FINAL Long Hollow Plans_Issue 2.pdf
PDF 30 MB Posted
- Attached to
- Bridge Repair Project Long Hollow Over Doe River
- Solicitation number
- 103025
- Issued by
- Carter County, Tennessee
About this file
This document is a comprehensive set of engineering and construction plans for a bridge repair project located in Carter County, Tennessee, prepared by Rummel, Klepper & Kahl, LLP. The project involves repairing the Long Hollow Road Bridge over the Doe River, which appears to have sustained damage, potentially from a hurricane (FEMA Project Number 806100). The project includes multiple phases of repair, such as removing existing pavement, repairing abutments with micropiles, installing perforated drainage systems, backfilling undermined areas, and stabilizing slopes using Flexamat. The project is scheduled for implementation in September 2025, with specific repair work targeting Abutment No. 2 and addressing approximately 576 square yards of surface area requiring stabilization.
The project's technical specifications indicate extensive geotechnical considerations, with multiple boring locations revealing varying rock and soil conditions, including limestone, dolomite, shale, and siltstone. The bridge repair involves complex engineering interventions, such as installing micropiles with specific load-bearing capacities (33.2 kips strength resistance) and using flowable fill for backfilling. The estimated quantities include concrete, steel reinforcement, backfill material, and specialized repair components. While specific funding sources are not explicitly detailed, the involvement of FEMA suggests this is a federally assisted infrastructure recovery project, likely responding to previous flood or hurricane damage in the region.
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CARTER COUNTY
-LH- STA. 4+76.45
N 740100.93 E 3088925.55
BEGIN PROJECT NO. 25047
750' 1500' 2250'
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N 740183.77 E 3089075.77
BEGIN PROJECT NO. 25047
-RIVERBOTTOM- STA. 2+97.00
N 740034.14 E 3089122.32
END PROJECT NO. 25047
CARTER COUNTY
-LH- STA. 4+76.45
N 740100.93 E 3088925.55
BEGIN PROJECT NO. 25047
750' 1500' 2250'
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INDEX OF SHEETS
-RIVERBOTTOM- STA. 1+32.00
N 740183.77 E 3089075.77
BEGIN PROJECT NO. 25047
-RIVERBOTTOM- STA. 2+97.00
N 740034.14 E 3089122.32
END PROJECT NO. 25047
RD
LONG HOLLOW
RD
RIVERBOTTOM
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9-25-25
FEMA PROJECT NUMBER: 806100
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PROPOSED ROADWAY
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9' MIN. WIDTH
FROM STA. 1+09.14 TO STA. 2+05.00
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S.E.
NOTE: SEE CROSS SECTIONS FOR SIDE SLOPE DETAILS.
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15' CONST. EASEMENT
15' CONST. EASEMENT
15' CONST. EASEMENT
LONG H
OLL
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ROAD
R
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O T T
O M R
O A
D
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W.M.W.M.
P/T/C
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STOP
30"X30"
12" STOP LINE
18'
BARN
-RB- Sta. 1+32.00
BEGIN PROJECT
-RB- Sta. 2+97.00
END PROJECT
EXIST. R.O.W
EXIST. R.O.W
-RB- Sta. 2+14.80
P.O.I -LH- Sta. 5+30.52 -LH- Sta. 4+76.42
BEGIN PROJECT
c
-DRIVEWAY- Sta. 1+00.00
P.O.I -RB- Sta. 2+20.68
-DRIVEWAY- Sta. 2+05.00
END PROJECT
FILL
FILL
F
IL
L
F
IL
L 15' CONST. EASEMENT
15' CONST. EASEMENT
TO EXIST.
10' TAPER
TO EXIST.
10' TAPER
TO EXIST.
10' TAPER
TO EXIST.
10' TAPER
TYPE 13
TYPE 21
LONG H
OLL
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ROAD
R
IV
E R B
O T T
O M R
O A
D
P/T/C
ASPH.
W.M.
W.M.W.M.
P/T/C
A S P
H
W.M.
CONC
G R
A V
E L
A S P
H
CURVE D201
PI 1+36.94
N 740,179.1922
E 3,089,073.6346
R 525.00
L 73.75
T 36.94
SE 0.040 FT/FT
DESIGN SPEED 15 MPH
TRANS. LENGTH 67'
CURVE D203
PI 2+01.19
N 740,115.1534
E 3,089,067.0356
R 75.00
L 52.62
T 27.44
SE 0.040 FT/FT
DESIGN SPEED 15 MPH
TRANS. LENGTH 73'
CURVE D102
PI 1+96.45
N 740,032.8343
E 3,088,748.8610
R 110.00
L 58.08
T 29.73
DESIGN SPEED 25 MPH
c c cA
A c
PO
T 1+
00.00
PC
1+
66.72
P T
.8
P I
.1
P O
T
.5
PC 1+00.00
PCC 1+73.75
PT
.3
PO
T 3+
.2
P O
T
1+
.0
P O
T
.3
LONG HOLLOW
RIVERBOTTOM
RIVERBOTTOM
c c ccc c
A c c
A c
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TRANS. LENGTH NA
0% 9
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E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts
2+00 2+50 3+00 3+50 4+00 4+50 5+00 5+50
1+00 1+50 2+00 2+50 3+00
LONG HOLLOW
S H
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T
S C
A L E
P L
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RIVERBOTTOM
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P R
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P R
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(LT.)
0.002 FT/FT
EXIST. S.E.
.4
.9
(LT.)
-0.042 FT/FT
. S.E.
(RT.)
0.018 FT/FT
EXIST. S.E.
TO S.E.
42.50' TRANS
(RT.)
-0.002 FT/FT
EXIST. S.E.
E L
.9
V P I
.4 c
E L
.8
V P
C
.5 c
E L
.8
V P T
.5 c
E L
.4
V P I
.0 c
VC = 25.00'
K = 12
V = 25 MPH
E L
.9
V P I
.9 c
-3.22% -5.16%
.0
.0
TO S.E.
73' TRANS
0.040 FT/FT
F.S.E.
.0
TO S.E.
67' TRANS
.0
(LT.)
-0.0270 FT/FT
EXIST. S.E.
(RT.)
-0.0068 FT/FT
EXIST. S.E.
(LT.)
-0.040 FT/FT
EXIST. S.E.
(RT.)
-0.014 FT/FT
EXIST. S.E.
E L
.4
V P I 1+
.0 c
E L
.2
V P
C
.0 c
E L
.7
V P T
.0 c
E L
.6
V P I
.0 c
VC = 24.00'
K = 6
V = 15 MPH
E L
.8
V P
C
.8 c
E L
.3
V P T
.8 c
E L
.9
V P I
.8 c
VC = 32.00'
K = 13
V = 15 MPH
E L
.5
V P I
.0 c3.87%
2.74%
0.42%
E L
.3
V P I 1+
.4 c
E L
.8
V P
C
1+
.0 c
E L
.3
V P T
1+
.0 c
E L
1.
V P I 1+
.0 c
VC = 70.00'
K = 9
E L
.7
V P I
.0 c
-3.00% 4.16%
V = 15 MPH
.4
.0
0.020 FT/FT
F.S.E.
(LT.)
-0.022 FT/FT
EXIST. S.E.
(RT.)
0.009 FT/FT
EXIST. S.E.
.0
TO S.E.
15.56' TRANS
TO S.E.
25.00' TRANS
(LT.)
0.033 FT/FT
EXIST. S.E.
(RT.)
-0.033 FT/FT
EXIST. S.E.1
.0
0% 9
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EROSION PREVENTION AND
SEDIMENT CONTROL LEGEND
SYMBOL ITEM STD. DWG.
SFB SFB SFB
BACKING
SILT FENCE WITH WIRE
EC-STR-3C
S F
B
SFB SFB
S F
B
SEDIMENT FILTER BAG EC-STR-2
HVFHVF HIGH VISIBILITY FENCE S-F-1
TCE EC-STR-25
EXIT
TEMPORARY CONSTRUCTION
P H
A S
E
S E
D I
M E
N T
R O
L E
R O
S I
E V
E N
T I
D
IN DIV INSTREAM DIVERSION
EC-STR-30A
EC-STR-30
PERMANENT STABILIZATION
FLEXAMAT
LONG H
OLL
OW
ROAD
R
IV
E R B
O T T
O M R
O A
D
EIP
IRON STAKE
P/T/C
ASPH.
W.M.
W.M.W.M.
P/T/C
M F P [F
L A
G E
D
A S P
H
W.M.
EIP
1/2
CONC
G R
A V
E L
A S P
H
EIP
5/8
EIP
5/8 c c cA
A c c c c
18'
BARN
-RB- Sta. 1+32.00
BEGIN PROJECT
-RB- Sta. 2+97.00
END PROJECT
EXIST. R.O.W
-LH- Sta. 4+76.42
BEGIN PROJECT
-DRIVEWAY- Sta. 2+05.00
END PROJECT
TCE
D i v e r
OUT - 1
OUT - 2
STOCKPILING
STAGING &
09/25/2025
T E
J O
B
E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts c c cA
A c c c c
S H
E E
T
S C
A L E
P L
A N R
E V
IS
IO
N S
R U
M M
E L
K L E
P P
E R K
A H
L L L P
/2
/2
(P
-1
N A
S H
V
IL
L E T
N
M
A R
R
IO
T T D
R
IV
E S
U
IT
E
R T
U N
T Y
T E
N N
E S
S E
E
E N
G
IN
E E
E C
K E
R O
A D
L O
L L
P
L A
N S
R O
A D
L O
N G H
O L L
O W
P H
A S
E
S E
D I
M E
N T
R O
L E
R O
S I
E V
E N
T I
D
EROSION PREVENTION AND
SEDIMENT CONTROL LEGEND
SYMBOL ITEM STD. DWG.
SFB SFB SFB
BACKING
SILT FENCE WITH WIRE
EC-STR-3C
S F
B
SFB SFB
S F
B
SEDIMENT FILTER BAG EC-STR-2
HVFHVF HIGH VISIBILITY FENCE S-F-1
TCE EC-STR-25
EXIT
TEMPORARY CONSTRUCTION
IN DIV INSTREAM DIVERSION
EC-STR-30A
EC-STR-30
PERMANENT STABILIZATION
FLEXAMAT
EROSION PREVENTION AND
SEDIMENT CONTROL LEGEND
SYMBOL ITEM STD. DWG.
SFB SFB SFB
BACKING
SILT FENCE WITH WIRE
EC-STR-3C
S F
B
SFB SFB
S F
B
SEDIMENT FILTER BAG EC-STR-2
HVFHVF HIGH VISIBILITY FENCE S-F-1
TCE EC-STR-25
EXIT
TEMPORARY CONSTRUCTION
IN DIV INSTREAM DIVERSION
EC-STR-30A
EC-STR-30
PERMANENT STABILIZATION
FLEXAMAT
LONG H
OLL
OW
ROAD
R
IV
E R B
O T T
O M R
O A
D
EIP
IRON STAKE
P/T/C
ASPH.
W.M.
W.M.W.M.
P/T/C
M F P [F
L A
G E
D
A S P
H
W.M.
EIP
1/2
CONC
G R
A V
E L
A S P
H
EIP
5/8
EIP
5/8
18'
-RB- Sta. 1+32.00
BEGIN PROJECT
-RB- Sta. 2+97.00
END PROJECT
EXIST. R.O.W
EXIST. R.O.W
-LH- Sta. 4+76.42
BEGIN PROJECT
-DRIVEWAY- Sta. 2+05.00
END PROJECT
SFB
S F
B
S F
B
SFB
TCE
D v e r
OUT - 1
OUT - 2
PUMP
B
T E
J O
B
E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts
S H
E E
T
S C
A L E
P L
A N R
E V
IS
IO
N S
R U
M M
E L
K L E
P P
E R K
A H
L L L P
/2
/2
(P
-1
N A
S H
V
IL
L E T
N
M
A R
R
IO
T T D
R
IV
E S
U
IT
E
R T
U N
T Y
T E
N N
E S
S E
E
E N
G
IN
E E
E C
K E
R O
A D
L O
L L
P
L A
N S
R O
A D
L O
N G H
O L L
O W
P H
A S
E
S E
D I
M E
N T
R O
L E
R O
S I
E V
E N
T I
D
EROSION PREVENTION AND
SEDIMENT CONTROL LEGEND
SYMBOL ITEM STD. DWG.
SFB SFB SFB
BACKING
SILT FENCE WITH WIRE
EC-STR-3C
S F
B
SFB SFB
S F
B
SEDIMENT FILTER BAG EC-STR-2
HVFHVF HIGH VISIBILITY FENCE S-F-1
TCE EC-STR-25
EXIT
TEMPORARY CONSTRUCTION
IN DIV INSTREAM DIVERSION
EC-STR-30A
EC-STR-30
PERMANENT STABILIZATION
FLEXAMAT
EROSION PREVENTION AND
SEDIMENT CONTROL LEGEND
SYMBOL ITEM STD. DWG.
SFB SFB SFB
BACKING
SILT FENCE WITH WIRE
EC-STR-3C
S F
B
SFB SFB
S F
B
SEDIMENT FILTER BAG EC-STR-2
HVFHVF HIGH VISIBILITY FENCE S-F-1
TCE EC-STR-25
EXIT
TEMPORARY CONSTRUCTION
IN DIV INSTREAM DIVERSION
EC-STR-30A
EC-STR-30
PERMANENT STABILIZATION
FLEXAMAT
LONG H
OLL
OW
ROAD
R
IV
E R B
O T T
O M R
O A
D
EIP
IRON STAKE
P/T/C
ASPH.
W.M.
W.M.W.M.
P/T/C
M F P [F
L A
G E
D
A S P
H
W.M.
EIP
1/2
CONC
G R
A V
E L
A S P
H
EIP
5/8
EIP
5/8 c c cA
A c c c c
18'
BARN
-RB- Sta. 1+32.00
BEGIN PROJECT
-RB- Sta. 2+97.00
END PROJECT
EXIST. R.O.W
EXIST. R.O.W
-LH- Sta. 4+76.42
BEGIN PROJECT
-DRIVEWAY- Sta. 2+05.00
END PROJECT
D v e r
OUT - 1
OUT - 2
FLEXAMAT
STABILIZATION
PERMANENT
T E
J O
B
E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts
S H
E E
T
S C
A L E
P L
A N R
E V
IS
IO
N S
R U
M M
E L
K L E
P P
E R K
A H
L L L P
/2
/2
(P
-1
N A
S H
V
IL
L E T
N
M
A R
R
IO
T T D
R
IV
E S
U
IT
E
R T
U N
T Y
T E
N N
E S
S E
E
E N
G
IN
E E
E C
K E
R O
A D
L O
L L
P
L A
N S
R O
A D
L O
N G H
O L L
O W
Q U
A N
T I
T I
E S
S E
D I
M E
N T
R O
L E
R O
S I
E V
E N
T I
D
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1620 1620
4+75.00
1620 1620
1630 1630
1640 1640
1650 1650
4+76.42
1620 1620
1630 1630
1640 1640
1650 1650
5+00.00
1620 1620
5+18.95
1620 1620
5+25.00
PRELIM. 2025 25047 6
BEGIN STA. 4+75.00
END STA. 5+25.00
A
M
T S h e e t s X s e c s
L H d g n
TYPE YEAR PROJECT NO.
NO.
SHEET
LONG HOLLOW
c
F
0.002
0.002 c
O F
F S
E T
E L
-0.002
-0.002 c
E L
P R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
O F
F S
E T
-0.022
-0.022
O F
F S
E T
E L c
O F
F S
E T
E L
0.009
0.009
O F
F S
E T
E L c
O F
F S
E T
E L
P R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
0.009
7:1 8:1 c
E L
O F
F S
E T c
O F
F S
E T
E L
O F
F S
E T
E L
O F
F S
E T
E L c8:1 11:1
0.022
0.022 -0.035
-0.035
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1620 1620 1+25.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
1+32.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
1+50.00
PRELIM. 2025 25047 7
BEGIN STA. 1+25.00
END STA. 1+50.00
A
M
T S h e e t s X s e c s
R B d
RIVERBOTTOM
R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
E
P
E L
E
P
E L
-0.040
-0.040 E
L c
O F
F S
E T
E L
-0.014
-0.014
O F
F S
E T
E L c
O F
F S
E T
E L
38:1 190:1
O F
F S
E T
P R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.040
-0.040
E L c
O F
F S
E T
E L
-0.001
-0.001
O F
F S
E T
E L c
O F
F S
E T
E L
48:1 32:1
O F
F S
E T
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
1+75.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
2+00.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
2+14.80
PRELIM. 2025 25047 8
BEGIN STA. 1+75.00
END STA. 2+14.80
A
M
T S h e e t s X s e c s
R B d
R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.040
-0.040
E L c
O F
F S
E T
E L
0.018
0.018 O
F F
S E
T
E L c
O F
F S
E T
E L
37:1 44:1
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.040
-0.040
E L c
O F
F S
E T
E L
0.036
0.036
S I
D E
R O
A D
F S
E T
E L
23:1
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.040
-0.040
E L c
O F
F S
E T
E L
0.040
0.040
S I
D E
R O
A D
F S
E T
E L
21:1
O F
F S
E T
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1620 1620
1630 1630
1640 1640
1650 1650
2+25.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
2+50.00
1610 1610
1620 1620
1630 1630
1640 1640
1650 1650
2+75.00
PRELIM. 2025 25047 9
BEGIN STA. 2+25.00
END STA. 2+75.00
A
M
T S h e e t s X s e c s
R B d
R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.040
-0.040
E L c
O F
F S
E T
E L
0.040
0.040
S I
D E
R O
A D
F S
E T
E L
21:1
O F
F S
E T
P R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.036
-0.036
E L c O
F F
S E
T
E L
0.026
0.026
O F
F S
E T
E L c
O F
F S
E T
E L
63:1 11:1
O F
F S
E T
P R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
-0.031
-0.031
E L c
O F
F S
E T
E L
0.009
0.009
O F
F S
E T
E L c
O F
F S
E T
E L
220:1 16:1
O F
F S
E T
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1630 1630
1640 1640
1650 1650
2+97.00
3+00.00
PRELIM. 2025 25047 10
BEGIN STA. 2+97.00
END STA. 3+00.00
A
M
T S h e e t s X s e c s
R B d
R
E
O
W
O F
F S
E T
P R
E
O
W
O F
F S
E T
E
P
E L
E
P
E L
-0.027 0.007
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1620 1620
1+00.00
1610 1610
1620 1620
1630 1630
1640 1640
1+09.44
1610 1610
1620 1620
1630 1630
1640 1640
1+25.00
1610 1610
1620 1620
1630 1630
1640 1640
1+50.00
PRELIM. 2025 25047 11
BEGIN STA. 1+00.00
END STA. 1+50.00
DRIVEWAY
A
M
T S h e e t s X s e c s
D R d
-0.022
-0.022
O F
F S
E T
E L 1c
O F
F S
E T
E L
0.009
0.009
O F
F S
E T
E L c
O F
F S
E T
E L
27:1 65:1
-0.020
-0.020
O F
F S
E T
E L 4c
O F
F S
E T
E L
0.020
0.020
O F
F S
E T
E L c
O F
F S
E T
E L
14:1 61:1
-0.020
-0.020
O F
F S
E T
E L c
O F
F S
E T
E L
0.020
0.020
O F
F S
E T
E L c
O F
F S
E T
E L
10:1 23:1
0 0 20 20 40 40 60 60 80 80 100 100 120 120 140 140
1620 1620
1630 1630
1640 1640
1+75.00
1610 1610
1620 1620
1630 1630
1640 1640
2+00.00
1610 1610
1620 1620
1630 1630
1640 1640
2+05.00
1630 1630
2+25.00
PRELIM. 2025 25047 12
BEGIN STA. 1+75.00
END STA. 2+25.00
A
M
T S h e e t s X s e c s
D R d
DRIVEWAY
-0.020
-0.020
O F
F S
E T
E L c
E L
0.020
0.020
O F
F S
E T
E L c
O F
F S
E T
E L
7:1 21:1
O F
F S
E T
-0.020
-0.020
O F
F S
E T
E L c
O F
F S
E T
E L
0.020
0.020
O F
F S
E T
E L c
O F
F S
E T
E L
8:1 69:1
0.033
0.033
O F
F S
E T
E L c
O F
F S
E T
E L
-0.033
-0.033
O F
F S
E T
E L c
O F
F S
E T
E L
6:1 g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts
D A
T E
J O
B
32'-0"
37'-0"
54'-0"
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
SEE TDOT STD-1-5
BRIDGE ENDS (TYP.)
PAVEMENT AT
EXISTING GROUNDLINE
APPROXIMATE
OF UNDERMINING
APPROXIMATE LIMITS
UNDERMINING
APPROXIMATE LIMITS OF
STA. 3+70.12
{ PIER 1
STA. 4+24.37
{ PIER 2
(576 S.Y.)
FLEXAMAT 10 NW
GRADED AREAS (CURRENT LIMITS ESTIMATED)
AND SOUTH ROADWAY EMBANKMENT TO STABLIZE PROPOSED
RIGHT ABUTMENT SLOPE UNDER BRIDGE AND ALONG NORTH
INSTALL 576 S.Y. OF FLEXAMAT 10 NW ALONG
S N
S N
A N R
E V
IS
IO
N S
R U
M M
E L
K L E
P P
E R K
A H
L L L P
L
E V
D
G N
D
G N
L E
V
R
E F
(P
-1
N A
S H
V
IL
L E T
N
M
A R
R
IO
T T D
R
IV
E S
U
IT
E
G
IN
E E
R
C H
E C
K E
V
E
R I
V E
R L
O
L L
O W
R
O A
D
C A
R T
U N
T Y
T N
D
BRIDGE ID NO. 100A2990001
/2
/2
54'-10•" 54'-3" 54'-10•"
S T
R E
A M
F L
O W
DATUM EL. 1615.00
F F
I
I
LEGEND:
ABUTMENT 1
ABUTMENT 2
LIST OF DRAWINGS
LIST OF REFERENCE DRAWINGS
HYDRAULIC DATA
SCOPE OF WORK
GRADE SKETCH
S T
A
P
A
0 +
P
A
P
A
S T
A
F
F
F
F
F
-2.39%
-2.39% -5.66% -5.66%
DRAWING DWG NO.
EXISTING BRIDGE TOTAL LENGTH = 164'-0"
RIP-RAP
EXISTING
-DENOTES FIXED
-DENOTES INTEGRALI
F
SEE DWG NO.5
PABE TO BE REMOVED,
PLAN VIEW
RIP-RAP
EXISTING
DRAWING DWG NO.
BILL OF STEEL
PIER 1 & 2 DETAILS
ABUTMENT NO. 2
ABUTMENT NO. 1
BEAM DETAILS
SUPERSTRUCTURE DETAILS
SUPERSTRUCTURE
FOUNDATION DATA
GENERAL NOTES & ESTIMATED QUANTITIES
LAYOUT OF BRIDGE
M-80-63
M-80-62
M-80-61
M-80-60
M-80-59
M-80-58
M-80-57
M-80-56
M-80-55
M-80-54
ELEVATION VIEW
DATE
LAST REV
T O
B
E
R
E P
A I R
E D
L A
Y O
B
R I
D G
E
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
N
SEE TDOT STD-1-5
BRIDGE ENDS (TYP.)
PAVEMENT AT
BILL OF STEEL
FINAL FOUNDATION REPAIR DATA
BRIDGE REPAIR DETAILS
ABUTMENT NO. 2 REPAIR DETAILS
ABUTMENT NO. 2 REPAIR
SUPERSTRUCTURE REPAIR
BRIDGE DEMOLITION
FOUNDATION DATA
GENERAL NOTES & ESTIMATED QUANTITIES
LAYOUT OF BRIDGE TO BE REPAIRED
ROADWAY OVERTOPPING ELEVATION = 1623.45 ft
PRE-FLOOD EXISTING BRIDGE 10 YR BACKWATER = 0.51 ft @ 1622.40 ft
10 YR BRIDGE BACKWATER = 0.49 ft @ El. 1622.59 ft
10 YR VELOCITY = 6.46 ft/s
WATER AREA BELOW EL. 1622.09 = 974.26 sq ft
DESIGN DISCHARGE (10 YR.) = 6240 cfs
DRAINAGE AREA = 130 sq mi
DRAWING DWG NO. DATE
LAST REVLIST OF STANDARD DRAWINGS
AT BRIDGE ENDS BACKFILL DETAILS
MISC. ABUTMENT AND PAVEMENT
AND DRAINAGE DETAILS
MISCELLANEOUS ABUTMENT
PAVEMENT AT BRIDGE ENDS
STD-10-2
STD-10-1
STD-1-5
06-05-23
06-05-23
06-05-23
ST-10
ST-9
ST-8
ST-7
ST-6
ST-5
ST-4
ST-3
ST-2
ST-1
S C
A L
E
N
F.G. EL. 1631.39
STA. 3+15.24
BEG. OF BRIDGE
F.G. EL. 1630.31
STA. 3+70.12
{ PIER 1
F.G. EL. 1628.83
STA. 4+24.37
{ PIER 2
F.G. EL. 1626.33
STA. 4+79.25
END OF BRIDGE
3+50 4+00 4+503+00 5+00
STA. 3+15.24
BEG. OF BRIDGE
STA. 4+79.25
END OF BRIDGE
8) ARMOR SLOPES
7) MISC REPAIRS (CURB)
6) CONSTRUCT NEW PABE
5) REPAIR ABUTMENT 2 WITH MICRO PILES
4) INSTALL NEW PERFORATED DRAIN AT ABUTMENT 2
3) REMOVE EXISTING FAILED PABE AT ABUTMENT 2
2) REMOVE DEBRIS
1) TEMPORARILY SHORE ABUTMENT 2
/1
/2
R E
V
IS
E D R
E V
IS
IO
N D
A T
E S
10/15/25
10/15/25
10/15/25
10/15/25
10/15/25
10/15/2025 g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
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F1
F2
F
ITEM NO. DESCRIPTION
204-02.01
UNIT TOTAL
303-01.02
604-03.02
710-09.01
710-09.02
LB.
F
C.Y.
6" PIPE UNDERDRAIN
GRANULAR BACKFILL (BRIDGES)
STEEL BAR REINFORCEMENT (BRIDGES)
DRY EXCAVATION (BRIDGES)
L.F.
L.F.6" PERFORATED PIPE WITH VERTICAL DRAIN SYSTEM
TON
F2
F1
604-03.04 PAVEMENT AT BRIDGE ENDS S.Y.
C.Y.
L.S.202-04.025
CLASS 'A' CONCRETE (BRIDGES)604-03.01
SUPERSTRUCTURE
ESTIMATED QUANTITIES
EXCAVATION BASED ON FINAL PROFILE AT ABUTMENT NO. 2.
ABUT. NO. 2
NOTE: COST OF POLYETHYLENE SHEETING AND ALL MISCELLANEOUS
A L E
N O
T
E
S T I
M A
T
Q
A N
T I T I E
S G
E N
E R
T
GENERAL NOTES
SHOP DRAWINGS: SEE SECTION 105.02 OF THE STANDARD SPECIFICATIONS.
606-28.12 MICROPILE (9†" X 0.500" MICROPILE) L.F. 200
1413 1413
8 8
44 44
22 22
INCLUDED IN ITEM 740-07 FLEXAMAT.
OF ALL MATERIALS AND LABOR NECESSARY FOR INSTALLTION OF FLEXAMAT SHALL BE
FLEXAMAT SHALL BE INSTALLED ACCORDING TO MANUFACTURERS SPECIFICIATIONS. COST
S T
204-08.01 BACKFILL MATERIAL (FLOWABLE FILL) C.Y. 10 10
MICRO PILES: AT ABUTMENT 2 REPAIR, DWG NO. ST-6 & ST-7.
20 20
CONSTRUCTION (JANUARY 1, 2021 EDITION).
TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD AND BRIDGE
CONSTRUCTION SPECIFICATIONS: TENNESSEE DEPARTMENT OF
FOR LRFD SEISMIC BRIDGE DESIGN WITH INTERIMS.
SPECIFICATIONS AND THE 2nd EDITION (2011) AASHTO GUIDE SPECIFICATIONS
DESIGN SPECIFICATION: 9th EDITION (2020) AASHTO LRFD BRIDGE DESIGN
AS NOTED OTHERWISE.
CONCRETE: TO BE CLASS A (CAST-IN-PLACE) F'c = 3000 P.S.I. EXCEPT
OTHERWISE. SEE SECTION 604 AND 907 OF THE STANDARD SPECIFICATIONS.
REINFORCING STEEL: SHALL BE ASTM A615 GRADE 60 UNLESS NOTED
WITH SECTION 604.21 OF THE TENNESSEE STANDARD SPECIFICATION. A CLASS I.
FINISHING CONCRETE SURFACES: CONCRETE FINISHING SHALL BE IN ACCORDANCE
THE ENGINEER FOR APPROVAL.
THE CONTRACTOR SHALL SUBMIT A PROPOSED BILL OF STEEL TO
NOTE: PRIOR TO CONSTRUCTION OF THE PAVEMENT AT BRIDGE ENDS,
ITEMS NECESSARY FOR INSTALLATION AT ABUTMENT NO. 2 TO BE
INCLUDED IN THE UNIT PRICE BID FOR PERFORATED PIPE.
SEE STANDARD DRAWING STD-10-1.
NOTE: GRANULAR BACKFILL SHALL BE CLASS "A" GRADING "D" MATERIAL.
6F
B. DEAD LOAD INCLUDES 35 LB/SQ. FT. FOR FUTURE WEARING SURFACE.
A. HL-93 LIVE LOADING
LOADING:
INCLUDED IN THE UNIT PRICE BID FOR MICROPILE (9†" X 0.500" MICROPILE).
MISCELLANEOUS ITEMS NECESSARY FOR THE INSTALLATION OF MICROPILES SHALL BE
THE COST OF INSTALLATION, CASING, THREADED RODS, GROUT, LOAD TEST AND ALL
SPECIFICATIONS, AND THE PLANS.
THE CONTRACTOR SHALL INSTALL MICROPILES ACCORDING TO THE TECHNICAL REQUIREMENTS ESTABLISHED IN THE CONTRACT
REMOVAL OF ACCUMULATED DEBRIS, REMOVAL OF ABANDONED CONDUIT. SEE DRAWING ST-1 AND ST-4.
LUMP SUM: COMPLETE REMOVAL OF FAILED PAVEMENT AT BRIDGE END AT ABUTMENT NO. 2,
1REMOVAL OF STRUCTURES (PABE AT ABUTMENT NO. 2)
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BRIDGE ID NO. 100A2990001
/2
/2
54'-10•" 54'-3" 54'-10•"
DATUM EL. 1615.00
F F
I
LEGEND:
ABUTMENT 1
ABUTMENT 2
LIST OF DRAWINGS
GRADE SKETCH
S T
A
P
A
F
-5.66%
EXISTING BRIDGE TOTAL LENGTH = 164'-0"
RIP-RAP
EXISTING
-DENOTES FIXED
-DENOTES INTEGRALI
F
SEE DWG NO.5
PABE TO BE REMOVED,
ELEVATION VIEW
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
SEE TDOT STD-1-5
BRIDGE ENDS (TYP.)
PAVEMENT AT
BILL OF STEEL
FINAL FOUNDATION REPAIR DATA
BRIDGE REPAIR DETAILS
ABUTMENT NO. 2 REPAIR DETAILS
ABUTMENT NO. 2 REPAIR
SUPERSTRUCTURE REPAIR
BRIDGE DEMOLITION
FOUNDATION DATA
GENERAL NOTES & ESTIMATED QUANTITIES
LAYOUT OF BRIDGE TO BE REPAIRED
EXISTING GROUNDLINE
APPROXIMATE
37'-0"
OF UNDERMINING
APPROXIMATE LIMITS
F.G. EL. 1631.39
STA. 3+15.24
BEG. OF BRIDGE
F.G. EL. 1630.31
STA. 3+70.12
{ PIER 1
F.G. EL. 1628.83
STA. 4+24.37
{ PIER 2
F.G. EL. 1626.33
STA. 4+79.25
END OF BRIDGE
(576 S.Y.)
FLEXAMAT 10 NW
c
1/S/F
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EXISTING GROUNDLINE
APPROXIMATE
(5180 SQ FT)
FLEXAMAT 10 NW
OF UNDERMINING
APPROXIMATE LIMITS
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
OF UNDERMINING
APPROXIMATE LIMITS
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
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BRIDGE ID NO. 100A2990001
/2
/2
S T
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F L
O W
LIST OF REFERENCE DRAWINGS
PLAN VIEW
RIP-RAP
EXISTING
ELEVATION VIEW
REPAIR DETAILS
FOR ABUTMENT NO.2
SEE DWG NO.6 & 7
LIST OF STANDARD DRAWINGS
STA. 3+15.24
BEG. OF BRIDGE
STA. 4+79.25
END OF BRIDGE
B-2
B-1
6.0'
B-4
B-5
B-6
5.5'
B-7
19.5'
4.5'
B-3 6.2' B-9
8.4' B-10
70.3'
24.5'
BOTTOM OF HOLE (BELOW LINE)
BORING LOCATION. DEPTH TO REFUSAL (ABOVE LINE),
BORING LOCATION WITH DEPTH TO REFUSAL
B-1
B-1 24.5'
LEGEND
N
70.0'
38.2'
B-8
/1
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D C
B
S S
M
ELEVATION VIEW
ABUTMENT 2
WEATHERED ROCK
LIMESTONE
DOLOMITE
SHALE
SILTSTONE
CONCRETE
CLAY
SAND (SW)
SAND (SP)
CLAYEY SAND (SC)
TOPSOIL
BOULDERS AND COBBLES
0' 30'
SOIL AND ROCK LEGEND
1628.6'
ELE.
B-1
1628.5'
ELE.
B-2
1617.5'
ELE.
B-10
1618.2'
ELE.
B-9
65.7'
50.3'
31.0'
61.0'
F O
U N
D A
T I
T A
GRAVEL
AND WATER SURFACE
GAP BETWEEN BRIDGE DECK WATER
SHALY DOLOMITE
50/4"
50/2"
50/3"
AR @ 6.0'
50/4"
50/2"
RQD:56%
RQD:69%
RQD:84%
BT @ 19.5'
RQD:57%
RQD:58%
RQD:90%
RQD:64%
RQD:48%
RQD:62%
RQD:82%
RQD:89%
BT @ 65.7'
RQD:56%
RQD:76%
BT @ 31.0'
RQD:12%
RQD:80%
RQD:75%
RQD:84%
RQD:72%
RQD:0%
RQD:0%
RQD:0%
BT @ 61.0'
BT @ 50.3'
RQD:0%
RQD:0%
RQD:19%
RQD:0%
RQD:0%
RQD:0%
RQD:33%
RQD:78%
RQD:44%
RQD:48%
RQD:64%
RQD:28%
RQD:64%
BT @ 70.0'
AR @ 5.5'
50/3"
AR @ 6.2'
50/3"
AR @ 8.4'
S T -3
N
FLEXAMAT
I
DATUM EL. 1615.00
3+00 3+50 4+00 4+50 5+00 5+50
ELE.1627.3'
B-4
ELE.1626.8'
B-3
ELE.1626.1'
B-6
ELE.1625.6'
B-5
1618.8'
ELE.
B-7
1621.7'
ELE.
B-8
F F
I
LEGEND:
ABUTMENT 1
RIP-RAP
EXISTING
-DENOTES FIXED
-DENOTES INTEGRALI
F
RQD:56% RQD:0%
RQD:19%
AR @ 5.5'
50/3"
I
DATUM EL. 1615.00
RQD:56% RQD:0%
RQD:19%
AR @ 5.5'
50/3"
I
DATUM EL. 1615.00
54'-3"54'-3"54'-10•"54'-10•" 54'-10•"54'-10•"
EXISTING BRIDGE TOTAL LENGTH = 164'-0"EXISTING BRIDGE TOTAL LENGTH = 164'-0"
SEE DWG NO.5
PABE TO BE REMOVED,
SEE TDOT STD-1-5
BRIDGE ENDS (TYP.)
PAVEMENT AT
F.G. EL. 1626.33
STA. 4+79.25
END OF BRIDGE
F.G. EL. 1631.39
STA. 3+15.24
BEG. OF BRIDGE
F.G. EL. 1630.31
STA. 3+70.12
{ PIER 1
F.G. EL. 1628.83
STA. 4+24.37
{ PIER 2
F.G. EL. 1631.39
STA. 3+15.24
BEG. OF BRIDGE
F.G. EL. 1630.31
STA. 3+70.12
{ PIER 1
F.G. EL. 1628.83
STA. 4+24.37
{ PIER 2
c c c
D A
T
LIST OF REFERE
LIST OF STANDARD DRAWI
STA. 4+79.25
END OF BRIDGE
6.2' B-9
8.4' B-10
N 70.0'
38.2'
5+00 5+50
TCH
-5.66%
TIES
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RENCE DRAW
WINGS
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-3 g in e n s tr u c ti o n M a n a g e rs
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REMOVE PABE
REMOVE PABE
SAWCUT EXISTING PAVEMENT
FROM BRIDGE
AND CONDUIT HANGERS
REMOVE ABANDONED CONDUITSTA. 4+24.37
{ PIER 2
STA. 4+24.37
{ PIER 2
STA. 4+79.25
END OF BRIDGE
STA. 4+79.25
END OF BRIDGE
ABUTMENT 2
EXISTING GROUNDLINE
APPROXIMATE
PLAN VIEW
ELEVATION VIEW
BRIDGE AND PABE TO GRADE
REMOVE DEBRIS UNDER
BENEATH BRIDGE AND PABE
APPROXIMATE DEBRIS AREA
NOTES:
B R I
D
M O
L I T I
O N
A
T
5) REMOVE ABANDONED CONDUIT FROM UPSTREAM SIDE OF BRIDGE
4) REMOVE DEBRIS FROM BRIDGE DECK
3) REMOVE DEBRIS FROM BENEATH BRIDGE AND PABE TO GRADE
2) REMOVE FAILED PABE
1) TEMPORARILY SHORE ABUTMENT 2
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BRIDGE ID NO. 100A2990001
/2
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BRIDGE ID NO. 100A2990001
/2
/2
TYPICAL CROSS SECTION
OUT TO OUT = 32'-4"
4'-8" 4'-8"11'-6" 11'-6"
S L
A B
ROADWAY WIDTH = 30'-0"
S
P H
A
E R
L A
Y
I
S T I
N G
164'-0"
1'-2"
(LOOKING FORWARD)
54'-10•" 54'-10•"54'-3"
3'-7" x 1'-2" x 1'-0"
COST TO BE INCLUDED IN ITEMS BID
DENOTES AREA TO BE REPAIRED.
EXISTING CURB(TYP)
DETAIL A
PLAN
3'-7" x 1'-2" x 1'-0"
A L E
N O
T
S U
P E
R S
T R
U C
T U
R E
R
E P
A I R
SEE DETAIL A
SEE DETAILS ON DWG 8
S T
STA. 3+15.24
BEG. OF BRIDGE
STA. 3+70.12
{ PIER 1
STA. 4+24.37
{ PIER 2
STA. 4+79.25
END OF BRIDGE
35'-6"
12'-0" 12'-0"
40'-6"
7'-0"12'-0"12'-0"7'-0"
1'-3"
1'-3" 1'-3"
4'-6" 4'-6"
40'-6"
7'-0" 7'-0"
2'-6"
E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
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D A
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{ LONG HOLLOW ROAD
EXISTING FOUNDATION
PROPOSED MICROPILE CAP
CAP
{ MICROPILE
AND FOOTING
{ WING BEAM
AND FOOTING
{ WING BEAM
{ MICROPILE
(TYP)
{ MICROPILE
9.625" DIA MICROPILE (TYP)
UNDERMINING
APPROXIMATE LIMITS OF
MATERIAL (FLOWABLE FILL).
WITH 204-08.01 BACKFILL
UNDER EXISTING FOUNDATION
BACKFILL UNDERMINED AREA
P.C.O ELEV. 1616.85' (TYP)
P.C.O ELEV.1616.85'
TEST PILE
TEST PILE
ESTIMATED QUANTITIES
(APPROACH SLAB NOT SHOWN FOR CLARITY)
NOTES:
PLAN
E L
E V
A T I
O N
X
X
ELEVATION "X"-"X"
EXISITNG ROADWAY BRACKET
EXISITNG BACKFILL
2'-6"
DENOTES:1'-3"
FOOTING FOOTING
(LOOKING BACK AT ABUTMENT NO.2)
ELEVATION
R E
P A I R
A B
U T
M E
A
M
B E
D
E M
B E
D
AA
SEE DWG NO.7
SECTION A-A
(C.Y.)
(SUBSTRUCTURE)
CONCRETE
CLASS "A"
604-03.01
(LBS.)
(BRIDGES)
REINFORCEMENT
STEEL BAR
604-03.02
S T
(C.Y.)
(FLOWABLE FILL)
MATERIAL
BACKFILL
204-08.01
MATERIAL (FLOWABLE FILL)(CY).
AND PLACING FLOWABLE FILL SHALL BE PAID FOR UNDER ITEM NO. 204-08.01, BACKFILL
FLOWABLE FILL MATERIAL. ALL COST FOR FORMING TO THE EDGE OF THE EXISTING FOUNDATION, THE CONTRACTOR SHALL BACKFILL THE UNDERMINED PORTION OF THE EXISTING FOUNDATION WITH
ALL BARS DRILLED AND GROUTED SHALL HAVE A MINIMUM EDGE DISTANCE OF 6".
DAYS.
ITEM NO. 604-03.01, CLASS "A" CONCRETE (CY). CONCRETE SHALL ATTAIN 3000 PSI IN 10
ALL COST TO FURNISH AND INSTALL CONCRETE FOR SUBSTRUCTURES SHALL BE PAID FOR UNDER
INCLUDED IN THE BID PRICE FOR ITEM 604-03.02, STEEL BAR REINFORCEMENT (BRIDGES), (LBS.).
ALL COST TO SET REINFORCING STEEL, INCLUDING ANY DRILLING AND GROUTING, SHALL BE
INCLUDED IN ITEM 604-03.04 PAVEMENT AT BRIDGE ENDS (S.Y.).
AT BRIDGE ENDS. SEE STD-1-5, STD-10-1 AND STD-10-2 FOR DETAILS. ALL COST SHALL BE
RE-COMPACT THE AREA BEHIND ABUTMENT 2 IN PREPARATION FOR CONSTRUCTION OF THE PAVEMENT
ONCE THE CONCRETE BEAM BELOW THE ABUTMENT WINGS HAS CURED, THE CONTRACTOR SHALL
INSTALL PERFORATED DRAIN SYSTEM PRIOR TO BACKFILLING ABUTMENT NO. 2.
WORK HAS BEEN REMOVED AND BACKFILLING HAS BEEN COMPLETED.
THE CONTRACTOR SHALL SUPPORT THE ABUTMENT UNTIL ALL WORK IS COMPLETE, FALSE
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING REPAIRS.
PABE)(L.S.).
ENDS SHALL BE PAID UNDER ITEM NO. 202-04.02, REMOVAL OF STRUCTURES (ABUTMENT NO. 2.
SPECIFICALLY TO BE REMOVED. ALL COST TO REMOVE AND DISPOSE OF THE PAVEMEMT AT BRIDGE
THE CONTRACTOR SHALL USE CARE NOT TO DAMAGE ANY PARTS OF THE STRUCTURE THAT ARE NOT
/1
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BRIDGE ID NO. 100A2990001
/2
/2
7'-0"12'-0"12'-0"7'-0" 1'-3"
1'-3" 1'-3"
40'-6"
3"3"
6" 6"
BARS L440 BARS L440BARS L440 BARS L440
BARS L440
2'-6"
5"
E n g in e n s tr u c ti o n M a n a g e rs
P la n n e rs
S c ie n ti s ts
D A
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(TYP)
{ MICROPILE
BARS L440
BARS A840
BARS A840
BARS H440
BARS A840
1' EMBED
BARS A841
1' EMBED
BARS A841
BARS H440
P.C.O ELEV. 1616.85' TYP)
P.C.O ELEV. 1616.85'
P.C.O ELEV. 1616.85'
TEST PILE
A
P A
T A I L
S A
B U
T M
E
2'-6"
(LOOKING BACK AT ABUTMENT NO.2)
ELEVATION
E M
B E
D
E M
B E
D
REINFORCING SECTION
MICROPILE CAP- TYPICAL
SECTION A-A
3 SPA.
10 SPA @ 1'-0"=10'-0" 10 SPA @ 1'-0"=10'-0"5 SPA @ 1'=5' 5 SPA @ 1'=5'
DENOTES:7"
5 SPA @ 1'=5'
DENOTES:7"
@ 7"
2 SPA.
@ 9"
S T
ABUTMENT 2
LOCATION
33.2 KIPS
(STRENGTH)
RESISTANCE
FACTORED AXIAL
1616.85 FT
(TYP)
P.C.O ELEV.
CONTRACT SPECIFICATIONS, AND THE PLANS.
TO THE TECHNICAL REQUIREMENTS ESTABLISHED IN THE
NOTE: THE CONTRACTOR SHALL INSTALL MICROPILES ACCORDING
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BRIDGE ID NO. 100A2990001
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B
SAW CUT 1" DEEP (TYP.)
90°(TYP.)
AREA OF EXISTING SPALLED CONCRETE
REINFORCING STEEL
BEHIND EXISTING
OF 4" MIN. OR 3/4"
REMOVE TO A DEPTH
EXISTING REINFORCING STEEL
WITH HIGH EARLY STRENGTH CONCRETE
POUR BACK TO ORIGINAL LINES
SAW CUT 1" DEEP (TYP.)
(AREA OF EXISTING SPALLED CONCRETE)
LIMITS OF REMOVAL
ALL EXPOSED REINFORCING STEEL SHALL BE COMPLETELY CLEANED TO THE SATISFACTION OF THE ENGINEER BEFORE REPOURING.
EXTREME CARE SHALL BE TAKEN WHEN REMOVING THE DETERIORATED CONCRETE SO AS NOT TO DAMAGE THE EXISTING REINFORCING STEEL.
NOTES:
MINIMUM 1 INCH SAW CUT PERPENDICULAR TO THE FACE OF THE CONCRETE.
INCREASED TO EXTEND INTO SOUND CONCRETE AS DIRECTED BY THE ENGINEER. EDGES OF THE REPAIR AREAS SHALL HAVE A
BE REMOVED AND REPOURED WITH PATCHING MATERIAL. THE MINIMUM DEPTH OF REPAIR SHALL BE 4 INCHES. DEPTH MAY BE
LIMITS AND LOCATION OF REPAIRS TO BE DESIGNATED BY THE ENGINEER. ALL UNSOUND CONCRETE IN THESE AREAS SHALL
QUALIFIED PRODUCTS LIST 13, SECTION B.4.
CEMENTITIOUS PATCHING MATERIAL. PATCHING MATERIALS SHALL BE FROM THE TENNESSEE DEPARTMENT OF TRANSPORTATION
B.9. PATCHING MATERIAL FOR REPAIRS DEEPER THAN 3 INCHES SHALL BE RAPID SET HIGH EARLY STRENGTH
PATCHING MATERIAL FROM THE TENNESSEE DEPARTMENT OF TRANSPORTATION QUALIFIED PRODUCTS LIST 13, SECTION
SAW CUT EXISTING CONCRETE SURFACES SO AS TO OBTAIN SQUARED CORNERS.
NOTES:
ENGINEER BEFORE REPAIRS HAVE BEGUN. COST TO BE INCLUDED IN ITEMS BID ON.
TO THE ENGINEER FOR REVIEW AND SHALL MEET WITH THE FULL SATISFACTION OF THE
REPAIRS. DETAILS OF ANY TEMPORARY SUPPORT SYSTEM (IF REQUIRED) SHALL BE SUBMITTED
THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE STABILITY OF THE STRUCTURE DURING
BEHIND THE REINFORCING STEEL.
2) CHIPPING HAMMERS OF THE 15 LB. CLASS SHALL BE USED TO REMOVE CONCRETE FROM
1) PNEUMATIC HAMMERS HEAVIER THAN A 35 LB. CLASS SHALL NOT BE USED.
THE FOLLOWING RESTRICTIONS.
POWER DRIVEN HAND TOOLS USED FOR THE REMOVAL OF UNSOUND CONCRETE ARE SUBJECT TO
CONCRETE REPAIR
2" MIN. (TYP.)
"Z"
"Z"
SECTION "Z-Z"
INDICATES AREAS OF
DETAILS OF SPALLED CONCRETE SURFACE AND REPAIR
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R
E P
A I R
A
T
FOR CONCRETE NOTE, SEE GENERAL NOTES ON DWG NO. 2
S T
TO COMPLETE REPAIRS SHOWN IN THIS DETAIL TO BE INCLUDED IN ITEMS BID.
FORMING, PATCHING MATERIAL AND ALL ADDITIONAL MATERIALS AND LABOR NECESSARY
COST OF REMOVING DETERIORATED CONCRETE, CLEANING EXISTING REINFORCING STEEL,
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BRIDGE ID NO. 100A2990001
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CAP
{ MICROPILE
STA. 4+24.37
{ PIER 2
TEST PILE
COUNTY TO BECOME PART OF FINAL BRIDGE DOCUMENTS.
AFTER COMPLETION. IT IS TO BE SENT TO CARTER
FIELD ENGINEER GIVING AS BUILT CONDITIONS.
THE BLANKS ON THIS IS TO BE FILLED IN BY THE
SPECIAL NOTE TO CONTRACTOR:
NO. 2
ABUTMENT PILE CUT-OFF ELEV.
PILE TIP ELEV.
IN PLACE PILE LENGTH
1 2 3 4 5
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PLAN VIEW
S T
STA. 4+79.25
END OF BRIDGE
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BRIDGE ID NO. 100A2990001
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B
A
C A
A A A
A
A B
A
BARS CD
A
A
A
A
A B C
BARS F
D A
A
A A
45°
BARS T
A
A
A
A
A A
B
BARS R
A
B
BARS H
A
A
A
A
A
A
BARS A
LENGTHA
A
BARS B
AA
A
A
BARS C
A
A
A
BARS D
A
A
SIZETYPE SERIES
065A
EPOXY COATED REINFORCEMENT.
NOTE: THE SUFFIX E FOR BARS SO MARKED DENOTES
SHALL APPLY, EXCEPT AS NOTED
TO OUTSIDE OF BAR. STANDARD C.R.S.I HOOK DETAILS
NOTE: DIMENSIONS SHOWN ON THIS SHEET ARE OUTSIDE
REINFORCING STEEL CODE
SIZE
NO.
REQ'D A B
BENDING DIMENSIONS
C D
LENGTHLOCATIONBARS
ABUTMENT NO. 2 (REGULAR)
A
A
A
A
A
A
45°
B A
BARS L
A
T
B I
S
T E
E L
2'-0"
2'-0"
1'-6"
4'-3"
S T
L440
H440
A841
A840
MICROPILE CAP
MICROPILE CAP
MICROPILE CAP
MICROPILE CAP
7'-9"
10'-6"
2'-0"
40'-2"
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BRIDGE ID NO. 100A2990001
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| 001-TitleSheet |
| 001A-IndexStdDwgs |
| 002-Quantities |
| 002B-TypicalSections |
| 002C-GeneralNotes |
| 002C1-GeneralNotes |
| 002C2-GeneralNotes |
| ST-1 Bridge Repair Plans |
| Historic Bridge Plans |
File details come from the government source that posted it. Updated .