Randolph Drawings 3 of 3.pdf
PDF 40 MB Posted
- Attached to
- Middle Logan Creek Flood Risk Management Project Federal contract opportunity
- Solicitation number
- W9128F20B0027
About this file
This federal contract opportunity solicitation is for the Middle Logan Creek Flood Risk Management Project located in Randolph, Nebraska. The scope of work includes excavating and widening approximately 3,400 feet of the Middle Logan Creek channel; improvements to two bridges and related roadway approaches; installation of grade control structures, erosion controls, and riprap; extension of storm drainage infrastructure; replacement of water mains; and mitigation plantings. The estimated value of construction is between $5 million and $10 million. The solicitation was issued by the Department of the Army Corps of Engineers Omaha District. All documents are available via Beta SAM.gov.
View the file
Other files for this federal contract opportunity
| File | Type | Posted |
|---|---|---|
| Bid Abstract_20B0027.pdf | ||
| Middle Logan Creek ProjNet Question and Answers.pdf | ||
| Am0002.pdf | ||
| AM0002 Drawings.pdf | ||
| SIte Visit Vendor List 7.23.20.pdf | ||
| SIte Visit7.23.20.pdf | ||
| Am0001_Drawings.pdf | ||
| Am0001.pdf | ||
| Randolph Drawings 2 of 3.pdf | ||
| W9128F20B0027 Randolph Specs.pdf | ||
| Randolph Drawings 1 of 3.pdf |
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Text version
E JACKSON STREET
866TH ROAD
SHEET PILE
SHEET PILE
TOP SOUTH GUARDRAIL ELEV = 1647.0
DECK ELEV = 1644.3
BRIDGE INFORMATION:
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
3' BARBED WIRE FENCE
40 1
0 16
E JACKSON STREET
866TH ROAD
SHEET PILE
SHEET PILE
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
3' BARBED WIRE FENCE
40 1
0 16
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SCALE: 1" = 400'
20' 40'0
SCALE: 1" = 20'
MATCH LINE AREA 2
LEGEND
PERMANENT EASEMENT
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TEMPORARY CONSTRUCTION EASEMENT
N 939,106.63
E 2,357,485.90 N 939,098.38
E 2,357,424.11
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E 2,357,395.92
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E 2,357,382.87
N 939,009.88
E 2,357,383.11
N 938,998.13
E 2,357,348.18
N 939,003.68
E 2,357,549.91
N 939,024.81
E 2,357,516.66
N 939,037.84
E 2,357,515.17
N 938,951.61
E 2,357,332.34
N 938,945.27
E 2,357,332.88
N 938,956.96
E 2,357,583.89
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MATCH LINE AREA 1
MATCH LINE AREA 3
LEGEND
N 938,927.97
E 2,357,308.46
N 938,903.49
E 2,357,325.81
N 938,924.81
E 2,357,355.89
N 938,899.46
E 2,357,361.02
N 938,872.58
E 2,357,354.11
N 938,855.05
E 2,357,349.47
N 938,864.70
E 2,357,597.27
N 938,752.12
E 2,357,576.59
N 938,628.37
E 2,357,526.61
N 938,697.83
E 2,357,558.28
N 938,547.70
E 2,357,475.67
N 938,797.24
E 2,357,335.38
N 938,724.38
E 2,357,302.70
N 938,659.99
E 2,357,255.28
N 938,560.70
E 2,357,141.54
N 938,551.04
E 2,357,119.77
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:27:52 AM 7/6/2020
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N 938,484.25
E 2,357,037.52
N 938,455.82
E 2,357,015.44
N 938,503.68
E 2,357,439.02
N 938,462.81
E 2,357,398.87
N 938,437.84
E 2,357,369.96
N 938,305.63
E 2,357,206.97
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:28:26 AM 7/6/2020
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N 938,364.34
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N 938,302.47
E 2,356,802.43
N 938,173.42
E 2,357,043.98
N 938,057.32
E 2,356,812.37
N 938,102.76
E 2,356,934.49
N 938,092.67
E 2,356,710.41
N 938,057.32
E 2,356,711.21
PERMANENT EASEMENT
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N 938,247.96
E 2,357,135.87
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C T P
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S E
C B
C B
20' 40'0
SCALE: 1" = 20'
M A
T C
H L
IN
E A
R E
A
MATCH LINE AREA 7
KEY PLAN
SCALE: 1" = 400'
LEGEND N 938,263.43
E 2,356,287.80
N 938,246.03
E 2,356,193.31
N 938,224.49
E 2,356,130.87
N 938,199.09
E 2,356,077.43N 938,164.55
E 2,356,023.49
N 938,190.59
E 2,356,003.38
N 938,172.25
E 2,355,979.63
N 938,146.40
E 2,355,999.61
N 938,112.42
E 2,355,961.56
N 938,072.79
E 2,355,924.94
N 938,024.78
E 2,355,889.12
N 937,967.82
E 2,355,856.03
N 938,081.14
E 2,356,295.78 N 938,075.47
E 2,356,261.07
N 938,051.36
E 2,356,188.35
N 938,001.01
E 2,356,107.28
N 937,978.60
E 2,356,126.58
N 937,981.00
E 2,356,084.93
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:30:12 AM 7/6/2020
...\30500 - Construction E&D\RD01\30DA0 - Plans & Specs\CAD_BIM\_Sheets\RD01 - Randolph, NE Section 205 - Phas
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A N
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RW106
D
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IR
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D
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K B
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W .C .D
A V
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W .C .D
A V
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P O
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A R
E A
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A N
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RW106
D
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W .C .D
A V
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D
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IR
K B
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A N
S
4' ELECTRIC FENCE
4' ELECTRIC FENCE
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
16401640
1645 1645
1645 1645
16451645
164516451645
1645 1645
1650 1650
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K E
D B
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IS
S
U E D
A T
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B
C
D
E
F
G
C
A P
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O L A
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A
N E
A
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T P
R O J E
C T P
H A
S E
KEY PLAN
SCALE: 1" = 400'
MATCH LINE AREA 6
MATCH LINE AREA 8
20' 40'0
SCALE: 1" = 20'
LEGEND
N 937,893.48
E 2,355,825.31
N 937,868.62
E 2,355,810.02
N 937,786.75
E 2,355,782.21
N 937,760.22
E 2,355,781.83
N 937,695.59
E 2,355,756.75
N 937,649.58
E 2,355,729.44
N 937,604.21
E 2,355,691.68
N 937,570.85
E 2,355,654.00
N 937,959.03
E 2,356,103.85
N 937,830.91
E 2,355,992.56
N 937,929.20
E 2,356,041.08
N 937,806.25
E 2,355,991.46
N 937,723.62
E 2,355,964.94
N 937,704.28
E 2,355,950.24
N 937,630.02
E 2,355,921.67
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:30:55 AM 7/6/2020
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.D
A V
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R M
A N
E N
T E
A S
E M
E N
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O O
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A T
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RW107
D
B
IR
K B
Y
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
W .C .D
A V
E N
P O
R T
A R
E A
P E
R M
A N
E N
T E
A S
E M
E N
T C
O O
R D
IN
A T
E P
O
IN
T S
RW107
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
D
B
IR
K B
Y
A N
S
164516
1645 1
16451645
1650 1650 1650
1650 1650
1655 1655
164516
1645 1
1650 1650 1650
1650 1650
1655 1655
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
16401640
1645 1645
1645 1645
16451645
164516451645
1645 1645
1650 1650
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1650 1650 1650
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CONTRACTOR STAGING/
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
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D E
S C
R
IP
T
IO
N
A
M A
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S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
C
A P
IT
O L A
A H
A
N E
A
H A D
IS
T R
E N
U M
B E
E N
A M
N
D O
L P
H
N E
M
ID
D L E L
O G
A N C
R E
E K
N E
B R
A S
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F L
O O
D R
IS
K M
A N
A G
E M
E N
T P
R O J E
C T P
H A
S E
CB
20' 40'0
SCALE: 1" = 20'
SCALE: 1" = 400'
KEY PLAN
MATCH LINE AREA 7
MATCH LINE AREA 10
M A
T C
H L
IN
E A
R E
A
LEGEND
N 937,543.33
E 2,355,612.85
N 937,524.12
E 2,355,572.48
N 937,515.88
E 2,355,549.12
N 937,497.14
E 2,355,507.73
N 937,480.81
E 2,355,464.93
N 937,467.80
E 2,355,422.99
N 937,555.50
E 2,355,878.85
N 937,480.95
E 2,355,817.33
N 937,427.77
E 2,355,756.19
N 937,405.19
E 2,355,736.07
N 937,366.16
E 2,355,726.24
N 937,215.46
E 2,355,722.75
N 937,285.70
E 2,355,609.27
N 937,315.67
E 2,355,598.93
N 937,338.01
E 2,355,561.69
N 937,310.79
E 2,355,561.28
N 937,311.24
E 2,355,531.28
N 937,338.39
E 2,355,531.69
N 937,338.49
E 2,355,490.86
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
N 937,340.36
E 2,355,475.27
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:31:31 AM 7/6/2020
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.D
A V
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R T
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R M
A N
E N
T E
A S
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E N
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O O
R D
IN
A T
E P
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IN
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RW108
D
B
IR
K B
Y
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
W .C .D
A V
E N
P O
R T
A R
E A
P E
R M
A N
E N
T E
A S
E M
E N
T C
O O
R D
IN
A T
E P
O
IN
T S
RW108
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
D
B
IR
K B
Y
A N
S
FB SIGN
G R
A V E L
G R
A V E L
6' CHAIN LINK FENCE
VERTICAL = NAVD 88
STATE PLANE NAD 83, NE 2600 ZONE
ELEVATION = 1652.51
EASTING = 2354815.53
NORTHING = 937301.23
PROJECT CONTROL POINT IH-17-32A
PATH
CONCRETE
LINE DROP ON POLE
16451645
1645 1645
1645 1645
16451645
1650 1650
16501650
1650 1650
FB SIGN
FB SIGN
G R
A V E L
G R
A V E L
6' CHAIN LINK FENCE
VERTICAL = NAVD 88
STATE PLANE NAD 83, NE 2600 ZONE
ELEVATION = 1652.51
EASTING = 2354815.53
NORTHING = 937301.23
PROJECT CONTROL POINT IH-17-32A
PATH
CONCRETE
LINE DROP ON POLE
16451645
1645 1645
1645 1645
1650 1650
16501650
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
16401640
1645 1645
1645 1645
16451645
164516451645
1645 1645
1650 1650
16501650
1650 1650 1650
16501650
1650 1650
1655 1655
E
S
CP
CPE
E
S
CP
CPE
PHASE 2 PROJECT
WILL CONTINUE WITH
PERMANENT EASEMENT
PHASE 2 PROJECT
WILL CONTINUE WITH
PERMANENT EASEMENT
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
C
A P
IT
O L A
A H
A
N E
A
H A D
IS
T R
E N
U M
B E
E N
A M
N
D O
L P
H
N E
M
ID
D L E L
O G
A N C
R E
E K
N E
B R
A S
K A
F L
O O
D R
IS
K M
A N
A G
E M
E N
T P
R O J E
C T P
H A
S E
D
20' 40'0
SCALE: 1" = 20'
SCALE: 1" = 400'
KEY PLAN
M A
T C
H L
IN
E A
R E
A
LEGEND
N 937,466.37
E 2,355,368.64
N 937,463.71
E 2,355,259.31
N 937,484.92
E 2,355,188.78
N 937,508.17
E 2,355,160.57
N 937,543.90
E 2,355,127.65
N 937,510.07
E 2,355,108.25
N 937,461.63
E 2,355,063.34
N 937,480.06
E 2,355,099.43
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
N 937,338.30
E 2,355,358.38
N 937,320.10
E 2,355,318.12
N 937,285.54
E 2,355,301.68
N 937,269.99
E 2,355,280.85
N 937,312.60
E 2,355,232.80
N 937,330.12
E 2,355,202.85
N 937,336.73
E 2,355,159.40
N 937,334.13
E 2,355,057.09
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:32:06 AM 7/6/2020
...\30500 - Construction E&D\RD01\30DA0 - Plans & Specs\CAD_BIM\_Sheets\RD01 - Randolph, NE Section 205 - Phas
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O L P
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N E
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O O
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R O J E
C T P
H A
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.D
A V
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A N
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RW109
D
B
IR
K B
Y
D
B
IR
K B
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W .C .D
A V
E N
P O
R T
W .C .D
A V
E N
P O
R T
A R
E A
P E
R M
A N
E N
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E N
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O O
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A T
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O
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RW109
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
D
B
IR
K B
Y
A N
S
LINE DROP
GRAVEL
S H
O L E S R
O A
D
SILTED FULL)
(NORTH END BURIED, THIS END
TOP 24" CMP PIPE ELEV = 1651.37
SILTED FULL)
(NORTH END BURIED, THIS END
TOP 24" CMP PIPE ELEV = 1651.37
FUEL POINT
FB SIGN
FB SIGN
LINE DROP
GRAVEL
S H
O L E S R
O A
D
SILTED FULL)
(NORTH END BURIED, THIS END
TOP 24" CMP PIPE ELEV = 1651.37
SILTED FULL)
(NORTH END BURIED, THIS END
TOP 24" CMP PIPE ELEV = 1651.37
FUEL POINT
ON LIDAR AND ARE APPROXIMATE
JACKSON STREET BRIDGE ARE BASED
NOTE: CONTOURS SHOWN NORTH OF
16401640
1645 1645
1645 1645
16451645
164516451645
1645 1645
1650 1650
16501650
1650 1650 1650
16501650
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1655 1655
C
F
C
F
LAYDOWN AREA 2
CONTRACTOR STAGING/
S O
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IC
IT
A T
IO
N N
O
D E
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IG
N E
D B
Y
D E
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IP
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D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
C
A P
IT
O L A
A H
A
N E
A
H A D
IS
T R
E N
U M
B E
E N
A M
N
D O
L P
H
N E
M
ID
D L E L
O G
A N C
R E
E K
N E
B R
A S
K A
F L
O O
D R
IS
K M
A N
A G
E M
E N
T P
R O J E
C T P
H A
S E
20' 40'0
SCALE: 1" = 20'
SCALE: 1" = 400'
KEY PLAN
MATCH LINE AREA 8
LEGEND
N 937,173.19
E 2,355,736.55
N 937,148.33
E 2,355,775.39
N 937,116.38
E 2,355,812.62
N 937,070.15
E 2,355,813.26
N 937,038.24
E 2,355,779.81
N 937,021.27
E 2,355,719.50
N 936,958.04
E 2,355,719.33 N 936,958.35
E 2,355,604.76
N 937,158.30
E 2,355,607.75
PERMANENT EASEMENT
SEE SHEET RW401 FOR COORDINATE POINTS
TEMPORARY CONSTRUCTION EASEMENT
DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg9:32:41 AM 7/6/2020
...\30500 - Construction E&D\RD01\30DA0 - Plans & Specs\CAD_BIM\_Sheets\RD01 - Randolph, NE Section 205 - Phas
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C T P
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.D
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P O
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A N
E N
T E
A S
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RW110
D
B
IR
K B
Y
D
B
IR
K B
Y
W .C .D
A V
E N
P O
R T
W .C .D
A V
E N
P O
R T
A R
E A
P E
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A N
E N
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A S
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E N
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RW110
D
B
IR
K B
Y
W .C .D
A V
E N
P O
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D
B
IR
K B
Y
A N
S
1645 1645
16451645
16451645
1650 1650
W
W
W
W
D D D
D
D D
D
C
CB
D
CP
M
E E
S
C CP
CP
CP
F
T
M
M
M M
E
CB
M
CB
CB CB
M M
M
M
CB
CB
CB
M D
T
S
D
D
CP
CB
CP
CB
CB
CB
CB
D
LAYDOWN AREA 1
CONTRACTOR STAGING/
LAYDOWN AREA 2
CONTRACTOR STAGING/
S O
L
IC
IT
A T
IO
N N
O
D E
S
IG
N E
D B
Y
D E
S C
R
IP
T
IO
N
A
M A
R K
S
IZ
E
S U
B M
IT
T E
D B
Y
D A
T E
C O
N T
R A
C T N
O
C H
E C
K E
D B
Y
D R
A W
N B
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N 939,453.47
E 2,357,217.25
N 939,453.47
E 2,357,018.36
N 939,433.47
E 2,357,018.36N 939,433.47
E 2,357,193.53
N 939,015.23
E 2,357,217.25
N 939,019.75
E 2,357,347.94
N 939,116.68
E 2,357,374.70 N 939,130.17
E 2,357,511.28
N 939,020.55
E 2,357,551.71
N 939,030.85
E 2,357,711.86
N 938,980.32
E 2,357,725.38 N 938,935.05
E 2,357,645.19
N 938,901.90
E 2,357,637.87
N 938,812.20
E 2,357,649.75
N 938,669.59
E 2,357,603.04
N 938,555.03
E 2,357,538.80
N 938,428.42
E 2,357,439.49
N 938,254.56
E 2,357,220.69
N 938,074.08
E 2,356,979.33
N 938,018.41
E 2,356,812.56 N 938,018.56
E 2,356,609.85 N 938,039.66
E 2,356,555.61
N 938,021.92
E 2,356,467.41
N 937,981.59
E 2,356,449.52
N 937,942.91
E 2,356,451.62
N 937,781.66
E 2,356,595.01
N 937,631.67
E 2,356,596.64
N 937,779.70
E 2,356,415.02
N 937,886.89
E 2,356,404.62
N 937,885.34
E 2,356,378.66
N 937,925.72
E 2,356,326.61
N 938,024.43
E 2,356,305.89
N 938,019.04
E 2,356,246.30
N 937,973.75
E 2,356,163.52
N 937,893.97
E 2,356,101.18
N 938,312.71
E 2,356,179.38
N 938,210.48
E 2,355,981.91
N 938,317.62
E 2,356,310.91
N 938,417.01
E 2,356,309.49
N 938,465.71
E 2,356,371.86
N 938,466.04
E 2,356,385.23
N 938,414.69
E 2,356,436.62
N 938,994.50
E 2,357,216.24
N 938,999.86
E 2,357,184.13
N 938,949.95
E 2,357,219.40
N 938,919.88
E 2,357,251.57
N 938,917.34
E 2,357,138.50
N 938,799.58
E 2,357,096.06
N 938,604.35
E 2,356,887.53
N 938,566.34
E 2,356,726.10 N 938,362.21
E 2,356,732.78
N 938,346.17
E 2,356,576.21
N 938,314.79
E 2,356,534.14
N 938,067.91
E 2,355,844.17
N 937,692.99
E 2,355,701.68
N 937,594.21
E 2,355,613.67
N 937,520.17
E 2,355,426.66
N 937,513.01
E 2,355,248.63
N 937,602.88
E 2,355,153.34
N 937,567.04
E 2,355,056.69
N 937,508.78
E 2,355,029.12
N 937,402.39
E 2,354,882.10
N 937,347.06
E 2,354,882.41
N 937,275.14
E 2,355,000.76
N 937,283.65
E 2,355,070.62
N 937,283.13
E 2,355,154.46
N 937,263.42
E 2,355,193.24
N 937,219.91
E 2,355,248.04
N 937,229.81
E 2,355,308.56
N 937,233.13
E 2,355,364.63
N 936,907.69
E 2,355,733.23
N 936,975.94
E 2,355,743.75
N 937,014.26
E 2,355,834.63
N 937,076.29
E 2,355,866.91
N 937,152.49
E 2,355,849.56
N 937,202.83
E 2,355,777.18
N 937,364.00
E 2,355,781.99
N 937,510.99
E 2,355,923.36
N 936,311.86
E 2,355,314.94
N 936,332.89
E 2,355,897.04
N 936,269.07
E 2,355,943.31
N 936,256.97
E 2,355,579.48
N 935,627.22
E 2,356,174.05
N 935,634.50
E 2,356,235.82
N 935,632.37
E 2,356,412.59
N 936,092.27
E 2,356,070.11
N 935,608.01
E 2,355,594.98
N 937,630.04
E 2,356,446.65
N 936,974.84
E 2,355,583.69
N 936,956.82
E 2,355,556.70 N 936,906.86
E 2,355,607.88 N 936,814.54
E 2,355,564.71
N 936,727.14
E 2,355,519.77
N 936,525.57
E 2,355,465.76
N 936,467.03
E 2,355,436.29
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TEMPORARY CONSTRUCTION EASEMENT COORDINATE POINTS
SEE SHEETS RW101-RW110 FOR COORDINATE POINTS
PERMANENT EASEMENT
TEMPORARY CONSTRUCTION EASEMENT
APPROVE THE RESTORATION EFFORT PRIOR TO PROJECT CLOSEOUT.
EASEMENTS SHALL BE RESTORED TO A CONDITION SIMILAR TO PRE-CONSTRUCTION. THE COR SHALL
1. UPON COMPLETION OF CONSTRUCTION, ALL DISTRUBED AREAS WITHIN THE TEMPORARY CONSTRUCTION
L
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BAR NUMBER
BAR SIZE
A413 A 4 13
REINFORCING BAR MARKS
2. THIS STRUCTURE IS DESIGNED FOR A FUTURE WEARING SURFACE OF 20 PSF.
SPECIFICATIONS, EIGHTH EDITION.
1. THIS STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE AASHTO LRFD BRIDGE DESIGN
DESIGNER NOTES:
N = APPROACH SLAB & CONCRETE RAIL ON APPROACH SLAB
S = BRIDGE SLAB & CONRETE RAIL ON BRIDGE
B = BENT
A = ABUTMENT
TYPE OF BRIDGE ELEMENT
7. SHEET PILE SHALL CONFORM TO ASTM A328/328M.
6. AFTER FABRICATION, NOSE ANGLES AT THE BENTS SHALL BE GALVANIZED ACCORDING TO ASTM A123/A123M.
5. STRUCTURAL STEEL FOR ALL H-PILES SHALL CONFORM TO ASTM A709/A709M, GRADE 36.
4. ALL STRUCTURAL STEEL SHALL CONFORM TO THE REQUIREMENTS OF ASTM A709/A709M, GRADE 36.
REQUIREMENTS OF ASTM A615/A615M, GRADE 60 STEEL.
3. ALL REINFORCING STEEL SHALL BE EPOXY COATED DEFORMED BARS CONFORMING TO THE
STRENGTH OF 3,000 PSI.
2. ALL OTHER CAST-IN-PLACE CONCRETE SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE
STRENGTH OF 4,000 PSI.
1. CONCRETE FOR SLAB, APPROACH SLABS AND RAILS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE
MATERIAL NOTES:
WILL BE OBTAINED AT ALL POINTS ON THE SLAB.
SUFFICIENT NUMBER OF LOCATIONS TO DEMONSTRATE THAT CONCRETE COVER OVER THE REINFORCING STEEL AS REQUIRED
SUCH CHECKING SHALL BE DONE BY THE CONTRACTOR IN THE PRESENCE OF THE COR AND SHALL BE REPEATED AT A
FOR CLEARANCE TO THE SURFACE OF THE SLAB BY MEASURING FROM THE REINFORCING STEEL TO THE STRIKE-OFF SCREED.
4. BEFORE PLACING CONCRETE FOR BRIDGE FLOORS, THE PLACEMENT OF TOP REINFORCING STEEL SHALL BE CHECKED
PROVIDE A DESCRIPTION OF THE LOCATION OF EACH PHOTOGRAPH BY SPAN OR BENT NUMBER.
OF THE REINFORCING PRIOR TO CONCRETE PLACEMENT. PROVIDE IMAGE FILES OF THE PHOTOGRAPHS TO THE COR.
3. THE CQC SHALL ALSO TAKE HIGH RESOLUTION PHOTOGRAPHS OF SUFFICIENT NUMBER TO COVER THE ENTIRE AREA
IN THE SLAB.
CHECKLIST SHALL BE PROVIDED TO THE CONTRACTING OFFICER'S REPRESENTATIVE (COR) PRIOR TO PLACING CONCRETE
DEFICIENCIES SHALL BE CORRECTED PRIOR TO INITIALING APPROVAL OF THAT BAR MARK. A COPY OF THE COMPLETED
BAR MARK TO INDICATE THAT ALL BARS OF THAT MARK ARE THE CORRECT SIZE, SPACING AND LOCATION. ANY
2. THE APPROVED REINFORCING ERECTION DRAWINGS SHALL BE USED AS A CHECKLIST. THE QCQ SHALL INITIAL EACH
CONTROL PERSONNEL (CQC) SHALL PERFORM A SPECIAL INSPECTION OF THE SLAB REINFORCING.
1. AFTER ALL REINFORCING BARS FOR THE BRIDGE SLAB HAVE BEEN SECURELY PLACED, THE CONTRACTOR'S QUALITY
SPECIAL INSPECTION OF BRIDGE SLAB REINFORCING
MINIMUM COMPRESSIVE STRENGTH OF 3500 PSI.
THE COR MAY OPEN THE BRIDGE WHEN THE CONCRETE HAS REACHED A MINIMUM AGE OF 17 DAYS AND DEVELOPED A
12. THE CONTRACTOR SHALL NOT OPEN THE BRIDGE FLOOR TO TRAFFIC UNTIL APPROVAL HAS BEEN GIVEN BY THE COR.
THE 10 DAYS WET CURING PERIOD.
DECKS UNTIL THE DECK CONCRETE HAS REACHED 80% OF THE SPECIFIED MINIMUM COMPRESSIVE STRENGTH AND AFTER
A COMPRESSIVE STRENGTH OF AT LEAST 2.4 KSI. LOADS IN EXCESS OF THE ABOVE SHALL NOT BE CARRIED ON BRIDGE
AND EQUIPMENT LOADS, MAY BE ALLOWED ON ANY SPAN ONLY AFTER THE LAST PLACED DECK CONCRETE HAS ATTAINED
VEHICLES NEEDED FOR CONSTRUCTION ACTIVITIES AND WEIGHING LESS THAN 4.0 KIPS, AND COMPARABLE MATERIALS
11. CONSTRUCTION EQUIPMENT WILL NOT BE ALLOWED ON THE DECK UNTIL AFTER THE 10 DAY WET CURING PERIOD.
SUPPORTING THE ROADWAY SLAB HAS BEEN RELEASED.
10. CAST-IN-PLACE CONCRETE RAILINGS SHALL NOT BE PLACED ON CONCRETE SLAB BRIDGES UNTIL THE FALSEWORK
03 11 00 "CONCRETE FORMS AND FALSEWORK" PARAGRAPH "EVIDENCE OF CONCRETE STRENGTH."
STRENGTH OF 70% OF THE SPECIFIED COMPRESSIVE STRENGTH AS DETERMINED ACCORDANCE WITH SPECIFICATIONS SECTION
NOT BE ALLOWED TO BEAR ON THE SUBSTRUCTURE UNTIL THE SUBSTRUCTURE'S CONCRETE HAS ATTAINED A COMPRESSIVE
FORMS HAVE BEEN STRIPPED AND THE CONCRETE INSPECTED FOR DEFECTS. THE LOAD OF THE SUPERSTRUCTURE SHALL
9. CONCRETE SLABS SHALL NOT BE PLACED ON THE SUPERSTRUCTURE UNTIL ALL SUBSTRUCTURE (ABUTMENTS AND BENTS)
8. WATER JETTING SHALL NOT BE PERMITTED FOR EXCAVATION OR BACKFILLING AROUND STRUCTURES.
STRENGTH REQUIREMENTS PRIOR TO REMOVAL OF FORMS AND FALSEWORK.
7. SEE SPECIFICATION SECTION 03 11 00 "CONCRETE FORMS AND FALSEWORK" FOR MINIMUM CURE TIMES AND/OR
SPECIFIED COMPRESSIVE STRENGTH.
TO THE FULL HEIGHT UNTIL THE SUPERSTRUCTURE (BRIDGE SLAB) HAS BEEN PLACED AND CURED TO 70% OF
6. BACKFILL ABUTMENTS AND WINGWALLS CONCURRENTLY ON ALL SIDES. ABUTMENTS SHALL NOT BE BACKFILLED
SECTION 09 90 00 "PAINTING METAL SHEET PILING."
5. PAINT THE INDICATED AREAS OF SHEET PILE WINGWALLS IN ACCORDANCE WITH SPECIFICATION
4. CONCRETE SHALL BE FILLETED OR CHAMFERED APPROXIMATELY 3/4 INCH AT ALL EXPOSED CORNERS.
3. UNLESS NOTED AS "OPTIONAL" ALL CONSTRUCTION JOINTS SHOWN ARE MANDATORY.
VERTICAL CURVE OR ROADWAY CROSS SLOPE.
2. ALL DIMENSIONS SHOWN ARE IN HORIZONTAL PLANE ONLY. NO ALLOWANCES HAVE BEEN MADE FOR
REINFORCING BAR SHALL BE 3'', EXCEPT WHERE OTHERWISE NOTED.
1. THE MINIMUM CLEARANCE, MEASURED FROM THE FACE OF THE CONCRETE TO THE SURFACE OF ANY
CONSTRUCTION NOTES:
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NOTE 3
ELEV. 1626.50 ELEV. 1626.50 ELEV. 1626.50 ELEV. 1626.50
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GENERAL PLAN
cl
1'-0" 1'-0"
BRIDGE STREET
EXISTING
GENERAL ELEVATION
10' 20'0
10' 20'0
SPAN NO. 1 = 23'-0" SPAN NO. 3 = 42'-0"SPAN NO. 2 = 31'-0"
END OF FLOOR TO END OF FLOOR = 152'-0"
LCABUTMENT TO ABUTMENT = 150'-0"
LC ABUTMENT NO. 1
LC BENT NO. 1
LC ABUTMENT NO. 2
LC ABUTMENT NO. 1 LC LC ABUTMENT NO. 2BENT NO. 1
O U
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LC BENT NO. 2 LC BENT NO. 3 LC BENT NO. 4
SPAN NO. 4 = 31'-0" SPAN NO. 5 = 23'-0"
LC BENT NO. 2 LC BENT NO. 3 LC BENT NO. 4
F L
O W
ELEV. 1647.52
LOW CHORD
(US SIDE)
ELEV 1646.29
Q100 H.W.
20'-0"
APPROACH SLAB NO. 1
20'-0"
APPROACH SLAB N0. 2
BRIDGE HYDRAULIC INFORMATION
LC
LC SLEEPER SLAB NO. 1
N
N
EXISTING GROUND
20'-0"
PAVING SECTION
AND PAVING SECTION ONLY
INTEGRAL CURB ON APPROACH SLAB NO. 2
ELEV. 1649.07
STA. 201+64.00
ELEV. 1649.18
STA. 201+85.00
ELEV. 1649.18
STA. 202+08.00
ELEV. 1649.18
STA. 202+39.00
ELEV. 1649.18
STA. 202+81.00
ELEV. 1649.18
STA. 203+12.00
ELEV. 1649.18
STA. 203+35.00
ELEV. 1649.06
STA. 203+56.00
SLAB NO. 2
SLEEPER
1648.62ELEV.
STA. 203+76.00
SECTION
END PAVING
Q500 SCOUR ELEV. = 1630.5 FT
Q100 LOCAL SCOUR = 4 FT
Q100 GENERAL SCOUR = 3 FT
ORDINARY HIGH WATER ELEV = 1636.7 FT
Q(O.H.W.) = 7 CFS
W.W.A. BELOW H.S. = 1,000 SQ FT
H.W. ELEV. = 1646.29 FT (US SIDE)
Q100 = 6,337 CFS (BASE FLOOD)
D.A. = 16 SQ MI
STREAM: MIDDLE LOGAN CREEK
TOP OF RAIL ELEV 1651.73
34" OPEN CONCRETE RAIL
TYP ALL FOUR CORNERS
GUARDRAIL CONNECTION,
ONLY SHEETS FOR DRAWINGS S-909 THROUGH S-913 OF EXISTING BRIDGE STREET BRIDGE.
REMOVE EXISTING PILES AS SHOWN ON SHEET S-104. SEE FOR INFORMATION
3. REMOVE EXISTING BRIDGE, WINGWALLS AND STORM DRAIN HEADWALL.
SLABS NO. 1 AND NO. 2 AND ON PAVING SECTION.
ON TOP OF THE BRIDGE DECK. SEE SHEET CG206 FOR VERTICAL CURVES ON APPROACH
2. STATION AND GRADE ELEVATIONS SHOWN ARE AT THE CENTERLINE OF THE ROADWAY
MIDDLE LOGAN CREEK ON THE SECTION LINE IN THE NORTH HALF OF SECTIONS 29 AND 30, T28N-R1E.
THIS BRIDGE IS LOCATED ON THE SOUTHEAST SIDE OF RANDOLPH, NE. IT CROSSES1.
NOTES:
SEE CIVIL SHEETS
AND BEDDING,
RIPRAP, SPALLS
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10' 20'0
GEOLOGIC PROFILE
N
MLC17-09
N
6 - 8
4 - 5
3 - 3
1 - 2
2 - 2
2 - 3
2 - 5
6 - 6
6 - 11
12 - 24
26 - 30
ELEV. 1647.8 +-
MLC17-09
PLASTICITY CLAY
CH: USCS HIGH
PLASTICITY CLAY
CL: USCS LOW
SILTY CLAY
LOW PLASTICITY
CL-ML: USCS
GRAVEL WITH SILT
POORLY-GRADED
GP-GM: USCS
CLAYEY SAND
SC: USCS
SILTY SAND
SM: USCS
WATER
SAND
POORLY-GRADED
SP: USCS
SAND WITH SILT
POORLY-GRADED
SP-SM: USCS
SAND
WELL-GRADED
SW: USCS
WITH SILTY SAND
WELL-GRADED SAND
SW-SM: USCS TOPSOIL
MADE GROUND)
FILL: FILL (MAN
LEGEND
SEP. 19, 2017
LC ABUTMENT NO. 1 LC LC ABUTMENT NO. 2BENT NO. 1 LC BENT NO. 2 LC BENT NO. 3 LC BENT NO. 4 LC
ELEV. 1649.18
STA. 201+85.00
ELEV. 1649.18
STA. 202+08.00
ELEV. 1649.18
STA. 202+39.00
ELEV. 1649.18
STA. 202+81.00
ELEV. 1649.18
STA. 203+12.00
ELEV. 1649.18
STA. 203+35.00
ELEV. 1649.06
STA. 203+56.00
SLAB NO. 2
SLEEPER
1648.62ELEV.
STA. 203+76.00
SECTION
END PAVING
LC SLEEPER SLAB NO. 1
ELEV. 1649.07
STA. 201+64.00
PERCHED WATER-BEARING ZONE THAT DRAINED INTO THE SANDS BELOW AT COMPLETION OF BORING.
4. THE WATER ELEVATION SHOWN FOR SOIL BORE HOLE MCL17-09 WAS AT A
A 140 LB WEIGHT FALLING 30 INCHES IN ACCORDANCE WITH ASTM D1586 PROCEDURES.
TO DRIVE A STANDARD PENETROMETER OF 2" O.D. THE SECOND AND THIRD 6 INCHES USING
3. FIGURES BESIDE THE COLUMN OF BORINGS INDICATE THE NUMBER OF BLOWS REQUIRED
2. SEE SHEETS B-001 THROUGH B-004 FOR ADDITIONAL SOIL BORING INFORMATION.
1. SEE SHEETS GI101 AND S-104 FOR LOCATIONS OF SOIL BORE HOLES.
NOTES:
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PILE LAYOUT
10' 20'0
SPAN NO. 1 = 23'-0" SPAN NO. 3 = 42'-0"SPAN NO. 2 = 31'-0"
LC BENT NO. 1 LC ABUTMENT NO. 2LC BENT NO. 2 LC BENT NO. 3 LC BENT NO. 4
SPAN NO. 4 = 31'-0" SPAN NO. 5 = 23'-0"
cl
BRIDGE STREET
EXISTING
LC ABUTMENT NO. 1
MLC17-09
LC LC
RELOCATED STORM DRAIN
SEE CIVIL SHEETS FOR
LEGEND:
NEW HP12x53
NEW STEEL SHEET PILE
SOIL BORING
EXISTING ABUTMENT NO. 1 EXISTING ABUTMENT NO. 2
NOTE 2
GENERAL
NOTE 3
GENERAL
3. AT EXISTING ABUTMENT NO. 2, COMPLETELY REMOVE ANY EXISTING TIMBER PILES.
2. AT EXISTING ABUTMENT NO. 1 CUT OFF ANY EXISTING TIMBER PILES TO 2'-0" BELOW FINAL GRADE.
OLDER BRIDGE. NUMBER AND LOCATION OF EXISTING TIMBER PILES IS UNKNOWN.
1. THERE ARE SEVERAL TIMBER PILES IN FRONT OF THE EXISTING ABUTMENTS, APPARENTLY FROM AN
GENERAL NOTES:
EXISTING CONCRETE PILE TO BE CUT DOWN 2'-0" BELOW FINISH GRADE.
FILL HOLE WITH CLEAN, FINE SAND.
EXISTING CONCRETE PILE TO BE REMOVED COMPLETELY.
2'-0 3/4 " 2'-0 3/4 "
FACE OF SHEET PILESHEET PILE
FACE OF
NEW HP12x53 TEST PILE S
P A
S
P A
S
P A
S
P A
8B
M
IN
'-0
M
IN
10'-0"M
IN.
M
IN
10'-0"M
IN.
'-0
M
IN
60°
60°
SHEET PILE
FACE OF
SHEET PILE
FACE OF
SHEET PILE
FACE OF
SHEET PILE
FACE OF
(feet)
LENGTH
PILE ORDER
TENTATIVE
(feet)
BELOW CUT-OFF
PENETRATION
MINIMUM
ELEVATION
CUT-OFF
NUMBER
PILE
LOCATION
(feet)
LENGTH
PILE ORDER
(kips/pile)
BEARING
DESIGN PILE
LOCATION
NUMBER
PILE
ELEVATION
CUT-OFF
(feet)
LENGTH
PILE ORDER
(kips/pile)
BEARING
DESIGN PILE
PILE DATA TEST PILE DATA
LC
LC
(AT ABUTMENT)
SHEET PILE
OF EXPOSED SHEET PILE. (TYP.)
EACH WAY AROUND CORNERS
WRAP FILTER FABRIC 1'-6"
SHEET PILE (AT WING)
3" MIN.
TIGHT FIT
TYPICAL HP PILE
CJP
SMAW E7018
45°
THIS SIDE
BEFORE WELDING
BACK GOUGE
OR WEB
FLANGE
SIDE FIRST
WELD THIS
45°
Not to Scale
STANDARD PILE SPLICE
SHEET PILE CORNER DETAIL (TYP.)
NOT TO SCALE
1/4
NOT TO SCALE
SHEET PILE MINIMUM SECTION PROPERTIES
DEPTH
SECTION
NO. 1
ABUTMENT
NO. 1
BENT
NO. 4
BENT
NO. 2
ABUTMENT
1 - 3, 5
1 - 5
NO. 1
ABUTMENT
NO. 3
BENT
1644.50
1634.50
1644.65
1644.65
HP 12 x 53
HP 12 x 53
HP 12 x 53
HP 12 x 53
HP 12 x 53
HP 12 x 53
HP 12 x 53
HP 12 x 531634.50
1644.65
NO. 2
BENT HP 12 x 53
HP 12 x 53
NO. 3
BENT HP 12 x 53
HP 12 x 53
1B, 3-6, 8B
1B, 3-6, 8B
1B, 3-6, 8B
1B, 3-6, 8B
1644.50
1634.50
1644.50
1634.50
1644.50
1634.50
1B
S
P A
S
P A
8B
1B
S
P A
S
P A
8B
1B
S
P A
S
P A
8B
1B
S
P A
S
P A
2, 7
2, 7
2, 7
ALL PERTINENT DIMENSIONS, DETAILS, AND SECTION PROPERTIES.
2. THE CONTRACTOR SHALL SUBMIT FOR APPROVAL A SHOP PLAN OF THE SHEET PILE LAYOUT SHOWING
SHALL MEET OR EXCEED THE MINIMUM SECTION PROPERTIES SHOWN.
1. ALL STEEL SHEET PILING SHALL CONFORM TO ASTM A328/A328M STEEL AND
SHEET PILE NOTES:
H-PILE TYPE H-PILE TYPE
MINIMUM SECTION MOMENT OF INERTIA = 184 IN^4/FT
MINIMUM SECTION MODULUS = 30.2 IN^3/FT
MINIMUM SECTION THICKNESS = 0.375 IN
MINIMUM SECTION DEPTH = 12.0 IN
SECTION LENGTH = 35 FT
SECTION 01 22 00 MEASUREMENT AND PAYMENT.
IN ACCORDANCE WITH PARAGRAPH “DRIVING TESTS FOR STEEL H-PILES” IN SPECIFICATION
CONJUNCTION WITH THE USE OF THE PILE DRIVING ANALYZER, AS DESCRIBED HEREIN, SHALL BE PAID FOR
THE WORK PERFORMED BY THE CONTRACTOR AND THE CONTRACTOR'S GEOTECHNICAL ENGINEER IN
DRIVING AREA FOR THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S EQUIPMENT VEHICLE (LIGHT TRUCK).
NORMALLY RANGE FROM 30 TO 60 MINUTES. THE CONTRACTOR SHALL PROVIDE ACCESS TO THE PILE
10. THE TIME DELAY IN DRIVING EACH PILE BEING MONITORED BY THE PILE DRIVING ANALYZER WILL
THE CONTRACTOR'S GEOTECHNICAL ENGINEER.
TRANSDUCERS. THE CONTRACTOR SHALL CONTINUE DRIVING THE PILE TO CUT-OFF OR AS DIRECTED BY
CONTRACTOR SHALL STOP THE HAMMER FOR THE REMOVAL OF THE ACCELEROMETERS AND STRAIN
GROUND, OR AS DIRECTED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER, AT WHICH TIME THE
9. THE CONTRACTOR SHALL DRIVE THE PILE UNTIL THE TRANSDUCERS ARE NEAR THE SURFACE OF THE
DETERMINATION AFTER THE FIRST FEW BLOWS.
THE GROUND. THE CONTRACTOR MAY BE REQUIRED TO STOP THE HAMMER FOR WAVE SPEED
TRANSDUCERS SHALL BE PREDRILLED BY THE CONTRACTOR WHILE THE PILE IS STILL ON
PILE BEFORE DRIVING IS STARTED. THE HOLES OR ANCHORS FOR THE ACCELEROMETERS AND STRAIN
DRIVING. THE CONTRACTOR SHALL BOLT TWO ACCELEROMETERS AND TWO STRAIN TRANSDUCERS TO THE
8. THE USE OF THE PILE DRIVING ANALYZER WILL REQUIRE THE CONTRACTOR TO SET UP THE HAMMER FOR
WITH THE PILE DRIVING ANALYZER.
7. AT THE CONTRACTOR'S GEOTECHNICAL ENGINEER’S OPTION, ADDITIONAL PILING MAY BE MONITORED
SPECIFICATIONS
6. TEST PILES SHALL BE DRIVEN AS SHOWN IN THE TEST PILE DATA TABLE AND IN ACCORDANCE WITH THE
APPROVED.
DRIVEN UNTIL THE SUBMITTALS OF TEST PILE MONITORING AND FINAL PILE ORDER LENGTHS HAVE BEEN
GEOTECHNICAL ENGINEER AND SUBMITTED FOR APPROVAL. PILES OTHER THAN TEST PILES SHALL NOT BE
WITH A PILE DRIVING ANALYZER. FINAL ORDER LENGTHS SHALL BE DETERMINED BY THE CONTRACTOR'S
THE DRIVING OF THE TEST PILES SHALL BE MONITORED BY THE CONTRACTOR'S GEOTECHNICAL ENGINEER
THE FINAL ORDER LENGTHS SHALL BE BASED ON THE RESULTS OBTAINED FROM THE TEST PILE DRIVING.
5. PILE ORDER LENGTHS (WITH THE EXCEPTION OF THOSE SHOWN FOR THE TEST PILES) ARE TENTATIVE.
BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.50 FOR THE 500-YEAR FLOOD.
4. BENTS ARE DESIGNED FOR SCOUR TO ELEVATION 1630.60 FOR THE 100-YEAR FLOOD.
3. BENT PILE NUMBER FOLLOWED BY THE LETTER "B" SHALL BE BATTERED 1.5 : 12.0
DRIVING PILES.
2. THE CONTRACTOR SHALL EXCAVATE TO THE BOTTOM OF CONCRETE ELEVATION PRIOR TO
1. ALL H-PILE SPACING IS MEASURED AT BOTTOM OF CONCRETE.
H-PILE NOTES:
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O
C H
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D R
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N B
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IS
S
U E D
A T
E
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C
D
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F
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A P
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O L A
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A
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IS
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A M
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ABUTMENT
TYPICAL AT ABUTMENTS NO. 1 AND NO. 2
ROADWAY
0 2' 4'1'
PLAN OF ABUTMENT
TYPICAL AT ABUTMENTS NO. 1 AND NO. 2
ELEV. 1647.81
ELEV. 1647.52 ELEV. 1647.52
ELEV. 1649.39 (ABUTMENT NO. 2)
ELEV. 1648.89 (ABUTMENT NO. 1)
ELEV. 1649.40 (ABUTMENT NO. 2)
ELEV. 1648.90 (ABUTMENT NO. 1)
ELEV. 1642.65
A
A
ABUTMENT
BRIDGE SLABAPPROACH SLAB
3/4 "'
STEEL SHEET PILE
ELEV. 1642.65
BEARING PILE
1'-0"1'-0" 1'-3"
T Y
P cl cl cl
SECTION A-A
NOT TO SCALE
(A
B T
M N
T
N O
(A
B T
M N
T N
O
ELEVATION OF ABUTMENT
1'-10 1/2" (ABUTMENT NO. 2)
1'-4 1/2" (ABUTMENT NO. 1)
/2
M
IN
L
IM
IT
S O
F S
H E E T P
IL
E
T
Y P
T
Y P
/4
FACE OF SHEET PILE
FACE OF SHEET PILE, TYP.
3/4" STAY-IN-PLACE FORM
cl BEARING PILE, TYP.
ELEVATION
CUTOFF
H-PILE
FORM
STAY-IN-PLACE
3/4"
SHEET PILE
MIN. LIMITS OF SHEET PILE = 15'-10"MIN. LIMITS OF SHEET PILE = 15'-10"
NOT TO SCALE
1/4" BENT PLATE
MATCH DEPTH OF SHEET PILE
FACE OF SHEET PILE
2"3/16"SHEET PILE
EA. FLANGE OF
BENT PLATE DETAIL
PLATE DETAIL
SEE BENT
2'-0" 14'-4 1/2 " 14'-4 1/2 " 2'-0"
/8
M A
X
/8
M
IN
0 2' 4'1'
AND PAINTING OF SHEET PILE.
2. SEE SHEET S-113 FOR GRANULAR BACKILL AND DRAINAGE DETAILS,
WINGWALL DETAILS.
1. SEE SHEET S-106 FOR ABUTMENT REINFORCING AND SHEET PILE
NOTES:
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O
C H
E C
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D R
A W
N B
Y
IS
S
U E D
A T
E
B
C
D
E
F
G
C
A P
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O L A
A H
A
N E
A
H A D
IS
T R
E N
U M
B E
E N
A M
N
D O
L P
H
N E
M
ID
D L E L
O G
A N C
R E
E K
N E
B R
A S
K A
F L
O O
D R
IS
K M
A N
A G
E M
E N
T P
R O J E
C T P
H A
S E
0 2' 4'1'
TYPICAL AT ABUTMENTS NO. 1 AND NO. 2
NOT TO SCALE
ELEVATION OF ABUTMENT
BEARING PILE
SECTION A-A
NOT TO SCALE
NOT TO SCALE
ELEVATION OF WINGWALL
ELEV. 1649.40 (ABUTMENT NO. 2)
ELEV. 1648.90 (ABUTMENT NO. 1)
BEARING PILE
10'-0" MIN.
NOT TO SCALE
SHEET PILE WINGWALLS
DETAIL AT TOP OF
ASTM D226 TYPE 2 (#30)
ASPHALT SATURATED ORGANIC FELT
SEE SHEET CS503
GUARDRAIL POST,
FACE OF SHEET PILE
A
A
2 - A405, TYP.
4 - A405, TYP.
A404, TYP.
5 - A801 2 - A504
2 - A602 @ 12" O.C.
SECTION B-B
0 2' 4'1'
SECTION C-C
B
C C
B
A501, TYP.
34 - A501 (7 BETWEEN PILES, 3 OUTSIDE EXTERIOR PILES)
3 - A504
28 - A502 (MATCH 7 - A501 BETWEEN PILES)
A403, TYP.
A801
A801
A504
A501
A504
A502
2 - A503 A503
SEE SHEET CP105
CONCRETE PAVEMENT,
A404
BEARING PILE, TYP.
A602A602
3 - A4033 - A403
5'-0" LONG
A405
1. SEE SHEET S-113 FOR PAINTING OF SHEET PILE.
NOTES:
3 - A801
(3 - A801 BOTTOM NOT SHOWN)
5 - A501 TOP
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D R
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IS
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A T
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B
C
D
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F
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A P
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O L A
A H
A
N E
A
H A D
IS
T R
E N
U M
B E
E N
A M
N
D O
L P
H
N E
M
ID
D L E L
O G
A N C
R E
E K
N E
B R
A S
K A
F L
O O
D R
IS
K M
A N
A G
E M
E N
T P
R O J E
C T P
H A
S E
2"
7"
WELD NUT TO ANGLE
L8"x8"x1/2" 3 1/2"
L8"x8"x1/2"
WELD NUTS ON INSIDE.
NOSE ANGLE TO FORMS.
BOLTS USED TO FASTEN
CENTERS FOR •1/2" DIA.
9/16" DIA. HOLES AT 4'-0"
1'-0" CENTERS
WELDED STUDS @
3/4" END
NOSE ARMOR ANGLE DETAILS
NOT TO SCALE
B E
N T
ROADWAY
PLAN OF BENT
c l cl
6'4'2'0
1'-0" 2'-6 7/16 " 14'-6" 14'-6" 2'-6 7/16 " 11"
1'-0" 11"
SECTION OF BENT
6'4'2'0
SEE DETAILS ON THIS SHEET
(UPSTREAM SIDE ONLY)
NOSE ARMOR ANGLE
L8x8x1/2
1 1/2
1 1/2
EASTWEST
ELEV. 1647.06
ELEV. 1646.77 ELEV. 1646.77
ELEVATION OF BENT
ELEV. 1626.50
cl
14'-4" 14'-4"
1'-0" 14'-6" 14'-6" 11"
6'4'2'0
/4
T
Y P
T
Y P
TYP
BEARING PILE,
1'-0" 17'-0 7/16 " 17'-0 7/16 " 11"
BENT
4'-4" 4'-4" 4'-4" 2'-2" 2'-2" 4'-4" 4'-4" 4'-4"
/4 M
IN
/4
M A
X
2'-0"
ELEVATION
CUTOFF
H-PILE
ELEVATION
CUTOFF
H-PILE
GALVANIZE AFTER FABRICATION
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SEE SHEET S-107
NOSE ARMOR ANGLE
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DS: AEC_Screen.dscriptPD: AEC_pdf.pltcfg4:09:55 PM 7/5/2020
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