALL BE
REMOVAL OF ADDITIONAL CONCRETE WHICH WAS RENDERED UNSOUND AND
CONTRACTING OFFICER, SHALL BE REMOVED AT NO COST TO THE GOVERNMENT.
UNSOUND CONCRETE THAT RESULTS FROM DEMOLITION, AS DETERMINED BY THE
SUBMITTED FOR RECORD TO THE CONTRACTING OFFICER. ANY REMAINING
WHEN THE CONTRACTOR WILL TEST THE CONCRETE. FINDINGS SHALL BE
AREAS WITH A HOLLOW SOUND. THE CONTRACTING OFFICER SHALL BE NOTIFIED
INSPECTION SHALL BE SOUNDING WITH A GEOLOGIST’S HAMMER AND NOTING
CONCRETE SURFACES THAT REMAIN AFTER DEMOLITION. THE METHOD OF
INSPECT, IN THE PRESENCE OF THE CONTRACTING OFFICER, ANY AND ALL
UNSOUND CONCRETE WITHIN THE REMOVAL LIMITS. THE CONTRACTOR SHALL
DRAWINGS. THE SURFACES SHALL BE CLEANED AND FREE OF ANY LOOSE OR
5. THE CONTRACTOR SHALL REMOVE ALL CONCRETE TO THE LIMITS SHOWN ON THE
EYEBOLTS SHALL BE CUT AND GROUND FLUSH WITH EXISTING CONCRETE.
4. REMOVE AND DISPOSE OF EXISTING TIMBER BUMBPERS AND SUPPORT CABLES.
3. EXISTING LOWER GUIDEWALL GAGE HOUSE TO BE REMOVED.
2. VERIFY ALL DIMENSIONS PRIOR TO CONCRETE REMOVAL.
1. FOR GENERAL STRUCTURAL NOTES, SEE SHEET S-001.
STRUCTURAL NOTES
HAND
OPP.
6"0 3" 1'
A1
G11
-B U
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N O
(A P
P R
O X
(A P
P R
O X
6'-0"
31'-0"
4" 1'-8" 6'-0"
31'-0"4'-0"
15'-6"15'-6"
3'-0" 2'-0"
3@2'-6" = 7'-6"4'-0"
18"
A N
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D A
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N
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D A
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A L
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.9
A1
SCALE: 3/16" = 1'
PLAN VIEW - EXISTING RETAINING WALL
A11
SECTION
J1
GAGE WELL
REMOVE EXIST.
COMPLETELY
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
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M
N
P
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B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
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IC
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A
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SHEET ID
EL. 672.00
GUIDEWALL
TOP OF EXIT.
2 AND 3
MONOLITH, SEE NOTES
EXIST. TIE-BACK WALL
COMPLETELY REMOVE
CONCRETE APRON
2'-0" THICK
REMOVE EXIST.
25.8 SQ. FT. PER NOTES 4, 5 AND 6
PARTIAL DEPTH CONCRETE REPAIR
MONOLITH JOINT
NOTES 2 AND 3
GAGE WELL, SEE
REMOVE EXIST.
COMPLETELY
18" FOOTING
BOT. EL. 652.00
TOP EL. 681.58
EXISTING GAGE WELL,
EL. 665.00
EL. 656.00
EL. 650.00
EL. 672.00
130.3 SQ. FT. PER NOTES 4, 5 AND 6
PARTIAL DEPTH CONCRETE REPAIR
EL. 650.00
EL. 656.00
EL. 660.50
EL. 665.00
EL. 668.00
EL. 672.00
AS-BUILT CONDITION
MATCH ORIGINAL
NEW CONCRETE TO
REPLACE WITH
CONCRETE AND
REMOVE EXISTING
EL. 652.00
EL. 681.58
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
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D F
A C
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ID
PARTIAL DEPTH CONCRETE REPAIR SHALL NOT EXCEED 561 SQ. FT.
CONCRETE CONDITION SURVEY PER NOTE #4 MAXIMUM QUANTITY OF
BE BASED ON A QUANTITY OF 267.6 SQ. FT. DEPENDING ON OUTCOME OF
7. CONTRACTOR’S BASE BID FOR PARTIAL DEPTH CONCRETE REPAIR SHALL
DAMAGE TO THE EXISTING STRUCTURE.
OTHER METHODS WILL NOT RESULT IN MICRO CRACKING OR OTHER
OTHER CONCRETE REMOVAL METHODS MAY BE USED PROVIDED THE
METHODS, SUCH AS SAW CUTTING AND HAMMERING (MAX 30 LBS.),
CONTRACTOR SHOULD USE CONVENTIONAL CONCRETE REMOVAL
IF FOR ANY REASON HYDRO-DEMOLITION CANNOT BE UTILIZED, THE
DAMAGING THE SOUND CONCRETE BEHIND THE DELAMINATED LAYER.
CONTROLLED WATER PRESSURE TO REMOVE CONCRETE WITHOUT
HYDRO DEMOLITION. HYDRO DEMOLITION USES EXTREMELY HIGH BUT
6. THE RECOMMENDED CONCRETE REMOVAL METHOD TO BE USED IS
BE SOUND AND ROUGHEN TO ¼ INCH AMPLITUDE.
PRIOR TO PROCEEDING. THE PREPARED CONCRETE SURFACES SHALL
INCHES THE CONTRACTOR SHALL INFORM THE CONTRACTING OFFICER
AND DETERIORATED CONCRETE REMAINS BELOW THE DEPTH OF FOUR
BE REMOVED TO A MINIMUM DEPTH OF FOUR INCHES. WHERE UNSOUND
INCHES. ALL UNSOUND AND DELAMINATED VERTICAL SURFACES SHALL
WITH STRAIGHT AND SQUARE CUT LINES TO A MINIMUM DEPTH OF FOUR
SURVEY. THE REMOVAL BOUNDARIES WILL BE INTO SOUND CONCRETE,
IDENTIFIED BY THE CONTRACTOR’S APPROVED CONCRETE CONDITION
UNSOUND CONCRETE ALONG THE VERTICAL SURFACES TO THE LIMITS
5. THE CONTRACTOR WILL REMOVE ALL CRACKED, DELAMINATED, AND
SUBMIT THE SURVEY FOR APPROVAL BY USACE.
NEEDS TO BE REMOVED, AND THE CONTRACTOR WILL BE REQUIRED TO
SURVEY WILL CONFIRM THE EXACT LOCATIONS WHERE CONCRETE
HAS OCCURRED SINCE THE LAST INSPECTION BY THE USACE. THIS
LOCATED PREVIOUSLY BY USACE AND ANY ADDITIONAL DAMAGE THAT
CONDITION SURVEY THAT WILL ACCOUNT FOR ALL CONCRETE DAMAGE
PRIOR TO REMOVAL, THE CONTRACTOR WILL PERFORM A CONCRETE 4.
COMMENCE UNTIL ALL UNSOUND CONCRETE HAS BEEN REMOVED.
ADDRESSED BY CONTRACT MODIFICATION. RECONSTRUCTION SHALL NOT
DETERMINED NOT TO BE THE RESULT OF DEMOLITION EFFORTS SHALL BE
REMOVAL OF ADDITIONAL CONCRETE WHICH WAS RENDERED UNSOUND AND
CONTRACTING OFFICER, SHALL BE REMOVED AT NO COST TO THE GOVERNMENT.
UNSOUND CONCRETE THAT RESULTS FROM DEMOLITION, AS DETERMINED BY THE
SUBMITTED FOR RECORD TO THE CONTRACTING OFFICER. ANY REMAINING
WHEN THE CONTRACTOR WILL TEST THE CONCRETE. FINDINGS SHALL BE
AREAS WITH A HOLLOW SOUND. THE CONTRACTING OFFICER SHALL BE NOTIFIED
INSPECTION SHALL BE SOUNDING WITH A GEOLOGIST’S HAMMER AND NOTING
CONCRETE SURFACES THAT REMAIN AFTER DEMOLITION. THE METHOD OF
INSPECT, IN THE PRESENCE OF THE CONTRACTING OFFICER, ANY AND ALL
UNSOUND CONCRETE WITHIN THE REMOVAL LIMITS. THE CONTRACTOR SHALL
DRAWINGS. THE SURFACES SHALL BE CLEANED AND FREE OF ANY LOOSE OR
3. THE CONTRACTOR SHALL REMOVE ALL CONCRETE TO THE LIMITS SHOWN ON THE
2. VERIFY ALL DIMENSIONS PRIOR TO CONCRETE REMOVAL.
1. FOR GENERAL STRUCTURAL NOTES, SEE SHEET S-001.
STRUCTURAL NOTES
8'0 4' 16' 8'0 4' 16'
S-309
A14
S-309
A1
S-309
A7
-B U
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T
N O
A N
S I
D
A L
M A
W
I
L O
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D D
A M
M
IS
S
IS
S
IP
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IV
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A N
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A M
N O
L
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E
W A
L L
E N
D C
E L
L
W
E S
B
M A
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H
P
A U
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IN
N
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O T
A
S T
P
A U
L D
IS
T
R
E N
A M
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P
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N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
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D U
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IO
N
D A
T A
P
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D U
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N
D A
T A
J S
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G
N E
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T R
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O T
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A N
D T
A B
L E
S-001
N K
O L
J
F A
L L
M
A Y
G
E C
S
-0 d
G O
W
A7
SCALE: NTS
TABLE 1
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
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N
P
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B M
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E D
B Y
C H
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K E
D B
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D R
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N B
Y
D E
S
IG
N E
D B
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C O
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A
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D A
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M A
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SHEET ID
®of Engineers
US Army Corps
U .S
A
R M
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O R
P S
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IN
E E
R S
LAP SPLICE EMBEDMENT
TOP BARS OTHER BARS TOP BARS OTHER BARS
SPLICE AND EMBEDMENT TABLE
Fy = 60000 PSI f'c = 4000 PSI
NO.
SIZE
BAR
LAP SPLICES AND EMBEDMENT LENGTHS (inches)
TABLE 1
SHALL BE USED.
2. WHEN f'c IS GREATER THAN 4000 PSI, THE VALUES IN TABLE 1
A TOP BAR.
12 INCHES ABOVE A CONSTRUCTION JOINT CONSTITUTE
IS CAST BELOW THE BAR. HORIZONTAL BARS GREATER THAN
PLANE SO PLACED THAT MORE THAN 12" OF CONCRETE
LESS THAN 45 DEGREES WITH RESPECT TO A HORIZONTAL
1. TOP BARS ARE HORIZONTAL BARS AND BARS INCLINED
NOTES:
STRUCTURAL GENERAL NOTES:
MASS CONCRETE APPLIES TO THE GAGE WELL ABOVE ELEVATION 672.00.
GAGE WELL BELOW ELEVATION 672.00 AND SPECIFICATION SECTION 03 70 00
SPECIFICATION SECTION 03 45 33 PRECAST STRUCTURAL CONCRETE APPLIES TO THE 3.
TRADES IN ACCORDANCE WITH THE CONTRACTORS ERECTION PLAN.
ANY OTHER ANCHORAGES OR DEVICES REQUIRED FOR WORK OF OTHER
EFFECTS FROM STRIPPING, LIFTING, HANDLING, TRANSPORT, ERECTION OR
IN ACCORDANCE WITH ACI 318. THE CONTRACTORS DESIGN SHALL INCLUDE
ONLY. THE CONTRACTOR SHALL PREPARE AND SUBMIT DESIGN COMPUTATIONS
PRECAST WALL UNITS ARE DESIGNED AND DETAILED FOR IN-SERVICE LOADS 2.
IS 4,500 PSI AT 28 DAYS.
DESIGN CONCRETE STRENGTH FOR PRECAST CONCRETE MEMBERS 1.
PRECAST CONCRETEF.
ASTM A 572/A 572M, GRADE 50 FY=50,000PSI1.
SHEET PILEE.
ASTM A572 GRADE 501.
STEEL H PILESD.
STRUCTURAL PIPES - ASTM A53, GRADE B, FY=35,000PSI4.
STRUCTURAL TUBING - ASTM A500, GRADE B, FY=46,000PSI3.
ANGLES, CHANNELS, BARS, AND PLATES - ASTM A36 FY=36,000PSI2.
W-SHAPES - ASTM A992 OR A572 GRADE 50 FY=50,000PSI1.
STRUCTURAL STEEL AND MISCELLANEOUS METALSC.
TO ASTM A615, GRADE 100.
TO ASTM A615, GRADE 60, EXCEPT ALL-THREAD REBAR SHALL CONFORM
ALL CONCRETE REINFORCING BARS SHALL BE BLACK BARS CONFORMING 1.
REINFORCING STEELB.
NOT EXCEED 2 FEET IN ANY DIRECTION.
DIFFERENCE IN ELEVATION AT ANY LOCATION OF THE PLACEMENT SHALL
PZ AND PS PILING SHALL BE PLACED IN A MANNER IN WHICH THE
TO THE GOVERNMENT. ALL CONCRETE PLACED WITHIN THE END CELL
APPROVED BY THE CONTRACTING OFFICER AT NO ADDITIONAL COST
THE CONTRACTING OFFICER. SMALLER LIFTS MAY BE PLACED IF
PLACEMENT. ANY DEVIATION IN LIFT HEIGHTS SHALL BE APPROVED BY
ON THE DRAWINGS INDICATE THE MAXIMUM PERMISSIBLE CONCRETE
ALL HORIZONTAL CONSTRUCTION JOINTS OR CONCRETE LIFTS SHOWN 3.
OTHERWISE.
PROVIDE 3/4" CHAMFERS AT ALL EXPOSED CORNERS UNLESS NOTED 2.
IS RESPONSIBLE FOR THE MASS CONCRETE MIX DESIGN PROPORTIONS.
COMPRESSIVE STRENGTH (F'C) OF 4500 PSI AT 28 DAYS. THE CONTRACTOR
WITH A MAXIMUM WATER TO CEMENTITIOUS RATIO OF 0.45 AND A MINIMUM
CAST-IN-PLACE CONCRETE FOR THE END CELL SHALL BE MASS CONCRETE 1.
CAST-IN-PLACE CONCRETEA.
MATERIALSII.
ICE AND DEBRIS LOADS ARE CONSIDERED USUAL LOADS FOR DESIGN.2.
GUIDE WALL AT ELEVATION 661.50.
ICE AND DEBRIS LOAD OF 5 KIPS PER LINEAL FOOT WAS APPLIED TO THE 1.
ICE AND DEBRIS LOADE.
NO SEISMIC LOADS USED IN THIS DESIGN.1.
SEISMICD.
LOAD CONSIDERED A USUAL LOAD FOR DESIGN.2.
LOAD OF 76 KIPS ON ANY STRUCTURAL ELEMENT.
SQUARE FOOT OF EXPOSED FACE OF ELEMENT, NOT TO EXCEED A TOTAL
VESSEL THRUST LOAD APPLIED AS A UNIFORM LOAD OF 240 POUNDS PER 1.
VESSEL THRUSTC.
LOAD CONSIDERED A UNUSUAL LOAD FOR DESIGN.2.
LOAD APPLIED AT 30 DEGREES FROM PARALLEL WITH WALL.
HAWSER LOAD APPLIED AS A 160 KIP POINT LOAD AT THE TOP OF THE WALL. 1.
HAWSER PULLB.
FROM THE DOWNSTREAM END OF THE END CELL.
END CELL IMPACT LOADS APPLIED AS POINT LOADS FROM 0 TO 45 DEGREE 2.
EXTREME IMPACT LOAD 1400 KIPS TRANSVERSEB.
UNUSUAL IMPACT LOAD 1000 KIPS TRANSVERSEA.
END CELL1.
VESSEL IMPACT LOADSA.
DESIGN (END CELL) LOADSI.
GROUND SNOW LOAD 50 PSF.E.
WIND 115 (3 SEC. GUST) EXP. C.D.
ASCE 7-10 DESIGN LOADINGS.C.
INTERNATIONAL BUILDING CODE 2015.B.
WISCONSIN COMMERCIAL BUILDING CODE 2018.A.
VI. DESIGN LOADINGS FOR GAGE WELL ENCLOSURE STRUCTURE
DRAWINGS.
STATION NUMBERS ARE SHOWN FOR REFERENCE TO ORIGINAL CONSTRUCTION D.
ALL DIMENSIONS AND LENGTHS ARE BASED ON HORIZONTAL AND VERTICAL PLANES. C.
A TEMPERATURE OF 45 DEGREES F AND AT AN AGE OF 28 DAYS.
ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE SPECIFIED TOLERANCES AT B.
STARTING WORK.
DIMENSIONS AND ELEVATIONS FROM THOSE SHOWN ON DRAWINGS BEFORE
NOTIFY THE CONTRACTING OFFICER OF DISCREPANCIES AND VARIATIONS IN
SHOWN ON THE DRAWINGS AND EXISTING AT THE SITE BEFORE STARTING WORK.
AVAILABLE HISTORIC DRAWING RECORDS. VERIFY ALL DIMENSIONS AND ELEVATIONS
THE EXISTING LOCK BACKGROUND FOR THIS PROJECT WAS DEVELOPED FROM A.
V.MISCELLANEOUS
THE LIFT SURFACE.
ARE EXPOSED UNIFORMLY TO A FULL AMPLITUDE OF APPROXIMATELY 1/4" OVER
CONCRETE SO THAT CLEAN, WELL-BONDED COARSE AGGREGATE PARTICLES
THE RESULTING SURFACE SHALL BE FREE FROM ALL LAITANCE AND INFERIOR
SPECIFICATION SECTION 03 70 00. REGARDLESS OF THE METHOD USED,
ALL CONSTRUCTION JOINTS SHALL BE PREPARED IN ACCORDANCE WITH 2.
BE ALLOWED.
RELOCATION OR ELIMINATION OF ANY JOINT SHOWN ON THE PLANS WILL NOT
CONSTRUCTION AND CONTRACTION JOINTS ARE PART OF THE DESIGN. 1.
IV.CONSTRUCTION/CONTRACTION JOINTS
FOR EACH LEG SHALL BE IN ACCORDANCE WITH TABLE 1.
PROVIDE CORNER BARS OF SAME SIZE AND NUMBER AT ALL CORNERS. LAP LENGTH D.
PROVIDE STANDARD HOOKS WHERE HOOK LENGTHS ARE NOT SPECIFIED.C.
SHALL BE IN ACCORDANCE WITH TABLE 1.
MINIMUM EMBEDMENT LENGTHS AND LAP SPLICE LENGTHS FOR REINFORCING B.
OTHERWISE ON THE PLANS.
CONCRETE PROTECTION FOR ALL REINFORCING SHALL BE 4" UNLESS NOTED A.
III.CONCRETE AND REINFORCING (GENERAL)
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
-B U
IL
T
N O
16'-4 1/2 " TO O.F. OF CONC.
R
/2 T
N D
R A
IL
R
11'-8"
6'-0" 6'-0"
SEE NOTE 11
TEST PILE NO. 2,
FOR DETAILS
SEE SHT. S-503 & S-504
CORNER PROTECTION,
CONT. JT. (TYP)
S-505 FOR DETAILS.
HANDRAIL, SEE SHT.
(TYP)
CONT. JT.
TO BE REMOVED
EXISTING GAGE HOUSE
SEWER
INTERCEPTING
MONOLITH
CONCRETE AFTER DEMOLITION
THE HIGHEST CRACKED PORTION OF
JOINT WILL BE VERTICALLY LOCATED AT
JOINT WITHIN WALL. THE NEWLY FORMED
FORM AND PLACE VERTICAL EXPANSION
STANDARD TO REMAIN)
SIGN AND EXISTING LIGHT
SIGN, (EXISTING OUT DRAFT
AND EXISTING OUT DRAFT
EXISTING LIGHT STANDARD
GUIDEWALL
EXIST.
GUIDEWALL MODIFICATION.
REINSTALL HANDRAIL IN AREA OF
EXIST. HANDRAIL. REMOVE AND
S-306 AND S-307
GAGE WELL, SEE S-104,
CONCRETE PIPE
42" DIA. CLASS III PRECAST
POST
CHECK
(LOCATION TO BE DETERMINED)
NEW CONDUIT PER ELECTRICAL
ON NEW END CELL AND INSTALL
PLACE NEW LIGHT STANDARD
RIPRAP
O.C. EACH WAY, SEE SEC. A1 S-305
REINFORCE WITH #5 AT 12"
NEW 2'-0" THICK CONCRETE APRON,
WINGWALL TO BE REPAIRED
EXISTING CONCRETE
TOP EL 651.00 TIP EL 637.00
Z-SHEET PILE CUTOFF WALL
EL 657.00
PILE
PS31 SHEET
SEE NOTE 11
TEST PILE NO. 3,
SEE NOTE 11
TEST PILE NO. 4,
SEE NOTE 11
TEST PILE NO. 1,
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
R U
C T
U R
A L
P L
A N
A N
D E
L E
V A
T
IO
N
S-101
N K
O L
J
F A
L L
M
A Y
G
E C
S
-1 d
G O
W
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
H1
SCALE: 1/8" = 1'
PLAN - END CELL
ELEVATION
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
L
C END CELLL
LC END CELL
CL
FLOW
S T
A
.1
B
S T
A
.0
B
S T
A
.0
B
A
S T
A
.5
B
STA. 855.50 B
S T
A
.0
C H
E C
K P
O S
T
EXIST. GUIDEWALL
S T
A
.0
B
EL. 672.00
2" EXPANSION JOINT
S T
A
.0
B
E N
D O
F
G U
ID
E
W A
L L
C H
E C
K P
O S
T A
N D
L
IG
H T
S T
A N
D A
R D
S T
A
.5
B
MATCH EXISTING
WALL ARMOR TO END CELL
S-505 FOR DETAILS.
HANDRAIL. SEE SHT.
EL. 672.00 TOP OF END CELL
EL. 667.00 LIFT CONSTR. JT.
(MID-HEIGHT OF CAP)
TOP OF 4TH CONC. LIFT
EL. 662.00 BOT. CONC. CAP
TOP OF SHEET PILE & PRECAST
TOP OF 3RD CONC. LIFT
EL. 658.00 BOTTOM OF PRECAST
EL. 657.50
TOP OF 2ND CONC. LIFT
EL. 652.00
TOP OF 1ST CONC. LIFT
EL. VARIES
EXISTING RIVER BOTTOM
VARIES BETWEEN EL. 647 (±)
EXCAVATE TO EL. 647.00 WITHIN LIMITS
OF SHEET PILE CELL. SEE NOTE 6.
RIPRAP
EL. 628.00
TOE OF PS31 AND
Z-SHEET PILE
SEE NOTE 5.
HP16x121 PILES (TYP)
EL. 585.00 TIP, SEE SPECIFICATIONS
STEEL HP16x121 PILES
FLOW
TIMBER CRIBBING
EXIST. ROCK-FILLED
MONOLITH BEYOND
GUIDEWALL END
FACE OF EXIST.
SHT. S-301.
MODIFICATIONS. SEE
EXIST. GUIDEWALL
EL. 644.00
EL. 658.00 SEE NOTE 7.
ARMOR PLATE
PRECAST WALL UNIT
EL. 656.00 TOP OF EXIST. FTG. BEYOND
EL. 650.00 BOTTOM OF EXIST. FTG. BEYOND
EL. 652.00
TOP OF 1ST CONC. LIFT
PILE
PS31 SHEET
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
0 8'4' 16'
EXISTING TIMBER PILES NOT SHOWN.
NOTE:
8'0 4' 16'
STRUCTURAL NOTES
MONITORING AT LEAST 48 HOURS AFTER INITIAL DRIVING.
11. ALL TEST PILES SHOULD BE RESTRUCK USING PILE DYNAMIC ANALYZER
ULTIMATE TENSION CAPACITY OF 210 KIPS.
ULTIMATE COMPRESSION CAPACITY OF 450 KIPS AND TO OBTAIN A MINIMUM
10. ALL PILES SHOWN ON THIS SHEET SHALL BE DRIVEN TO OBTAIN A MINIMUM
REMOVAL DETAILS. PLACE CONCRETE TO MATCH ORIGINAL AS-BUILT DRAWINGS.
9. CONCRETE TO BE REMOVED AND REPLACED WITH NEW, SEE DRAWING SD102 FOR
INDICATED. SEE SHEET E-101.
8. THE EXISTING LIGHT POLE IS TO BE RE-USED AND RELOCATED TO THE POSITION
SEE SHEET S-304.
7. FOR DETAILS OF COVER PLATE AND ARMOR PLATE ASSEMBLY ON THE END CELL,
C-301.
AND BEDDING MATERIAL TO THE ELEVATIONS AS SHOWN ON SHEETS C-101 AND
647.00, FILL REMAINING EXCAVATION OUTSIDE OF THE SHEET PILE WITH RIPRAP
6. AFTER SHEET PILING IS INSTALLED AND CONCRETE IS PLACED ABOVE ELEVATION
5. ALL PILES TO BE HP16x121 ASTM A572 GRADE 50.
4. SEE SHEET S-505 FOR HANDRAIL DETAILS.
3. SEE SHEET S-504 FOR CHECK POST DETAILS.
2. SEE SHEET S-503 FOR CONTROL JOINT DETAIL.
1. FOR GENERAL STRUCTURAL NOTES, SEE SHEET S-001.
S-103
A1
S-102
A1
S-305
A1
S-305
J1
S-305
-B U
IL
T
N O
1'-10"
/4
2"
/1
/1
/8
20'-1 1/4 "1'-4"
/8
/4
7'-6 3/8 "7'-9 11/16 "
4'- 1/16 "4'-4 1/4 "6'-1 5/16 "
6'-2 1/4 " 9'-1 13/16 "
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
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IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
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D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
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D U
C T
IO
N
D A
T A
J S
E N
B
L O
W E
L E
V A
T
IO
N
E N
D C
E L
L S
E C
T
IO
N A
L P
L A
N V
IE
W
S-102
N K
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J
F A
L L
M
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G
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S
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W
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
A1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
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K E
D B
Y
D R
A W
N B
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D E
S
IG
N E
D B
Y
C O
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C T
N O
S O
L
IC
IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
PILING EL 662.00
TOP OF SHEET
PILING (TYP)
C Z-SHEET L
Z-SHEET PILING (TYP)
PILE
PS31 SHEET
PILING EL 662.00
TOP OF SHEET
ELEV. 657.50.
REMOVE PORTION OF TEMPLATE ABOVE
TO BE ABANDONED IN-PLACE. CUT AND
CONTRACTOR DESIGNED TEMPLATE
E N
D O
F G
U
ID
E W
A L
L
S T
A
.0
B
PILES (TYP)
MONOLITH TIMBER
EXIST. GUIDEWALL
PILING EL 662.00
TOP OF SHEET
CRIBBING (TYP)
FILLED TIMBER
MONOLITH ROCK
EXIST. GUIDEWALL
PSA23 90 DEG.
ROLLED CORNER
STEP TOP OF SHEET PILING
DOWN TO EL 657.50 UNDER-
NEATH PRECAST PANEL
PILING (TYP)
C Z-SHEETL
EL 665.00 (TYP.)
HP 16x121
TOP OF STEEL
R '-1
7/ " T
O C
ENTE
RLI
NE
PS
S
HEET
PI
LI
NG
PILE (TYP.)
HP 16x121
S T
A
.1
B
CIRCUMFERENCE
EL 662.00 AROUND
TOP OF SHEET PILING
LC END CELL
C END CELLL
FLOW
SEE S-104, S-306 AND S-307
CONCRETE PIPE, GAGE WELL,
42" DIA. CLASS III PRECAST
OUTLET PIPE
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
STRUCTURAL NOTES
SHOP DRAWINGS.
4. SUBMIT WORK PLAN FOR INSTALLATION OF PS31 AND Z-SHEET PILES AS PART OF
ELEV. 647 IN ACCORDANCE WITH SPECIFICATION SECTION 09 97 02.
3. ALL SHEET PILES ARE STAY-IN-PLACE FORM WORK AND SHALL BE PAINTED ABOVE
2. PILES FOR END CELL ARE SYMMETRIC ABOUT CENTERLINES, U.N.O.
1. FOR GENERAL NOTES, SEE SHEET S-001.
SCALE: 3/8'' = 1'-0"
SECTION - END CELL
4'0 2' 8'
S-504
A7
S-303
A1
S-502
J1
S-504
G7
-B U
IL
T
N O
1'-6"
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
E R
L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
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L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
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D U
C T
IO
N
D A
T A
P
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D U
C T
IO
N
D A
T A
P
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D U
C T
IO
N
D A
T A
J S
E N
B
O V
E E
L E
V A
T
IO
N
.0
E N
D C
E L
L S
E C
T
IO
N A
L P
L A
N V
IE
W
S-103
N K
O L
J
F A
L L
M
A Y
G
E C
S
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G O
W
D
W I
S P
C S
C
E N
T R
A L
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
A1
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
H
J
K
L
M
N
P
S U
B M
IT
T
E D
B Y
C H
E C
K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
R A
C T
N O
S O
L
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IT
A
T
IO
N N
O
IS
S
U E
D A
T E
S I Z
E
M A
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D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
E N
D O
F G
U
ID
E W
A L
L
S T
A
.0
B
ROLLED CORNER
PSA23 90 DEG.
(TYP.)
Z-SHEET PILING
ELEV. 658.00)
UNIT (ABOVE
PRECAST WALL
C END CELLL
S-304 FOR DETAILS.
PLATING. SEE SHT.
END CELL ARMOR
ELEV. 658.00
ARMOR ABOVE
EXTENT OF WALL
LC END CELL
SEE NOTE 3
S-306 AND S-307
GAGE WELL, SEE S-104,
PILE
PS31 SHEET
PILING (TYP.)
Z-SHEET
PILE (TYP)
HP16x121
S T
A
.1
B
R 16'-4 1/2
" TO OUTSIDE FACE OF CONCRETE
FLOW
SEE SHT. S-301
MODIFICATIONS.
EXIST. GUIDEWALL
MONOLITH JOINT
JOINT SEALANT WITHIN
FILLER, BACKER ROD, AND
PROPERLY PLACE JOINT
ABOVE ELEV. 662.00. (TYP.)
PRIOR TO CONC. PLACEMENT
REQ'D TO SEAL ALL GAPS
ADDITIONAL FORMWORK
G1 S-503
JOINT, SEE DET.
2" EXPANSION
ORIGINAL AS-BUILT CONDITION
CONCRETE TO MATCH
AND REPLACE WITH NEW
REMOVE EXISTING CONCRETE
CRACK, SEE NOTE 5
INTO WALL TO REPLACE
FORM MONOLITH JOINT
ELEV. 657.50.
PORTION OF TEMPLATE ABOVE
IN-PLACE. CUT AND REMOVE
TEMPLATE TO BE ABANDONED
CONTRACTOR DESIGNED
OF WALL EL 672.00
FROM EL 662.00 TO TOP
FILL WITH CONCRETE
OF SHEET PILE EL 662.00.
DREDGE MATERIAL TO TOP
VOID WITH COMPACTED
FILL INTERIOR SHEET PILING
ORIGINAL AS-BUILT CONDITION
WITH NEW CONCRETE TO MATCH
BE DEMOLISHED AND REPLACE
WALL MONOLITH PORTION TO
EXISTING CONCRETE TIE-BACK
BOTTOM ELEVATION
EXISTING RIVER
GAGE HOUSE TO
REMOVE EXISTING
MATCH AS-BUILT CONDITION
AND REPLACE WITH NEW TO
REMOVE EXISTING CONCRETE
PIPE
PRECAST CONCRETE
42" DIA. CLASS III
OUTLET PIPE
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
A T
IO
N
D A
T U
M
V E
R T
IC
A
L C
O N
T R
O L
C
O O
R D
IN
A
T E
S Y
S T
E M
H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
STRUCTURAL NOTES
WITHIN MONOLITH JOINT.
PROPERLY PLACE JOINT FILLER, BACKER ROD, AND JOINT SEALANT DEMOLITION.
WILL BE VERTICALLY LOCATED AT THE LOWEST CRACKED PORTION OF CONCRETE AFTER
FORM AND PLACE VERTICAL EXPANSION JOINT WITHIN WALL. THE NEWLY FORMED JOINT 5.
DETAILS.
4. SEE SHEET S-502 FOR WALL ARMOR, CORNER PROTECTION AND EXPANSION JOINT
YELLOW IN ACCORDANCE WITH SPECIFICATION SECTION 09 97 02.
3. VERTICAL CONCRETE SURFACE ABOVE ELEVATION 662.00 SHALL BE PAINTED SAFETY
2. FOR PILE LOCATION, SEE SHEET S-102.
1. FOR GENERAL NOTES, SEE SHEET S-001.
LEGEND
CONCRETE REMOVALS
SECTION - END CELL
'' = 1'-0"8
3SCALE:
4'0 2' 8'
FORMWORK
RIPRAP
S-502
J1 S-502
H11
S-305
A13
S-303
A1
S-304
L1
S-304
L7
-B U
IL
T
N O
(D R
IL
L
A N
D E
P O
X Y
G R
O U
T
M
IN
E
M B
E D
T
Y P
M
IN
L
A P
4" 6"
(TYP.)
1 1/2 " CLR 7
10"
(TYP.)
1 1/2 " CLR
(D
R
IL
L A
N D
E P
O X
Y G
R O
U T
M
IN
E
M B
E D
T
Y P
M
IN
L
A P
(D R
IL
L
A N
D E
P O
X Y
G R
O U
T
M
IN
E
M B
E D
T
Y P
M
IN
L
A P
(TYP.)
1 1/2 " CLR
6"4"
S
E E
N O
T E
W
S C
R E
E N
H
IN
G
E D
D O
O R
10" (TYP.)
4'-0" (TYP.)2'-0" (TYP.)
10'-4"
9'-9 1/4 "
9'-5 1/4 "
2'-8 5/8 "2'-0"2'-0"2'-8 5/8 "
/8
/8
/4
/4
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
R
IV
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L O
C K
A N
D D
A M
N O
L
O W
E R
G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
E N
A M
E
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
P
R O
D U
C T
IO
N
D A
T A
J S
E N
P
A N
V
IE
W S
A N
D S
E C
T
IO
N S
G A
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W E
L L
S-104
N K
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F A
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.9
H1
SCALE: 3/4" = 1'
PLAN VIEW - GAGE WELL STRUCTURAL
H11
PLAN VIEW - GAGE WELL ROOF
A13
B
C
D
E
F
G
H
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K
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P
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B M
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T
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B Y
C H
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K E
D B
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D R
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N B
Y
D E
S
IG
N E
D B
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C O
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S O
L
IC
IT
A
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IO
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D A
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S I Z
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M A
R K
D E
S C
R
IP
T
IO
N D
A T
E
SHEET ID
WINDOW
WALL
GAGE WELL
(TYP.)
#5 @ 12" O.C.
CONC. EL 672.00
TOP OF END CELL
DOOR
WALL
GAGE WELL
CONC. EL 672.00
TOP OF END CELL
(TYP.)
#5 @ 12" O.C.
CONC. EL 672.00
TOP OF END CELL
(TYP.)
#5 @ 12" O.C.
WALL
GAGE WELL
DOOR
HINGE
TO OF CAP
EL 672.00
SEE NOTE 1
WINDOW (TYP.),
WALL
ROOF
36/4 PATTERN, NO SIDELAP FASTENERS
USING 5/8" DIA. PUDDLE WELDS IN A
20 GAGE, FASTEN TO EACH SUPPORT
1 1/2" STEEL ROOF DECK TYPE B
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
A T
IO
N
D A
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M
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IC
A
L C
O N
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C
O O
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IN
A
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S Y
S T
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H
O R
IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
R
C F
G E
O
ID
1. COORDINATE THE DIMENSIONS WITH DOOR AND WINDOW SUPPLIER FOR THE OPENINGS.
2'0 1' 4' 2'0 1' 4'
2'0 1' 4'2'0 1' 4'2'0 1' 4'
A1
A13
A7
S-307
A7
S-307
G7
S-307
G1
S-307
L13
S-307
G13
S-307
L1
S-307
L7 S-307
-B U
IL
T
N O
7 1/2"
2"
2"
3'-0" 1'-3"
6'-6"
5'-10 1/4 "
6 3/4 " CLR
/4
(TYP.)
2 3/4"
(T Y P
3" C
LR
3" C
LR 4
7'-4"
(T Y
P
C
L R
6'-0"
D
W L
S S
P A
/1
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
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IS
S
IS
S
IP
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L O
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L
O W
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G U
ID
E
W A
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D C
E L
L
W
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B
M A
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H
P
A U
L M
IN
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O T
A
S T
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IS
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A M
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P
R O
D U
C T
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N
D A
T A
P
R O
D U
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N
D A
T A
P
R O
D U
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N
D A
T A
P
R O
D U
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N
D A
T A
J S
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O F
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IN
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C O
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T R
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.9
SECTION
J7
DETAIL - PRECAST CONNECTION TO EXIST. DETAIL - CAST-IN-PLACE TO EXIST.
J15
SECTION - GUIDEWALL RECONSTRUCTION SECTION - GUIDEWALL RECONSTRUCTION
A15
B
C
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F
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B M
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T
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B Y
C H
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K E
D B
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D R
A W
N B
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D E
S
IG
N E
D B
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C O
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S O
L
IC
IT
A
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S I Z
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M A
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D E
S C
R
IP
T
IO
N D
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E
SHEET ID
EXISTING & PRECAST WALL
GROUT VOID BETWEEN
ARMOR
CORNER
EXISTING
ARMOR
WALL
EXISTING
LOCK WALL
FACE OF
CORNER UNIT
NEW PRECAST
AT 1'-6" O.C.
/8"x1'-6" SPA.32x
ANCHOR BAR
ARMOR
NEW WALL
CHAMFER
/2" x 3"1
5°
P 3/4"x14"x7'-6"
FROM EL. 662.00
TO WATER LINE
L
TYP AT WALL ARMOR
ABOVE EL. 662.00
ARMOR
NEW WALL
CONCRETE
IN-PLACE
NEW CAST-
ELEV. 662.00)
REMOVAL (ABOVE
LINE OF CONCRETE
ARMOR
WALL
EXISTING
LOCK WALL
FACE OF
9 - #7 DOWELS
DRILL AND
EPOXY GROUT
TO MATCH
VERT #7 (TYP).
EMBEDMENT (TYP).
WITH MIN. 2'-1"
GROUT #7 DOWEL
DRILL AND EPOXY
9 - #7 BT
(TYP)
REMOVAL
LINE OF CONC.
GUIDEWALL
EXIST.
ARMOR
NEW WALL
PROTECTION
NEW CORNER
9 - #7 BARS TO
LAP W/ #7'S
FROM PRECAST
UNIT
EL. 672.00
NEW WALL ARMOR
PROTECTION
NEW CORNER
UNIT
CORNER
PRECAST
PROTECTION
CORNER
EXIST.
WALL ARMOR
EXIST.
FINISH
RAKE
#7 (TYP.)
EL. 658.00
BOT. OF PRECAST
EL. 662.00
TOP OF PRECAST
EL. 672.00
ARMOR
CORNER
UNIT
CORNER
PRECAST
JOINT
CONSTR.
CONCRETE
CAST-IN-PLACE
E.W. (TYP.)
#7 @ 12"
#7 @ 12" (TYP.)
#7 (TYP.)
JOINT
CONSTR.
IN CONCRETE WALL
SUPPORT ABANDONED
ADDITIONAL STEEL
SHEET S-302 FOR
INFILL BELOW - SEE
NEW PRECAST CORNER
BAR (TYP.)
LAP W/ VERT. #7
2'-1" EMBEDMENT
GROUT #7 W/ MIN.
DIRLL AND EPOXY
(GR 100) (TYP.)
#7 ALL-THREAD REBAR FINISH
RAKE
EXISTING WALL
PRECAST &
GROUT BETWEEN
GROUT, SEE NOTE 2
SEAL TO CONTAIN
TO AVOID STEEL SUPPORT FRAME
#7 (TYP.) SHIFT BARS AS REQ'D
EQ. SPA.
10 - #7 BARS
EL. 662.00 TOP OF
PRECAST
EL. 672.00 TOP
OF WALL
EL. 658.00 BOT. OF
PRECAST
CAP (TYP)
CORNER PROTECTION
CAP (TYP)
PROTECTION
CORNERFOR SETTING PRECAST
TO ALLOW CLEARANCE
TRIM BOT. LEG AT 45 DEG
CORNER PROTECTION.
TYP @ WALL
ARMOR
TYP
REMOVAL
CONC.
LINE OF
®of Engineers
US Army Corps
U .S
A
R M
Y C
O R
P S
O F
E N
G
IN
E E
R S
E L
E V
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IO
N
D A
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M
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A
L C
O N
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C
O O
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IN
A
T E
S Y
S T
E M
H
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IZ
O
N T
A L
C O
N T
R O
L
C O
M B
IN
E
D F
A C
T O
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C F
G E
O
ID
3. SEE SHEET S-502 FOR CORNER PROTECTION AND WALL ARMOR DETAILS.
03 11 14 FOR APPROVAL.
COORDINATION WITH THE FORMWORK SUBMITTAL OF SPECIFICATION SECTION
USED. CONTRACTOR SHALL SUBMIT PROPOSED METHOD OF PROVIDING SEAL IN
TO CONTAIN GROUT. USE OF GROUT SOCKS OR OTHER APPROVED MEANS MAY BE
2. CONTRACTOR SHALL PROVIDE SEAL ALONG BOTTOM AND SIDES OF PRECAST UNIT
1. FOR GENERAL STRUCTURAL NOTES, SEE SHEET S-001
STRUCTURAL NOTES
0 2' 4'1' 6"0 3" 1' 6"0 3" 1'
0 2' 4'1' 0 2' 4'1' 0 2' 4'1'
HAND
OPP.
HAND
OPP.
A15 J15
A7
J15
J7
J7
-B U
IL
T
N O
4 1/4 "
6'-1"
6"
2'-7 1/4 "
3 1/2 "
3"
2'-8"
2'-8"
6"
2' -2 /2
1' -5
1' -5
9"
9"
5'-10"
1'-5"
3"
2'-3" 3
/2
2' -6
2' -6
2'-7 1/4"
P
R O
J E
C T
IO
N
VARIES
1'-6"8"
5'-6"
1'-4"1'-6"1'-4"
8"2'-10"8"
1'-5"
A N
S I
D
A L
M A
W
I
L O
C K
A N
D D
A M
M
IS
S
IS
S
IP
P I
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IV
E R
L O
C K
A N
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A M
N O
L
O W
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G U
ID
E
W A
L L
E N
D C
E L
L
W
E S
B
M A
R C
H
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
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IS
T
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A M
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P
R O
D U
C T
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N
D A
T A
P
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N
D A
T A
P
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D U
C T
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N
D A
T A
P
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D U
C T
IO
N
D A
T A
J S
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O F
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IN
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G U
ID
E
W A
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C O
N S
T R
U C
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N
S-302
N K
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.9
F13
SCALE: 1 1/2" = 1'
PRECAST SECTION AT EXIST. WALL SUPPORT
A13
SCALE: 1/2" = 1'
PRECAST SECTION AT EXIST. WALL
A1
SCALE: 1" = 1'
EXISTING GUIDEWALL PRECAST INSTALLATION
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
A
B
C
D
E
F
G
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J
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B M
IT
T
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B Y
C H
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K E
D B
Y
D R
A W
N B
Y
D E
S
IG
N E
D B
Y
C O
N T
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N O
S O
L
IC
IT
A
T
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N N
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IS
S
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D A
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S I Z
E
M A
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D E
S C
R
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N D
A T
E
SHEET ID
CL
C 8 1/2"x8 1/2"x1" P
LA
T E S
L
L 4 - #7 ALL-THREAD REBAR (GR. 100)
DRILLED AND EPOXY GROUTED INTO
EXIST. CONCRETE (IN ADVANCE).
COMPLETE ASSEMBLY SHALL BE
IN SNUG-TIGHT CONDITION PER
BAR MANUFACTURER'S
RECOMMENDATION
C
3 - SPACER PLATES (T&B)
C10x30 WALERS WITH
LC 4"x7"x1/2" S P A C E R
PL
#7 ALL-THREAD REBAR
(100 KSI) CAST INTO
PRECAST WITH 6"x6"x1"
PLATE WASHER FOR
ANCHORAGE (4 TOTAL).
COMPLETE ASSEMBLY
SHALL BE IN SNUG-TIGHT
CONDITION PER BAR
MANUFACTURER'S
RECOMMENDATION
A X
IS
B
E A
M
LIN
E
LC
A X
IS
B
E A
M
LIN
E
RECOMMENDATION
MANUFACTURERS
LIFTING EYES PER
L PICK POINTS (2 EA.)
SEAL TO CONTAIN
GROUT. SEE NOTE 2.
L 1/4"x1 1/2"x1 1/2" WITH
EXPANSION ANCHORS
FOR ALIGNMENT
DURING POSITIONING
CONCRETE REMOVAL LIMITS
GUIDEWALL
EXISTING
C NEW PRECAST CORNER
C "x 7" x1…
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