W912ES25B0001_PLANS.pdf
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- Solicitation number
- W912ES25B0001
About this file
This file contains engineering design drawings and specifications for repairs to Baldhill Dam in Valley City, North Dakota, issued by the U.S. Army Corps of Engineers St. Paul District under solicitation W912ES25B0001. The drawings detail multiple repair requirements including concrete rehabilitation of the ogee spillway surface and vertical pier surfaces, injection grouting of horizontal construction joints, and replacement of corroded tainter gate skin plate splice fasteners.
The technical drawings specify work across three gate bays with detailed elevation measurements, concrete removal areas, reinforcement installation, and grouting injection points. Key specifications include drilling vertical reinforcement holes, pressure injection of chemical grout into horizontal joints, concrete surface preparation requirements, and installation of mechanically galvanized fasteners for the tainter gates. The drawings also include hydrological data showing flow duration curves, daily flow hydrographs, and pool/tailwater elevation data from 1951-2024 to aid in construction planning. The project site features an ogee spillway crest at elevation 1252.0 feet, three tainter gates, and concrete apron extending downstream. Staging areas and access points are identified in the vicinity maps.
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VALLEY CITY, MN
BALDHILL DAM
RED RIVER OF THE NORTH RIVER BASIN
BALDHILL DAM MULTIPLE REPAIRS
W912ES25B0001
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SOLICITATION NO.:
CONTRACT NO.:
ISSUE DATE:
APPROVED BY:
APPROVAL RECOMMENDED BY:
CHIEF DIVISIONENGR & CONST
EC-D
CHIEF
CHIEF BRANCH
BRANCH
CHIEF BRANCH
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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
of Engineers
US Army Corps
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JAN 2025
BALDHILL DAM
SHEYENNE RIVER
LOCATION
SIPHON
BOAT ACCESS
3 AND 4.
STAGING AREA 2,
ACCESS TO
STAGING AREA 1
ACCESS TO
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VICINITY MAP
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DESCRIPTION
CONSTRUCTION DRAWING INDEX
PRODUCT I.D.
DRAWING NO.
AS-BUILT
REF.
SHEET
SD102
SD101
S-303
S-302
S-301
S-300
S-200
S-101
S-100
S-001
G-101
G-003
G-002
G-001
APRON CONCRETE REMOVAL/REPAIR
OGEE SPILLWAY AND PIERS CONCRETE REMOVAL - REPAIRS
SPILLWAY AND APRON OVERLAY FOR GATE BAYS 1, 2, AND 3
SPILLWAY TO PIER/ABUTMENT GROUNTING DETAILS
SPILLWAY GROUTING DETAILS
VERTICAL REINFORCEMENT INSTALLATION
TAINTER GATE REPAIR DETAILS
WEIR SCOUR REPAIR
SPILLWAY STRUCTURE PLAN AND SECTION
GENERAL STRUCTURAL NOTES
SITE MAP
DRAWING INDEX, REFERENCE INDEX, GENERAL NOTES AND LEGEND
VICINITY MAP AND LOCATION MAP
COVER SHEET
BDOSR_SD102.DGN
BDOSR_SD101.DGN
BDOSR_S-303.DGN
BDOSR_S-302.DGN
BDOSR_S-301.DGN
BDOSR_S-300.DGN
BDOSR_S-200.DGN
BDOSR_S-101.DGN
BDOSR_S-100.DGN
BDOSR_S-001.DGN
BDOSR_G-101.DGN
BDOSR_G-003.DGN
BDOSR_G-002.DGN
BDOSR_G-001.DGN
DESCRIPTION PRODUCT I.D.
REF.
SHEET
DRAWING NO.
REFERENCE DRAWING INDEX
FLOW DURATION CURVES JULY - DECEMBER 1951 - 2024
FLOW DURATION CURVES JANUARY - JUNE 1951 - 2024
DAILY TAILWATER ELEVATION HYDROGRAPHS JANUARY 01 - DECEMBER 31 2014 -2023
DAILY POOL ELEVATION HYDROGRAPHS JANUARY 01 - DECEMBER 31 2014 -2023
DAILY FLOW HYDROGRAPHS JANUARY 01 - DECEMBER 31 2014 -2023
TAINTER GATE SKIN PLATE ASSEMBLY
SPILLWAY WEIR, CHUTE & STILLING BASIN SLAB REINFORCING
SPILLWAY WEIR, CHUTE & STILLING BASIN SLAB MASONRY
SPILLWAY GENERAL SECTIONS
EXISTING GATED SPILLWAY, PLAN OF DEMOLITION, REMOVAL, AND DRAINS
SHEET NUMBER 5 OF 5
SHEET NUMBER 4 OF 5
SHEET NUMBER 3 OF 5
SHEET NUMBER 2 OF 5
SHEET NUMBER 1 OF 5
R23-L-BH-355/011_TG_SKIN_PLATE_ASSEMBLY
R23-L-BH-40-12_Spillway_Chute&SlabReinforcing
R23-L-BH-40-11_Spillway_Chute&Slab_Masonry
R23-L-BH-40-2_Spillway_General_Section
BHD_Rehab_Stage1_R23-L-BH-40-29_Spillway_Demo
LIMITS OF WORK
FILL
CUT
97-41M
WATERMAIN
P.I. POINT
MANHOLE
CATCHBASINCB
WATER VALVE
FIRE HYDRANT
SANITARY SEWER
EXISTING
STORM SEWER
EXISTING
LEVEE
AND NUMBER
DWG OUTLINE
OVERHEAD P0WER
EXISTING
GROUND DUCT
EXISTING UNDER-
EXISTING GAS
SHEETPILE
SHEET ID X-000
BUILDINGS
REMOVED
SEWER
SANITARY
NEW
SEWER
NEW STORM
GENERAL LEGEND
AND NUMBER
LOCATION
BORING
3 DIMENSIONAL
POINT
CONTROL
2 DIMENSIONAL
POINT
CONTROL
1 DIMENSIONAL
POINT
CONTROL##
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FOR N, O, P, AND Q
INJECTION HOLES
FOR V AND U
INJECTION HOLES
60 KSI REINFORCEMENT
HOLES FOR #8 REBAR
HOLES
VERTICAL INJECTION
CONCRETE REPAIR
b6ecprf2 Text Box
ADVERTISEMENT
DAM
BALDHILL
PROJECT LOCATION
STAGING AREA 1
STAGING AREA 2
DRAWING G-002
STAGING AREA 2, SEE
ACCESS ROAD TOSTAGING AREA 3
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STAGING AREA 1
ACCESS ROAD TO
SEE SHEET G-002.
TO STAGING AREA 3.
ACCESS ROAD
LAKE ASHTABULA
S H
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N N
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IV
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F L O
W
GATE BAY 1
GATE BAY 2
GATE BAY 3
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GENERAL NOTES
PRE-PROJECT, CONDITION.
DISTURBED DURING CONSTRUCTION TO BE RESTORED TO ORIGINAL,
2. DOCUMENT EXISTING CONDITIONS PRIOR TO CONSTRUCTION. ALL AREAS
DETERMINE FINAL LOCATION FOR PARKING AND STAGING AREAS.
CONTRACTOR TO COORDINATE WITH CONTRACTING OFFICER TO
1. APPROXIMATE LOCATION FOR PARKING AND STAGING AREA ARE SHOWN.
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GENERAL NOTES
NON-SHRINK GROUT MIXTURE ADJUSTMENTS.
SHRINK GROUT MIXTURE. REFER TO SPECIFICATIONS FOR
WATER FROM HOLE BEFORE GROUTING AND ADJUST NON-
DURING GROUTING FOR VERTICAL REINFORCEMENT, PUMP
MONOLITH JOINTS UNDER PRESSURE. IF WATER IS PRESENT
INJECTION HOLES. WATER MAY ENTER THROUGH HORIZONTAL
2. BE AWARE OF HYDROSTATIC PRESSURES WHEN DRILLING
PERFORM ALL JOINT DRILLING AND FLUSHING.
1. PRIOR TO PACKING THE UPSTREAM HORIZONTAL JOINTS,
CHEMICAL GROUTING:
REQUIREMENTS SHOWN ON PLANS.
SHALL BE DESIGNED BY THE CONTRACTOR AND CONFORM TO MINIMUM
VENDORS' SPECIFICATIONS AND INSTRUCTIONS. EMBEDMENT DEPTHS
FOR EXPANSION ANCHORS INTO EXISTING CONCRETE STRUCTURE, SEE5.
CONSTRUCTION JOINTS.
DISCONTINUED AT EXISTING (AS-BUILT) EXPANSION JOINTS AND
4. UNLESS OTHERWISE INDICATED, ALL REINFORCEMENT SHALL BE
SHIFTED SLIGHTLY TO AVOID EMBEDDED ITEMS AND OTHER OBSTRUCTIONS.
3. SUBJECT TO APPROVAL BY THE CONTRACTING OFFICER, BARS MAY BE
REINFORCING BARS IS NOT PERMITTED.
EXCEPT AS SPECIFICALLY INDICATED ON THE DRAWINGS, WELDING OF2.
REINFORCING SHOP DRAWINGS FOR APPROVAL.
THESE PLANS. SPLICE LOCATIONS AND LENGTHS SHALL BE SHOWN ON THE
1. REINFORCEMENT SPLICES MAY BE REQUIRED THAT ARE NOT SHOWN ON
REINFORCEMENT AND ANCHORAGES
SHALL MATCH EXISTING LOCATION.
ALL NEWLY PLACED JOINTS (EXPANSION, CONSTRUCTION, AND CONTRACTION)2.
UNLESS OTHERWISE INDICATED.
ALL MATERIALS SHALL BE IN ACCORDANCE WITH THE SPECIFICATIONS1.
CONCRETE
IN THE DRAWINGS.
WITHIN EACH GATE BAY SHALL BE DEMOLISHED AND REMOVED AS SHOWN
2. THE EXISTING DE-LAMINATED AND UNSOUND CONCRETE OGEE SURFACES
SHOWN IN THE DRAWINGS.
ALONG THE PIERS AND ABUTMENTS SHALL BE DEMOLISHED AND REMOVED AS
EXISTING DE-LAMINATED AND UNSOUND VERTICAL CONCRETE SURFACES1.
:CONCRETE REMOVAL, DEMOLITION, AND REPAIRS
STRICTLY.
AND SEQUENCE. ALL APPLICABLE SAFETY REGULATIONS TO BE FOLLOWED
FOR ALL CONSTRUCTION MEANS, METHODS, PROCEDURES, TECHNIQUES,
SUPERVISE AND DIRECT THE WORK AND SHALL BE SOLELY RESPONSIBLE
THE METHODS OR MEANS OF CONSTRUCTION. THE CONTRACTOR SHALL
STRUCTURE AND, EXCEPT WHERE SPECIFICALLY SHOWN, DO NOT INDICATE
THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED2.
GENERAL NOTES.
REFER TO THE SPECIFICATIONS FOR REQUIREMENTS IN ADDITION TO THE
THESE GENERAL NOTES ARE NOT INTENDED TO REPLACE SPECIFICATIONS.1.
GENERAL NOTES
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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
AD
VE
R
TI
SE
M
EN
T
JA
N
PIER 1
ABUTMENT
RIGHT
PIER 4
ABUTMENT
LEFT
5'23'12' 5'30'5' 12'23'5'
2'
SLOT
BULKHEAD
BULKHEAD
GATE SILL
TAINTER
JOINT
CONSTRUCTION
JOINT
CONSTRUCTION
SLOT
BULKHEAD
A N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:2
:1
A
M
/1 /2
B D
M U
R E
S
-1
.d g n
T G
R U
N D
H O
F F
P
A N
A N
D S
E C
T
IO
N
S P
IL
L
W A
Y S
T R
U C
T U
R E
S-100
D F
O R
D
J G
O S
N E
M U
R E
S
-1 .d
A
A R
O
H1
SCALE: 1/8" = 1'-0"
PLAN
A1
SCALE: 1/4" = 1'-0"
SECTION - SPILLWAY
D
N D
S P
C S
S
O U
T H
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
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
STA. 0+06.0A
STA. 0+00.0
STA. 0+05.65B
STA. 0+30.5B
STA. 0+30.5B
F L
O W
PIER 3PIER 2
CL
GATE BAY 1 GATE BAY 2 GATE BAY 3
CL
CL
S T
A
S T
A
S T
A
STA. 0+25.66B
STA. 0+18.82B
STA. 0+13.34B
A1
FLOW
S T
A
.5 B
S T
A
.6
B
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
EL. 1238.5
EL. 1243.5
18"
18"
18"
EL. 1247.5
EL. 1251.80
SUPPORT
TOP OF BULKHEAD
EL. 1249.30
EL. 1244.0
EL. 1239.0
EL. 1234.0
EL. 1248.0
CONSTRUCTION JOINTS.
DAM SURFACE ON VERTICAL
OF THE UPSTREAM VERTICAL
LOCATED 2'-6" DOWNSTREAM
EXISTING COPPER WATER STOP
UNKNOWN AND MAY BE COMPROMISED.
OF THE BITUMINOUS CEMENT IS
VERTICAL JOINTS. THE CONDITION
2' X 3/16" BITUMINOUS CEMENT AT
SPILLWAY
APRON
EL. 1236.92
EL. 1252.0
TOP OF CREST
BULKHEAD SLOT
DOWNSTREAM
®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
GENERAL NOTES
0 4' 8'2'
0 8'4' 16'
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
8. PROPERLY CURE AND PROTECT NEWLY PLACED CONCRETE AS SPECIFIED.
7. PLACE CONCRETE IN SPILLWAY AND VERTICAL REPAIR AREAS.
GROUTING UNTIL SPECIFIED PERCENTAGE HAS BEEN ACHIEVED.
PUMPED INTO EACH HORIZONTAL JOINT. IF REQUIRED PERFORM CHEMICAL
6. THROUGH CORE SAMPLES, VERIFY THE PERCENTAGE OF CHEMICAL GROUT
5. PERFORM PRESSURE INJECTION OF CHEMICAL GROUT.
CONSTRUCTION JOINT.
4. DRILL INJECTION HOLES AND CLEAN OUT, AS SPECIFIED, EACH HORIZONTAL
TO CONTROL EXCESSIVE UPLIFT PRESSURES.
3. DRILL AND EPOXY VERTICAL REINFORCEMENT ANCHORAGES INTO SPILLWAY
CONCRETE FROM SPILLWAY AND VERTICAL SURFACES. SEE SD101.
2. PERFORM CONCRETE REMOVAL WITHIN EACH GATE BAY 1, 2, AND 3. REMOVE
DIMENSIONS.
1. PRIOR TO THE START OF ON-SITE WORK FIELD VERIFY ALL ELEVATIONS AND
AD
VE
R
TI
SE
M
EN
T
JA
N
19 ROWS @ 1' 7.2" TYP.
3 ROWS @ 1' 7.2" TYP.
3 ROWS @ 1' 7.2" TYP.
6"6" 6"
7 ROWS @ 1' 7.2" TYP. 13 ROWS @ 1' 7.2" TYP.
3 ROWS @ 1' 7.2" TYP.
6"
A N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L D
IS
T
R
IC
T
S T
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:2
:3
A
M
/1 /2
B D
M U
R E
S
-1
.d g n
T G
R U
N D
H O
F F
IL
L
W A
Y L
O C
A T
IO
N
O F
D R
IL
L
E D
H O
L E
S
S-101
D F
O R
D
J G
O S
N E
M U
R E
S
-1 O
L D
.d
A
A R
O
SCALE: 1/4" = 1' - 0"
PLAN VIEW - LOCATION OF DRILL HOLES
D
N D
S P
C S
S
O U
T H
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
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
C L A
T S
T A
STA. 0+00.0
STA. 0+05.65B
STA. 0+06.0A
N
O
P
Q
RIGHT
ABUTMENT
PIER 1
PIER 3PIER 2
GATE BAY 1 GATE BAY 2
S T
A
UVVV UV UV UV UV UUUU VU VU V
H1
S-301 H1
S-300
A1
S-302
UV UVVV UV UV UV UV UU VV UV UU
VERTICAL JOINTS
WITHIN 6" OF
DO NOT DRILL
VERTICAL JOINTS
WITHIN 6" OF
DO NOT DRILL
VERTICAL JOINTS
WITHIN 6" OF
DO NOT DRILL
VERTICAL JOINTS
WITHIN 6" OF
DO NOT DRILL
N
O
P
Q
N
O
P
Q
N
O
Q
/4
H1
S-302
6" FROM
DOWNSTREAM
BULKHEAD
FACE
®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
GENERAL NOTES
7. CONTRACTOR SHALL FIELD VERIFY ALL ELEVATIONS AND DIMENSIONS.
WATERSTOPS SHALL NOT VARY TOWARD THE WATERSTOP.
HORIZONTAL PLANE FROM THE DRAWN LOCATIONS. HOLES ADJACENT TO
6. HOLE LOCATION SHALL NOT VARY MORE THAN +/- 2.0 INCHES IN THE
REINFORCEMENT. SEE SECTION H1 ON S-300.
5. HOLES IDENTIFIED WITH SQUARES ARE FOR INSTALLING VERTICAL
THE UPSTREAM VERTICAL SURFACE, SEE SECTION A1 ON S-301.
UPSTREAM TO INTERCEPT EACH JOINT A MINIMUM OF 1'-0" DOWNSTREAM OF
IDENTIFIED WITH CIRCLES AND LABELED WITH "U" AND "V" ARE ANGLED
AND LABELED WITH "V" ARE FOR SEALING JOINT 2 AT EL. 1244. INJECTION HOLES
SEALING JOINT 1 AT EL. 1248. INJECTION HOLES IDENTIFIED WITH CIRCLES
4. INJECTION HOLES IDENTIFIED WITH CIRCLES AND LABELED WITH "U" ARE FOR
THE COPPER WATERSTOP. SEE SECTION A1 ON S-302.
LABELED WITH "N". "O", AND "P" ARE 12 INCHES ABOVE AND 12 INCHES BELOW
COPPER WATERSTOP, INJECTION HOLES IDENTIFIED WITH CIRCLES AND
IDENTIFIED WITH CIRCLES AND LABELED WITH "Q" IS 12 INCHES BELOW THE
THE OGEE SPILLWAY AND PIER OR ABUTMENT WALLS. INJECTION HOLES
AND "Q" ARE FOR SEALING THE VERTICAL CONSTRUCTION JOINT BETWEEN
3. INJECTION HOLES IDENTIFIED WITH CIRCLES AND LABELED WITH "N", "O", "P",
SECTION H1 ON S-301.
TRIANGLES SHALL BE DRILLED VERTICALLY INTO THE OGEE SPILLWAY. SEE
HORIZONTAL CONSTRUCTION JOINTS. INJECTION HOLES IDENTIFIED WITH
2. INJECTION HOLES IDENTIFIED WITH TRIANGLES ARE FOR SEALING THE
TO GATE BAY 3.
1. THE DRILL PATTERN SHOWN IN GATE BAY 1 IS TYPICAL AND SHALL BE APPLIED
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
AD
VE
R
TI
SE
M
EN
T
JA
N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:2
:0
A
M
/1 /2
B D
M U
R E
S
-2
.d g n
T G
R U
N D
H O
F F
IN
T
E R
G A
T E
R E
P A
IR
D
E T
A
IL
S
S-200
J G
O S
N E
M U
R E
S
-2 .d
A
A R
O
DETAIL - TAINTER GATE DOWNSTREAM ELEVATION
H1
PHOTO - TAINTER GATE DOWNSTREAM VIEW
D
N D
S P
C S
S
O U
T H
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
SEE NOTE 1.
SEE NOTE 1.
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
GENERAL NOTES
THE FREE EDGES.
RIGID PART OF THE JOINT AND WORKING TO THE OUTSIDE OF THE CONNECTION OR
CONTACT. PERFORM SNUGGLING IN A SYSTEMATIC MANNER STARTING AT THE MOST
WORKER WITH AN ORDINARY SPUD WRENCH THAT BRINGS THE PLIES INTO FIRM
BY EITHER A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A
CONDITION. THE SNUG-TIGHT CONDITION IS DEFINED AS THE TIGHTNESS ATTAINED
5. BOLTS MUST BE INSTALLED IN CONNECTION HOLES BROUGHT TO A SNUG-TIGHT
BOTH SIDES OF THE SKIN PLATE IN CONTACT WITH THE NUT AND BOLT HEAD.
4. INSTALL MECHANICALLY GALVANIZED FASTENERS AS SPECIFIED. PLACE WASHER ON
3. APPLY SPOT PAINTING TO BOLT HOLE USING COATING SYSTEM NO. 5-E-Z AS SPECIFIED.
MATTER FROM BOLT HOLES.
2. REMOVE PACKING COMPOUNDS, PACK RUST, DIRT, GRIT AND OTHER FOREIGN
ADJACENT FASTENERS MAY BE REMOVED AT ONE TIME.
HORIZONTAL FASTENERS ALONG THE MEMBER, NO MORE THAN FIVE OF TEN
FASTENERS MAY BE REMOVED AT ONE TIME. ADDITIONALLY, IN ANY ROW OF
HORIZONTAL FASTENERS ALONG A MEMBER, A MAXIMUM OF FIVE ADJACENT
1. REMOVE EXISTING CORRODED SKIN PLATE SPLICE FASTENERS. IN ANY ROW OF
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
AD
VE
R
TI
SE
M
EN
T
JA
N
2'
0'-6"
4'-11"4'-1/4"
4"
.3
º
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:2
:2
A
M
/1 /2
B D
M U
R E
S
-3
.d
R T
IC
A
L R
E
IN
F O
R C
E M
E N
T I
N S
T A
L L
A T
IO
S-300
M U
R E
S
-3 .d
SCALE: 3/8" = 1'-0"
SECTION - TYPICAL INSTALLATION OF VERTICAL REINFORCEMENT FOR EACH GATE BAY 1, 2, AND 3.
D
N D
S P
C S
S
O U
T H
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
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
FLOW
JOINTS.
VERTICAL
CEMENT AT
BITUMINOUS
2' X 3/16"
APRON
S T
A
.5 B
S T
A
.6
B
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
EL. 1249.30
EL. 1248.00
EL. 1244.00
EL. 1239.00
EL. 1234.00
EL. 1247.50
EL. 1243.50
EL. 1238.50
EL. 1236.92
EL. 1251.80
SUPPORT
BULKHEAD
TOP OF
CONSTRUCTION JOINTS ONLY.
DAM SURFACE ON VERTICAL
OF THE UPSTREAM VERTICAL
LOCATED 2'-6" DOWNSTREAM
EXISTING COPPER WATER STOP
EL. 1252.0
CREST
TOP OF
LENGTH
DEVEL.
1251.08
EL.
GROUT TO TOP OF HOLE.
INSTALLED WITH NON-SHRINK
NO. 8 VERTICAL REINFORCEMENT
ANGLED VERTICAL DRAIN
®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
GENERAL NOTES
JOINT AT ELEVATION 1244 AND 1248.
1. LAYOUT DRILL PATTERN TO INTERSECT HORIZONTAL MONOLITH
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
4'0 2' 8'
AD
VE
R
TI
SE
M
EN
T
JA
N
4'-11"4'-1/4"
10" AND 12"
BETWEEN
2'
6"
A N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:2
:5
A
M
/1 /2
B D
M U
R E
S
-3
.d g n
T G
R U
N D
H O
F F
IL
L
W A
Y G
R O
U T
IN
G
D E
T A
IL
S
S-301
D F
O R
D
J G
O S
N E
M U
R E
S
-3 .d
A
A R
O
DETAIL - INJECTION HOLE LOCATIONS FOR GROUTING OF HORIZONTAL JOINTS, TYPICAL FOR EACH GATE BAY 1, 2, AND 3.
A1
SECTION - DRILL HOLE LOCATION FOR HOLES "U" AND "V", TYPICAL FOR EACH GATE 1, 2, AND 3
D
N D
S P
C S
S
O U
T H
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
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
EL. 1244.0
EL. 1248.0
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
FLOW
GATE SILL
TAINTER
OGEE
SPILLWAY
EL. 1252.0
TOP OF OGEE
BULKHEAD
FACE OF
DOWNSTREAM
AT TOP.
3" AND 4"
BETWEEN
GROUT
SHRINK
WITH NON-
PACK HOLE
3" AND 4" AT TOP.
GROUT BETWEEN
NON-SHRINK
PACK HOLE WITH
EL. 1243.5
FLOW
APRON
S T
A
.5 B
S T
A
.6
B
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
EL. 1249.30
EL. 1248.00
EL. 1244.00
EL. 1239.00
EL. 1234.00
EL. 1251.08
EL. 1247.50
EL. 1243.50
EL. 1238.50
EL. 1236.92
EL. 1251.80
SUPPORT
BULKHEAD
TOP OF
V U
JOINTS.
VERTICAL
CEMENT AT
BITUMINOUS
2' X 3/16"
CONSTRUCTION JOINTS ONLY.
DAM SURFACE ON VERTICAL
OF THE UPSTREAM VERTICAL
LOCATED 2'-6" DOWNSTREAM
EXISTING COPPER WATER STOP
EL. 1252.0
CREST
TOP OF
HOLE.
START FROM SAME
U AND V DO NOT
FLOW
®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
GENERAL NOTES
SEE DETAIL H1 ON S-300.
INJECTION OF HORIZONTAL JOINTS. FOR VERTICAL REINFORCING DETAILS
2. INJECTION HOLES SHOWN IN DETAIL H1 ILLUSTRATE DETAILS FOR GROUT
LOCATION OF BURIED UTILITIES, PIPES, AND STEEL REINFORCEMENT.
1. PRIOR TO DRILLING INJECTION HOLES CONTRACTOR SHALL VERIFY THE
4'0 2' 8'
4'0 2' 8'
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
AD
VE
R
TI
SE
M
EN
T
JA
N
6"
1'-6"1'-6"1'-6"
2'-0"
"X"
X
A N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
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O T
A
S T
P
A U
L D
IS
T
R
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IL
T N
O
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IL
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A M
E
T G
R U
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F F
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T
IN
G D
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A
IL
S
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IL
L
W A
Y T
O P
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R
/A B
U T
M E
N T
S-302
J G
O S
N E
M U
R E
S
-3 .d
A
A R
O
P
D
:2
:1
A
M
/1 /2
B D
M U
R E
S
-3
.d
DETAIL: LOCATION OF DRILLING INJECTION HOLES
FOR N, O, P, & Q
SECTION - INJECTION HOLE LOCATIONS FOR HOLES N, O, P, AND Q, TYPICAL FOR EACH GATE BAY 1, 2, AND 3
N A
D
N D
S P
C S
S
O U
T H
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
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
EL. 1244.0
EL. 1248.0
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.5
BS
T A
A
B
S T
A
.0
A
FLOW
SUPPORT
TOP OF BULKHEAD
GATE SILL
TAINTER
OGEE SPILLWAY
BULKHEAD
EDGE OF
DOWNSTREAM
EL. 1252.0
TOP OF OGEE
WATER STOP
COPPER
N QPO
BULKHEAD.
OF DOWNSTREAM FACE OF
LOCATED 6" DOWNSTREAM
INJECTION HOLE N TO BE
PORT HOLES
INJECTION
OGEE
PIER
WATERSTOP
N, O, P, & Q
N, O, & P
MONOLITH EL. 1248.00
TOP OF OGEE EL. 1252.00
MONOKITH EL. 1244.00
(VARIES)
(VARIES)
®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
GENERAL NOTES
OR ABUTMENT WALLS.
VERTICAL CONSTRUCTION JOINT BETWEEN OGEE SPILLWAY AND PIER
2. INJECTION HOLES DRILLED FOR N, O, P, AND Q ARE FOR SEALING THE
LOCATION OF BURIED UTILITIES, PIPES, AND STEEL REINFORCEMENT.
1. PRIOR TO DRILLING INJECTION HOLES CONTRACTOR SHALL VERIFY THE
4'0 2' 8'
17 18 19 20
4'0 2' 8'
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
AD
VE
R
TI
SE
M
EN
T
JA
N
MIN. 1" CLEARANCE (TYP.) MIN. 2" COVER (TYP.)
N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
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IL
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O
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E
D S
P
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B D
M U
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S
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T G
R U
N D
H O
F F
F
R G
A T
E B
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S
A
N D
S P
IL
L
W A
Y A
N D
A P
R O
N O
V E
R L
A Y
S-303
D F
O R
D
J G
O S
N E
M U
R E
S
-3 .d
A
A R
O
SECTION - SPILLWAY AND APRON OVERLAY, TYPICAL FOR EACH GATE BAY 1, 2, AND 3.
H1
DETAIL - TYPICAL SURFACE REPAIR
D
N D
S P
C S
S
O U
T H
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
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
FLOW
APRON
S T
A
.5 B
S T
A
.6
B
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
EL. 1249.30
EL. 1248.00
EL. 1244.00
EL. 1239.00
EL. 1251.08
EL. 1247.50
EL. 1243.50
EL. 1238.50
EL. 1236.92
EL. 1251.80
SUPPORT
BULKHEAD
TOP OF
CONSTRUCTION JOINTS ONLY.
DAM SURFACE ON VERTICAL
OF THE UPSTREAM VERTICAL
LOCATED 2'-6" DOWNSTREAM
EXISTING COPPER WATER STOP
S T
A
.4 B
(TYP.)
EMBEDMENT
MIN 3 1/2"
ALL LOCATIONS
NOT PRESENT IN
PROTECTION ANGLES,
CONCRETE SURFACE.
THAN A LINE NORMAL TO THE
MINIMUM OF 5 DEGREES GREATER
AND BE SLOPED UPWARD A
A MINIMUM DEPTH OF 4 INCHES
THE SAWCUTS SHALL HAVE
CONCRETE SURFACE.
THAN A LINE NORMAL TO THE
MINIMUM OF 5 DEGREES GREATER
AND BE SLOPED UPWARD A
A MINIMUM DEPTH OF 4 INCHES
THE SAWCUTS SHALL HAVE
WITH SPECIFIED CONCRETE
CONCRETE AND REPAIR
REMOVE ALL DETERIORATED
PREVENTS DRILLING, TYP.)
(OMIT WHERE ARMOR
CENTERS EACH WAY
ANCHOR WITH NUT AT 16"
1/2" DIA. EXPANSION
®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
GENERAL NOTES
4. SEE GENERAL NOTES ON SHEET S-001 FOR MORE INFORMATION.
TO STRUCTURE.
3. PRIOR TO CONCRETE PLACEMENT, REINFORCEMENT MUST BE SECURED
2. PROVIDE 3 INCH CLEAR COVER.
BOTH WAYS.
1. FOR EACH SPILLWAY REPAIR INSTALL NO. 4 BARS AT 12 INCHES ON CENTER
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
4'0 2' 8'
AD
VE
R
TI
SE
M
EN
T
JA
N
PIER 4
LEFT
PIER 1
RIGHT
SEE NOTE 1.
REPAIR AREA.
SPILLWAY CONCRETE
SEE NOTE 1.
REPAIR AREA.
SPILLWAY CONCRETE
(TYP.)
EL. 1252.0
JOINT
CONSTRUCTION
EXISTING
JOINT
CONSTRUCTION
EXISTING
JOINT (TYP.)
CONSTRUCTION
EXISTING
JOINT
CONSTRUCTION
EXISTING
JOINT
CONSTRUCTION
EXISTING
JOINT
CONSTRUCTION
EXISTING
JOINT
CONSTRUCTION
EXISTING
SEE NOTE 1.
REPAIR AREA.
SPILLWAY CONCRETE
REINFORCEMENT CAGE.
CARE OF NOT PUNCTURE
SURFACE AND PIPE. TAKE
COVER BETWEEN WALL
ONLY 1 FT OF CONCRETE
A N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
IL
L D
A M
R E
D R
IV
E
R O
F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L D
IS
T
R
IC
T
S T
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:3
:0
A
M
/1 /2
B D
M U
R E
S
D
.d g n
T G
R U
N D
H O
F F
N C
R E
T E
R E
M O
V A
L
R E
P A
IR
S
O G
E E
S P
IL
L
W A
Y A
N D
P
IE
R S
SD101
D F
O R
D
J G
O S
N E
M U
R E
S
D .d
A
A R
O
1/8" = 1'-0"
ELEVATION - CONCRETE REMOVAL/ REPAIR, DOWNSTREAM VIEW
H1
SCALE: 1/4" = 1'-0"
CUT SECTION - CONCRETE REMOVAL/ REPAIR
D
N D
S P
C S
S
O U
T H
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
EL.1236.92
S T
A
.0 B
S T
A
.5 B
S T
A
.6
B
S T
A
.8
B
S T
A
.3
B
S T
A
.7
B
S T
A
.7
B
S T
A
.5 B
S T
A
A B
S T
A
.0
A
EL. 1243.50
18"
18"
18"
EL. 1247.50
S T
A
.5 B
EL.1234.52
EL.1234.00
EL. 1252.00
EL. 1248.00
EL. 1239.00
EL. 1234.00
EL. 1249.30
EL. 1244.00
EL. 1232.00
EL. 1238.50
EL. 1252.00
TOP OF CREST
EL. 1250.00
EL. 1245.50
MAXIMUM 24"
S T
A
.4 B
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
GATE BAY 1CL GATE BAY 2CL CL GATE BAY 3GATE BAY 3
PIER 3
GATE BAY 2GATE BAY 1 GATE BAY 2
PIER 2
23 FT. 5 FT.12 FT. 5 FT. 30 FT. 5 FT. 5 FT. 23 FT. 12 FT.
H1
®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
GENERAL NOTES
ON PIER 3.
STA. 0+06.4B TO STA. 0+30.5B AS WELL AS THE VERTICAL CONCRETE REMOVAL
INCLUDE THE ENTIRE OGEE CONCRETE SURFACE WITHIN ALL THREE BAYS FROM
HAVE BEEN IDENTIFIED WITHIN THIS DRAWING. MINIMUM CONCRETE REMOVALS
THE MINIMUM CONCRETE REMOVAL AREAS ON THE OGEE SPILLWAY AND PIERS 1.
0 8'4' 16'
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
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IN
A
T E
S Y
S T
E M
H
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IZ
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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
0 4' 8'2'
AD
VE
R
TI
SE
M
EN
T
JA
N
S I
D
V A
L L
E Y
C
IT
Y M
N
B A
L D
H
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L D
A M
R E
D R
IV
E
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F T
H E
N O
R T
H R
IV
E
R B
A S
IN
B A
L D
H
IL
L D
A M
M U
L T
IP
L
E R
E P
A
P
A U
L M
IN
N
E S
O T
A
S T
P
A U
L D
IS
T
R
-B
U
IL
T N
O
F
IL
E N
A M
E
D S
P
D
:3
:2
A
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/1 /2
B D
M U
R E
S
D
.d g n
T G
R U
N D
H O
F F
R O
N C
O N
C R
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E M
O V
A L
/R E
P A
IR
SD102
D F
O R
D
J G
O S
N E
M U
R E
S
D .d
A
A R
O
PHOTO - BAY 2 REMOVALS
H1
PHOTO - BAY 1 REMOVALS
D
N D
S P
C S
S
O U
T H
Z O
N E
-U .S
S
U R
V E
Y F
T
N A
V D
.9
A11
SCALE: N.T.S.
PHOTO - BAY 3 REMOVALS
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
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N N
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S
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D A
T E
S I Z
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M A
R K
D E
S C
R
IP
T
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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
GENERAL NOTES
CONTRACTING OFFICER.
DEPTH OF REMOVAL NOT TO EXCEED 24 INCHES WITHOUT APPROVAL FROM
REMOVAL EXTENTS ON THE APRON. DEPTH OF REMOVAL IS 6 INCHES. MAXIMUM
COORDINATE WITH CONTRACTING OFFICER'S REPRESENTATIVE FOR EXACT
AREAS SHOWN ON THIS DRAWING ARE APPROXIMATE. CONTRACTOR TO
TO 0+51.5B HAVE BEEN IDENTIFIED WITH THIS DRAWING. PLEASE NOTE REMOVAL
THE APPROXIMATE CONCRETE REMOVAL AREAS ON THE APRON FROM STA. 0+30.5B 1.
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
AD
VE
R
TI
SE
M
EN
T
JA
N
2019 2020 2021 2022 2023 2024
1,000
1,500
2,000
2,500
3,000
3,500
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
2014 2015 2016 2017 2018 2019
1,000
1,500
2,000
2,500
3,000
3,500
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
BALDHILL DAM OGEE CREST SPILLWAY REPAIR
SHEYENNE RIVER
DAILY FLOW HYDROGRAPHS
JANUARY 01 - DECEMBER 31
2014 - 2023
SHEET NUMBER: 1 of 5
BALDHILL DAM
HYDROLOGIC INFORMATION
Notes:
1. The daily flow hydrographs are based on data collected by the U.S. Army Corps of Engineers at Baldhill Dam. There are 72 years of record (1951-2023). The highest recorded flow occurred on April 18, 2011 (7,100 cfs).
2. These hydrographs are based on the best information available. These hydrographs represent the period shown, and do not necessarily represent all possible future conditions. Questions may be addressed to the office of the Corps of Engineers St. Paul, Minnesota.
2019 2020 2021 2022 2023 2024
1,000
1,500
2,000
2,500
3,000
3,500
4,000
4,500
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
2014 2015 2016 2017 2018 2019
1,000
1,500
2,000
2,500
3,000
3,500
4,000
4,500
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N
FS
2018 2019 2020 2021 2022 2023
1,255
1,257
1,259
1,261
1,263
1,265
1,267
1,269
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
2013 2014 2015 2016 2017 2018
1,255
1,257
1,259
1,261
1,263
1,265
1,267
1,269
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
BALDHILL DAM OGEE CREST SPILLWAY REPAIR
SHEYENNE RIVER
DAILY POOL ELEVATION HYDROGRAPHS
JANUARY 01 - DECEMBER 31
2014 - 2023
SHEET NUMBER: 2 OF 5
BALDHILL DAM
HYDROLOGIC INFORMATION
2019 2020 2021 2022 2023 2024
1,258
1,259
1,260
1,261
1,262
1,263
1,264
1,265
1,266
1,267
1,268
1,269
1,270
1,271
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
EL
EV
AT
IO
N I
N F
EE
T
(N
AV
D
8)
2014 2015 2016 2017 2018 2019
1,258
1,259
1,260
1,261
1,262
1,263
1,264
1,265
1,266
1,267
1,268
1,269
1,270
1,271
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
EL
EV
AT
IO
N I
N F
EE
T
(N
AV
D
8)
Notes:
1. The daily pool elevation hydrographs are based on data collected by the U.S. Army Corps of Engineers at Baldhill Dam.
There are 72 years of record (1951-2023). However, due to construction completed in 2005 that increased the flood storage capacity of the reservoir, the homogenous period of record is only 17 years (2006-2023). The highest recorded pool elevation occurred on April 25, 2011 (1271.54). NGVD 1929 + 1.19 ft = NAVD 88 at Baldhill Dam.
2. These hydrographs are based on the best information available. These hydrographs represent the period shown, and do not necessarily represent all possible future conditions. Questions may be addressed to the office of the Corps of Engineers St. Paul, Minnesota.
2019 2020 2021 2022 2023 2024
1,223
1,225
1,227
1,229
1,231
1,233
1,235
1,237
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
2014 2015 2016 2017 2018 2019
1,223
1,225
1,227
1,229
1,231
1,233
1,235
1,237
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
FL
O
W I
N C
FS
BALDHILL DAM OGEE CREST SPILLWAY REPAIR
SHEYENNE RIVER
DAILY TAILWATER ELEVATION HYDROGRAPHS
JANUARY 01 - DECEMBER 31
2014 - 2023
SHEET NUMBER: 3 OF 5
BALDHILL DAM
HYDROLOGIC INFORMATION
2019 2020 2021 2022 2023 2024
1,223 1,224 1,225 1,226 1,227 1,228 1,229 1,230 1,231 1,232 1,233 1,234 1,235 1,236 1,237
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
EL
EV
AT
IO
N I
N F
EE
T
(N
AV
D
8)
2014 2015 2016 2017 2018 2019
1,222 1,223 1,224 1,225 1,226 1,227 1,228 1,229 1,230 1,231 1,232 1,233 1,234 1,235 1,236 1,237 1,238
J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J F M A M J J A S O N D J
EL
EV
AT
IO
N I
N F
EE
T
(N
AV
D
8)
Notes:
1. The daily tailwater elevation hydrographs are based on data collected by the U.S. Army Corps of Engineers at Baldhill Dam. There are 72 years of record (1951-2023). The highest recorded tailwater elevation occurred on April 13, 2011 (1239.64 feet). NGVD 1929 + 1.19 ft = NAVD 88 at Baldhill Dam.
2. These hydrographs are based on the best information available. These hydrographs represent the period shown, and do not necessarily represent all possible future conditions. Questions may be addressed to the office of the Corps of Engineers St. Paul, Minnesota.
BALDHILL DAM OGEE CREST SPILLWAY REPAIR
FLOW DURATION CURVES
JANUARY - JUNE
1951 - 2024
SHEET NUMBER: 4 of 5
BALDHILL DAM
HYDROLOGIC INFORMATION
Notes:
1. The monthly flow duration curves were derived using data collected by the U.S. Army Corps of Engineers at Baldhill Dam for the period January 1951 through July 2024. The 2011 event (7,100 cfs peak) is the flood of record.
2. These duration curves are based on the best information available. These duration curves represent the period shown and do not necessarily represent all possible future conditions. Questions may be addressed to the office of the Corps of Engineers St. Paul, Minnesota.
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
MARCH
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
JUNE
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
JANUARY
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
APRIL
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
FEBRUARY
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
MAY
BALDHILL DAM OGEE CREST SPILLWAY REPAIR
FLOW DURATION CURVES
JULY - DECEMBER
1951 - 2024
SHEET NUMBER: 5 of 5
BALDHILL DAM
HYDROLOGIC INFORMATION
Notes:
1. The monthly flow duration curves were derived using data collected by the U.S. Army Corps of Engineers at Baldhill Dam for the period January 1951 through July 2024. The 2011 event (7,100 cfs peak) is the flood of record.
2. These duration curves are based on the best information available. These duration curves represent the period shown and do not necessarily represent all possible future conditions. Questions may be addressed to the office of the Corps of Engineers St. Paul, Minnesota.
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
SEPTEMBER
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
DECEMBER
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
JULY
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
OCTOBER
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
AUGUST
1,000
2,000
3,000
4,000
5,000
6,000
7,000
0 10 20 30 40 50 60 70 80 90 100
FL
O
W
IN
C
FS
PERCENTAGE OF TIME EQUALLED OR EXCEEDED
NOVEMBER
| BDMURE_G-001 |
| BDMURE_G-002 |
| BDMURE_G-003 |
| BDMURE_G-101 |
| BDMURE_S-001 |
| BDMURE_S-100 |
| BDMURE_S-101 |
| BDMURE_S-200 |
| BDMURE_S-300 |
| BDMURE_S-301 |
| BDMURE_S-302 |
| BDMURE_S-303 |
| BDMURE_SD101 |
| BDMURE_SD102 |
| 2025-02-05T11:12:17-0600 | |
| WOLF.GARY.C.1242833658 |
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| SENTZ.JAMES.D.1231191743 |
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| BEHLING.CHRISTOPHER.W.1230533535 |
| 2025-02-05T09:13:13-0600 | |
| Heather Henneman |
| 2025-02-03T08:25:30-0600 | |
| AARONS.ANDREW.PATRICK.1634602360 |
File details come from the government source that posted it. Updated .