20150388 Ver 1_000267_Permit Drawings_20150422

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NC

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NAMES AND ADDRESSES
PARCEL NO.ADDRESSESNAMES
PROPERTY OWNERS
SHEET 5 OF 13
DIVISION OF HIGHWAYS
NCDOT
PROJECT: 17BP.7.R.62 (000267)
12/30/2014
20
21
ON SR 1571
ALAMANCE COUNTY
JONES CREEK
GARY DOUGLAS STRADER
GARY DOUGLAS STRADER
22 GARY DOUGLAS STRADER
ELON, NC 27244
4172 ALTAMAHAW RACE TRACK ROAD
ELON, NC 27244
4172 ALTAMAHAW RACE TRACK ROAD
ELON, NC 27244
4172 ALTAMAHAW RACE TRACK ROAD
BUFFER IMPACTS PERMIT
SHEET 6 OF 13
PERMIT DRAWING
D
T
=
=
=
=
=MPH
ADT
% *
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA
LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
3
/
9
/
2
0
1
5
R
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N
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A TEOFN RT
CAR
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N
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VICINITY MAP
PROJECT LENGTH
LETTING DATE:
DIVISION OF HIGHWAYS
CONTRACTOR :
SIGNATURE:
SIGNATURE:
P.E.
P.E.
RIGHT OF WAY DATE:
1-888-521-4455 OR 919-878-9560
NC LICENSE NO. F-0112
RALEIGH, NORTH CAROLINA 27609
900 RIDGEFIELD DRIVE, SUITE 350
RUMMEL, KLEPPER & KAHL, LLP
DUAL 3%
6
SUBREGIONAL TIER
& CONST.
PE, ROW, UTIL.
PROFILE (HORIZONTAL)
GRAPHIC SCALES
PLANS
PROFILE (VERTICAL)
100
100
50 0 50
50 0 50
2010010 LOCAL
PROJECT ENGINEER
PROJECT DESIGN ENGINEER
Michael T. Merritt, P.E.
NCDOT CONTACT:
ENGINEER
HYDRAULICS
ENGINEER
DESIGN
ROADWAY
Virginia Mabry
PRIORITY PROJECTS OFFICE MANAGER
2012 STANDARD SPECIFICATIONS
DHV
N/A
BRIDGE NO. 000267
ALAMANCE COUNTY
17BP.7.R.62
17BP.7.R.62
B
R
I
D
G
E

0
0
0
2
6
7
C
2
0
3
3
1
3
JUNE 4, 2013
JUNE 4, 2013
Bridge No. 000267
55
GREENSBORO, NORTH CAROLINA 29492
300 S. BENBOW ROAD
THOMPSON ARTHUR
SR 1571 (ALTAMAHAW RACETRACK RD)
BRIDGE NO. 000267 OVER JONES CREEK ON
NS
RS
20
0
7
NAD
8
3/
OFFSITE DETOUR
S
R
15
7
1
Alta
ma
h
a
w
Rac
etrac
k
Rd.
SR 1579
Re
id
Rd
.
SR 1582
Jim
my Bowles Rd.
SR
25
02
G
illiam
C
hurch R
d.
S
R
15
8
1
S
ton
ey C
ree
k C
hu
rch R
d.
N
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R
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7
6
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e
R
d
.
SR
15
8
3
G
w
yn
R
d
.
Buttermilk Creek
Jon
es C
reek
0.097 mi
0.012 mi
0.085 mi
J.T. Peacock, Jr., P.E.
N/A
240
-L- STA. 14+60.00
END PROJECT
V
(* TTST =3%+
FUNC CLASS =
GRADING, DRAINAGE, PAVING, AND STRUCTURES
TOTAL LENGTH PROJECT 000267...............
LENGTH STRUCTURE PROJECT 000267.......
LENGTH ROADWAY PROJECT 000267........
* DESIGN EXCEPTION REQUIRED FOR SAG VERTICAL CURVE & SSD
TYPE OF WORK:
4
BRIDGE NO. 000267
ALAMANCE COUNTY
-L-
ALTAMAHAW RACETRACK RD.
SR 1571
J
O
N
E
S
C
R
E
E
K
JO
N
ES
C
REE
K
SR 1571 (ALTAMAHAW RACETRACK RD)
BRIDGE NO. 000267 OVER JONES CREEK ON
NS
RS
2
0
0
7
NA
D
8
3/
TO ALTAMAHAW
-L- STA. 11+84.67
BEGIN BRIDGE
-L- STA. 12+47.00
END BRIDGE
-L- STA. 14+60.00
END PROJECT
-L- STA. 9+50.00
BEGIN PROJECT
GRADING, DRAINAGE, PAVING, AND STRUCTURES
CHURCH RD.
TO STONEY CREEK
T
6
0
.
0
0
’
J
O
N
E
S
C
R
E
E
K
1 EXISTING R/W
EXISTING R/W EXISTING R/W
EXISTING R/W
ELEV = 670.43
BM1
CONC
POND
8" RCP
ALTAMAHAW RACETRACK RD.
SR 157118’ PAVED
TO ALTAMAHAW
CHURCH RD.
TO STONY CREEK
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
DB: 1397 Pg: 552
DB: 676 Pg: 983
6
0
.
0
0
’
END SBG STA. 12+80 LT.
END SBG STA. 12+90 RT.
-L- POT STA. 11+73.71
BEGIN APPROACH SLAB
-L- POT STA. 12+57.97
END APPROACH SLAB
F
-
F
2
7
’-
10
"
-L- POT STA. 11+84.67
BEGIN BRIDGE
-L- POT STA. 12+47.00
END BRIDGE
10
’
10
’
.
0
2
.
0
2
3
’-
11"
3
’-
11"
O
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-
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3
0
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0
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.
0
2
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0
1
.
0
2
.
0
4
.
0
3
.
0
2
.
0
0
.
0
1
.
0
2
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
NAD
83 (
NS
RS
20
0
7
)
1"=50’
SCALE
SHOWN FOR CLARITY
HATCHING NOT
BENCH EXCAVATION
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
SHEET 7 OF 13
PERMIT DRAWING
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
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1
7
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9
9
4
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TYPE-III TYPE-III
TYPE-III TYPE-III
ENGINEER
ROADWAY DESIGN
R/W SHEET NO.
ENGINEER
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
13+0012+0011+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
4
-L-
000267
10+00
650
660
670
680
690
650
660
670
680
690
14+00
DIV7A - BRIDGE 000267 - ALAMANCE COUNTY
R/R SPIKE IN 36" RED OAK
N 898475 E 1851890
BM#1 ELEVATION = 670.43
9+00
640 640
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
SAG VERTICAL CURVE & SSD
DESIGN EXCEPTION REQUIRED FOR*
17BP.7.R.62
662.7’
NWS
PI = 10+60.00
EL = 669.97’
(-)
5
.
1213
%
(-)0.8000%
VC = 220’
PI = 13+67.00
EL = 667.51’
(-)0.8000%
(+)2.7600%
VC = 180’
STA. 11+84.67
BEGIN BRIDGE
STA. 12+47.00
END BRIDGE
V = 35 mph
V = 35 mph
ELEV. = 668.0674
L.P. = 13+17.45
-L- STA. 14+31.00 TO 14+60.00
-L- STA. 9+50.00 TO 9+78.00
MILLING LIMITS:
K = 51
K = 51
*
*
665.86’
100 YR
ELEV. 673.40’
-L- STA. 9+59 RT
BEGIN SP. CUT DITCH
ELEV. 662.11’
-L- STA. 12+10 RT
END SP. CUT DITCH
ELEV. 663.68’
-L- STA. 11+15 LT
END SP. CUT DITCH
E
L
E
V.

6
6
8
.4
0
’
P
I
S
T
A
.

10
+
5
0

R
TELEV. 667.59’
-L- STA. 10+43 LT
BEGIN SP. CUT DITCH
E
L
E
V.

6
6
3
.8
5
’
P
I
S
T
A
.

11
+
0
0

L
T
ELEV. 661.96’
-L- STA. 12+19 LT
BEGIN SP. CUT DITCH
ELEV. 661.09’
-L- STA. 12+45 RT
BEGIN SP. CUT DITCH
ELEV. 666.66’
-L- STA. 13+98 RT
END SP. CUT DITCH
ELEV. 666.39’
-L- STA. 13+90 LT
END SP. CUT DITCH
ELEV. 663.50’
PI STA. 13+00 RT
ELEV. 663.25’
PI STA. 13+00 LT
(+)3.2301%
(-)1.1386%
(+)4.4139%
(-)
3
.9281
%
(-)
5.
4669
%
(-)
6.5938
%
(+)3.4850%
(+)1.5852%
BRIDGE HYDRAULIC DATA
100 YEAR FREQUENCY
= 1,445
= 25
= 100 YRS
= 665.0
= 665.86
= 668.1
NORMAL WATER SURFACE ELEV = 662.7 FT
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
STR #000267 Sta. 12+15.84 -L-
NWS SURVEY DATE 08/2014
= 410
= 600
= 500+
ELEV. = 675.60
STA. 9+50.00
BEGIN GRADE
ELEV. = 670.08
STA. 14+60.00
END GRADE
EX. (+)3.27%
E
X
.(-)
5
.
61
%
F
F F
F
F
F
F F
F
C
F
F
F
C
C
C
C
C
C
C
C
F
F
C
F
EX. R/W
+95.00
22
EX. R/W
+29.00
45’
+20.00
45’
+52.00
EX. R/W
+65.00
40’
+00.00
20 21
EX. R/W
35’
+20.00
EX. R/W
40’
+35.00
EX. R/W
35’
+33.00
EST 95 SY FF
EST 90 TONS
CLASS II RIP RAP
EST 85 SY FF
EST 80 TONS
CLASS II RIP RAP
FACILITY
TRANSPORTATION
LIMIT OF EXISTING
TRANSPORTATION FACILITY
LIMIT OF EXISTING
REMOVE
LIN
E
&

S
TA
TIO
N
TO
P

E
L
E
VA
TIO
N
D
O

N
O
T
U
S
E
RC
P
O
F
F
S
ET
N
U
M
BER
S
TRU
C
TU
RE
IN
V
ERT
E
L
E
V
A
TIO
N
IN
V
ERT
E
L
E
V
A
TIO
N
D
EP
TH
D
RA
IN
A
G
E
S
TRU
C
TU
RE
D
O

N
O
T
U
S
E
C
S
P
D
O

N
O
T
U
S
E
P
VC
D
O

N
O
T
U
S
E
C
A
A
P
D
O

N
O
T
U
S
E
H
D
P
E
18
"

S
ID
E
D
RA
IN

P
IP
E
15
"

S
ID
E
D
RA
IN

P
IP
E
C
LA
S
S

IV

RC
P

REQ
U
IRED
FT.FT.FT.FT.15"18"24"FT.FT.
F
RO
M
TO
0401 4.00
0401 0402
667.99
663.99 663.85
PIPE (FT.)
DRAINAGE
26
#

EL
BO
W
S

REQ
U
IRE
D
X X X X
13’ LT 0402
-L- 12+71.6
-L- 12+82.0
Y 0
-L- 12+82.0 28’ LT 0403
0402 0403
13’ RT
14 X X N 0
4.06667.91
663.85 662.96
SEE DETAIL C
BASE DITCH
SPECIAL CUT
2GI-B
TB
RC
P-I
V
15
"
2GI-B
TB
15
"18"
SEE DETAIL C
BASE DITCH
STANDARD
V10=4.8 FPS
Q10=0.3 CFS
INV=662.96’
SEE DETAIL A
EMBANKMENT
RIP RAP AT
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 11+94 TO STA. 12+43
DETAIL A
Grade
Ditch
2.0’
GEOTEXTILE
Geotextile= 105 sy
Type of Liner= 100 TONS, CL II Rip-Rap
1.0’min.
SEE DETAIL D
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 140 SY PSRM
BASE DITCH
SPECIAL CUT
2:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 13+00 TO STA. 13+98 RT
FROM STA. 11+00 TO STA. 11+14 LT
DETAIL C
B= 2 Ft.
Min. D= 0.7 Ft.
Ground
Natural
Slope
Ditch
Front
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
d
2:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 12+45 TO STA. 13+00 RT
STA. 9+59 TO STA. 12+10 RT
FROM STA. 10+43 TO STA. 11+00 LT
DETAIL B
B= 2 Ft.
Max. d= 0.55 Ft.
Min. D= 0.65 Ft.
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
-L- 13+53.2
Flatter2:1 or
D
1.
5:
1
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 12+19 TO STA. 13+90 LT
DETAIL D
Min. D= 0.95 Ft.
Ground
Natural Slope
Ditch
Front
STRADER GARY DOUGLAS
SATTERFIELD ELIZABETH F
SMITH SUSAN RANEE
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
STA. 11+84.67
BEGIN BRIDGE
STA 12+47.00
END BRIDGESTA. 9+50.00
BEGIN PROJECT
POT Sta. 9+00.00
PC Sta. 15+36.84
STA 14+60.00
END PROJECT
F
F F
F
C
C
C
RC
P-I
V
15
"
1
5
"
6
6
0
6
6
06
6
0
6
6
0
6
60
665
6
6
5
665
665
665
6
6
5
665
6
6
5
665
6
6
5670
670
670
670
67
0
675
6
7
5
6
7
5
6
6
0
6
6
0
665
6
6
5
665
665
6
6
5
665
665
T
6
0
.
0
0
’
J
O
N
E
S
C
R
E
E
K
1 EXISTING R/W
EXISTING R/W EXISTING R/W
EXISTING R/W
ELEV = 670.43
BM1
CONC
POND
8" RCP
ALTAMAHAW RACETRACK RD.
SR 157118’ PAVED
TO ALTAMAHAW
CHURCH RD.
TO STONY CREEK
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
DB: 1397 Pg: 552
DB: 676 Pg: 983
6
0
.
0
0
’
END SBG STA. 12+80 LT.
END SBG STA. 12+90 RT.
-L- POT STA. 11+73.71
BEGIN APPROACH SLAB
-L- POT STA. 12+57.97
END APPROACH SLAB
F
-
F
2
7
’-
10
"
-L- POT STA. 11+84.67
BEGIN BRIDGE
-L- POT STA. 12+47.00
END BRIDGE
10
’
10
’
.
0
2
.
0
2
3
’-
11"
3
’-
11"
O
U
T
-
O
U
T
3
0
’-
0
"
.
0
2
.
0
1
.
0
2
.
0
4
.
0
3
.
0
2
.
0
0
.
0
1
.
0
2
ALLOWABLE IMPACTS ZONE 1
ALLOWABLE IMPACTS ZONE 2
NAD
83 (
NS
RS
20
0
7
)
1"=50’
SCALE
SHOWN FOR CLARITY
HATCHING NOT
BENCH EXCAVATION
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 1
ALLOWABLE IMPACTS
BUFFER ZONE 2
ALLOWABLE IMPACTS
SHEET 8 OF 13
PERMIT DRAWING
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
/
1
7
/
9
9
4
/
7
/
2
0
1
5
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
0
0
0
2
6
7
_
p
e
r
_
b
u
f
f
_
c
o
n
.
d
g
n
e
r
i
g
g
s
TYPE-III TYPE-III
TYPE-III TYPE-III
ENGINEER
ROADWAY DESIGN
R/W SHEET NO.
ENGINEER
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
13+0012+0011+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
4
-L-
000267
10+00
650
660
670
680
690
650
660
670
680
690
14+00
DIV7A - BRIDGE 000267 - ALAMANCE COUNTY
R/R SPIKE IN 36" RED OAK
N 898475 E 1851890
BM#1 ELEVATION = 670.43
9+00
640 640
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
SAG VERTICAL CURVE & SSD
DESIGN EXCEPTION REQUIRED FOR*
17BP.7.R.62
662.7’
NWS
PI = 10+60.00
EL = 669.97’
(-)
5
.
1213
%
(-)0.8000%
VC = 220’
PI = 13+67.00
EL = 667.51’
(-)0.8000%
(+)2.7600%
VC = 180’
STA. 11+84.67
BEGIN BRIDGE
STA. 12+47.00
END BRIDGE
V = 35 mph
V = 35 mph
ELEV. = 668.0674
L.P. = 13+17.45
-L- STA. 14+31.00 TO 14+60.00
-L- STA. 9+50.00 TO 9+78.00
MILLING LIMITS:
K = 51
K = 51
*
*
665.86’
100 YR
ELEV. 673.40’
-L- STA. 9+59 RT
BEGIN SP. CUT DITCH
ELEV. 662.11’
-L- STA. 12+10 RT
END SP. CUT DITCH
ELEV. 663.68’
-L- STA. 11+15 LT
END SP. CUT DITCH
E
L
E
V.

6
6
8
.4
0
’
P
I
S
T
A
.

10
+
5
0

R
TELEV. 667.59’
-L- STA. 10+43 LT
BEGIN SP. CUT DITCH
E
L
E
V.

6
6
3
.8
5
’
P
I
S
T
A
.

11
+
0
0

L
T
ELEV. 661.96’
-L- STA. 12+19 LT
BEGIN SP. CUT DITCH
ELEV. 661.09’
-L- STA. 12+45 RT
BEGIN SP. CUT DITCH
ELEV. 666.66’
-L- STA. 13+98 RT
END SP. CUT DITCH
ELEV. 666.39’
-L- STA. 13+90 LT
END SP. CUT DITCH
ELEV. 663.50’
PI STA. 13+00 RT
ELEV. 663.25’
PI STA. 13+00 LT
(+)3.2301%
(-)1.1386%
(+)4.4139%
(-)
3
.9281
%
(-)
5.
4669
%
(-)
6.5938
%
(+)3.4850%
(+)1.5852%
BRIDGE HYDRAULIC DATA
100 YEAR FREQUENCY
= 1,445
= 25
= 100 YRS
= 665.0
= 665.86
= 668.1
NORMAL WATER SURFACE ELEV = 662.7 FT
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
STR #000267 Sta. 12+15.84 -L-
NWS SURVEY DATE 08/2014
= 410
= 600
= 500+
ELEV. = 675.60
STA. 9+50.00
BEGIN GRADE
ELEV. = 670.08
STA. 14+60.00
END GRADE
EX. (+)3.27%
E
X
.(-)
5
.
61
%
F
F F
F
F
F
F F
F
C
F
F
F
C
C
C
C
C
C
C
C
F
F
C
F
EX. R/W
+95.00
22
EX. R/W
+29.00
45’
+20.00
45’
+52.00
EX. R/W
+65.00
40’
+00.00
20 21
EX. R/W
35’
+20.00
EX. R/W
40’
+35.00
EX. R/W
35’
+33.00
EST 95 SY FF
EST 90 TONS
CLASS II RIP RAP
EST 85 SY FF
EST 80 TONS
CLASS II RIP RAP
FACILITY
TRANSPORTATION
LIMIT OF EXISTING
TRANSPORTATION FACILITY
LIMIT OF EXISTING
REMOVE
LIN
E
&

S
TA
TIO
N
TO
P

E
L
E
VA
TIO
N
D
O

N
O
T
U
S
E
RC
P
O
F
F
S
ET
N
U
M
BER
S
TRU
C
TU
RE
IN
V
ERT
E
L
E
V
A
TIO
N
IN
V
ERT
E
L
E
V
A
TIO
N
D
EP
TH
D
RA
IN
A
G
E
S
TRU
C
TU
RE
D
O

N
O
T
U
S
E
C
S
P
D
O

N
O
T
U
S
E
P
VC
D
O

N
O
T
U
S
E
C
A
A
P
D
O

N
O
T
U
S
E
H
D
P
E
18
"

S
ID
E
D
RA
IN

P
IP
E
15
"

S
ID
E
D
RA
IN

P
IP
E
C
LA
S
S

IV

RC
P

REQ
U
IRED
FT.FT.FT.FT.15"18"24"FT.FT.
F
RO
M
TO
0401 4.00
0401 0402
667.99
663.99 663.85
PIPE (FT.)
DRAINAGE
26
#

EL
BO
W
S

REQ
U
IRE
D
X X X X
13’ LT 0402
-L- 12+71.6
-L- 12+82.0
Y 0
-L- 12+82.0 28’ LT 0403
0402 0403
13’ RT
14 X X N 0
4.06667.91
663.85 662.96
SEE DETAIL C
BASE DITCH
SPECIAL CUT
2GI-B
TB
RC
P-I
V
15
"
2GI-B
TB
15
"18"
SEE DETAIL C
BASE DITCH
STANDARD
V10=4.8 FPS
Q10=0.3 CFS
INV=662.96’
SEE DETAIL A
EMBANKMENT
RIP RAP AT
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 11+94 TO STA. 12+43
DETAIL A
Grade
Ditch
2.0’
GEOTEXTILE
Geotextile= 105 sy
Type of Liner= 100 TONS, CL II Rip-Rap
1.0’min.
SEE DETAIL D
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 140 SY PSRM
BASE DITCH
SPECIAL CUT
2:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 13+00 TO STA. 13+98 RT
FROM STA. 11+00 TO STA. 11+14 LT
DETAIL C
B= 2 Ft.
Min. D= 0.7 Ft.
Ground
Natural
Slope
Ditch
Front
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
d
2:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 12+45 TO STA. 13+00 RT
STA. 9+59 TO STA. 12+10 RT
FROM STA. 10+43 TO STA. 11+00 LT
DETAIL B
B= 2 Ft.
Max. d= 0.55 Ft.
Min. D= 0.65 Ft.
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
-L- 13+53.2
Flatter2:1 or
D
1.
5:
1
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 12+19 TO STA. 13+90 LT
DETAIL D
Min. D= 0.95 Ft.
Ground
Natural Slope
Ditch
Front
STRADER GARY DOUGLAS
SATTERFIELD ELIZABETH F
SMITH SUSAN RANEE
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
STA. 11+84.67
BEGIN BRIDGE
STA 12+47.00
END BRIDGESTA. 9+50.00
BEGIN PROJECT
POT Sta. 9+00.00
PC Sta. 15+36.84
STA 14+60.00
END PROJECT
F
F F
F
C
C
C
RC
P-I
V
15
"
1
5
"
WETLAND AND STREAM IMPACTS PERMIT
SHEET 9 OF 13
PERMIT DRAWING
D
T
=
=
=
=
=MPH
ADT
% *
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA
LOCATION:
TYPE OF WORK:
0
9
/
0
8
/
9
9
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
3
/
9
/
2
0
1
5
R
:
\
H
y
d
r
a
u
li
c
s
\
P
E
R
M
IT
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l\
D
r
a
w
i
n
g
s
\
0
0
0
2
6
7
_
p
e
r
_
w
e
t
_
t
s
h
.
d
g
n
e
r
i
g
g
s
C
O
N
T
R
A
C
T
:
A
R
T
MEN
N
A
S
O
H
D
E
P
T
O
F TRA SPORT
T
IO
N
T
A TEOFN RT
CAR
O
LI
N
A
VICINITY MAP
PROJECT LENGTH
LETTING DATE:
DIVISION OF HIGHWAYS
CONTRACTOR :
SIGNATURE:
SIGNATURE:
P.E.
P.E.
RIGHT OF WAY DATE:
1-888-521-4455 OR 919-878-9560
NC LICENSE NO. F-0112
RALEIGH, NORTH CAROLINA 27609
900 RIDGEFIELD DRIVE, SUITE 350
RUMMEL, KLEPPER & KAHL, LLP
DUAL 3%
6
SUBREGIONAL TIER
& CONST.
PE, ROW, UTIL.
PROFILE (HORIZONTAL)
GRAPHIC SCALES
PLANS
PROFILE (VERTICAL)
100
100
50 0 50
50 0 50
2010010 LOCAL
PROJECT ENGINEER
PROJECT DESIGN ENGINEER
Michael T. Merritt, P.E.
NCDOT CONTACT:
ENGINEER
HYDRAULICS
ENGINEER
DESIGN
ROADWAY
Virginia Mabry
PRIORITY PROJECTS OFFICE MANAGER
2012 STANDARD SPECIFICATIONS
DHV
N/A
BRIDGE NO. 000267
ALAMANCE COUNTY
17BP.7.R.62
17BP.7.R.62
B
R
I
D
G
E

0
0
0
2
6
7
C
2
0
3
3
1
3
JUNE 4, 2013
JUNE 4, 2013
Bridge No. 000267
55
GREENSBORO, NORTH CAROLINA 29492
300 S. BENBOW ROAD
THOMPSON ARTHUR
SR 1571 (ALTAMAHAW RACETRACK RD)
BRIDGE NO. 000267 OVER JONES CREEK ON
NS
RS
20
0
7
NAD
8
3/
OFFSITE DETOUR
S
R
15
7
1
Alta
ma
h
a
w
Rac
etrac
k
Rd.
SR 1579
Re
id
Rd
.
SR 1582
Jim
my Bowles Rd.
SR
25
02
G
illiam
C
hurch R
d.
S
R
15
8
1
S
ton
ey C
ree
k C
hu
rch R
d.
N
C
87S
R
1
5
7
6
Ju
g
h
o
u
s
e
R
d
.
SR
15
8
3
G
w
yn
R
d
.
Buttermilk Creek
Jon
es C
reek
0.097 mi
0.012 mi
0.085 mi
J.T. Peacock, Jr., P.E.
N/A
240
-L- STA. 14+60.00
END PROJECT
V
(* TTST =3%+
FUNC CLASS =
GRADING, DRAINAGE, PAVING, AND STRUCTURES
TOTAL LENGTH PROJECT 000267...............
LENGTH STRUCTURE PROJECT 000267.......
LENGTH ROADWAY PROJECT 000267........
* DESIGN EXCEPTION REQUIRED FOR SAG VERTICAL CURVE & SSD
TYPE OF WORK:
4
BRIDGE NO. 000267
ALAMANCE COUNTY
-L-
ALTAMAHAW RACETRACK RD.
SR 1571
J
O
N
E
S
C
R
E
E
K
JO
N
ES
C
REE
K
SR 1571 (ALTAMAHAW RACETRACK RD)
BRIDGE NO. 000267 OVER JONES CREEK ON
NS
RS
2
0
0
7
NA
D
8
3/
TO ALTAMAHAW
-L- STA. 11+84.67
BEGIN BRIDGE
-L- STA. 12+47.00
END BRIDGE
-L- STA. 14+60.00
END PROJECT
-L- STA. 9+50.00
BEGIN PROJECT
GRADING, DRAINAGE, PAVING, AND STRUCTURES
CHURCH RD.
TO STONEY CREEK
T
6
0
.
0
0
’
J
O
N
E
S
C
R
E
E
K
1 EXISTING R/W
EXISTING R/W EXISTING R/W
EXISTING R/W
ELEV = 670.43
BM1
CONC
POND
8" RCP
ALTAMAHAW RACETRACK RD.
SR 157118’ PAVED
TO ALTAMAHAW
CHURCH RD.
TO STONY CREEK
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
DB: 1397 Pg: 552
DB: 676 Pg: 983
6
0
.
0
0
’
END SBG STA. 12+80 LT.
END SBG STA. 12+90 RT.
-L- POT STA. 11+73.71
BEGIN APPROACH SLAB
-L- POT STA. 12+57.97
END APPROACH SLAB
F
-
F
2
7
’-
10
"
-L- POT STA. 11+84.67
BEGIN BRIDGE
-L- POT STA. 12+47.00
END BRIDGE
10
’
10
’
.
0
2
.
0
2
3
’-
11"
3
’-
11"
O
U
T
-
O
U
T
3
0
’-
0
"
.
0
2
.
0
1
.
0
2
.
0
4
.
0
3
.
0
2
.
0
0
.
0
1
.
0
2
NAD
83 (
NS
RS
20
0
7
)
1"=50’
SCALE
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF
S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED**
*
*
**
*
**
*
*
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
WETLAND
EXCAVATION IN
FILL IN WETLAND
SURFACE WATER
IMPACTS IN
TEMPORARY
CLEARING
MECHANIZED
CLEARING
MECHANIZED
SURFACE WATER
IMPACTS IN
SURFACE WATER
IMPACTS IN
TEMPORARY
SURFACE WATER
IMPACTS IN
TEMPORARY
SURFACE WATER
IMPACTS IN
SHEET 10 OF 13
PERMIT DRAWING
CLEARING
MECHANIZED
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
/
1
7
/
9
9
4
/
7
/
2
0
1
5
R
:
\
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7
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TYPE-III TYPE-III
TYPE-III TYPE-III
ENGINEER
ROADWAY DESIGN
R/W SHEET NO.
ENGINEER
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
13+0012+0011+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
4
-L-
000267
10+00
650
660
670
680
690
650
660
670
680
690
14+00
DIV7A - BRIDGE 000267 - ALAMANCE COUNTY
R/R SPIKE IN 36" RED OAK
N 898475 E 1851890
BM#1 ELEVATION = 670.43
9+00
640 640
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
SAG VERTICAL CURVE & SSD
DESIGN EXCEPTION REQUIRED FOR*
17BP.7.R.62
662.7’
NWS
PI = 10+60.00
EL = 669.97’
(-)
5
.
1213
%
(-)0.8000%
VC = 220’
PI = 13+67.00
EL = 667.51’
(-)0.8000%
(+)2.7600%
VC = 180’
STA. 11+84.67
BEGIN BRIDGE
STA. 12+47.00
END BRIDGE
V = 35 mph
V = 35 mph
ELEV. = 668.0674
L.P. = 13+17.45
-L- STA. 14+31.00 TO 14+60.00
-L- STA. 9+50.00 TO 9+78.00
MILLING LIMITS:
K = 51
K = 51
*
*
665.86’
100 YR
ELEV. 673.40’
-L- STA. 9+59 RT
BEGIN SP. CUT DITCH
ELEV. 662.11’
-L- STA. 12+10 RT
END SP. CUT DITCH
ELEV. 663.68’
-L- STA. 11+15 LT
END SP. CUT DITCH
E
L
E
V.

6
6
8
.4
0
’
P
I
S
T
A
.

10
+
5
0

R
TELEV. 667.59’
-L- STA. 10+43 LT
BEGIN SP. CUT DITCH
E
L
E
V.

6
6
3
.8
5
’
P
I
S
T
A
.

11
+
0
0

L
T
ELEV. 661.96’
-L- STA. 12+19 LT
BEGIN SP. CUT DITCH
ELEV. 661.09’
-L- STA. 12+45 RT
BEGIN SP. CUT DITCH
ELEV. 666.66’
-L- STA. 13+98 RT
END SP. CUT DITCH
ELEV. 666.39’
-L- STA. 13+90 LT
END SP. CUT DITCH
ELEV. 663.50’
PI STA. 13+00 RT
ELEV. 663.25’
PI STA. 13+00 LT
(+)3.2301%
(-)1.1386%
(+)4.4139%
(-)
3
.9281
%
(-)
5.
4669
%
(-)
6.5938
%
(+)3.4850%
(+)1.5852%
BRIDGE HYDRAULIC DATA
100 YEAR FREQUENCY
= 1,445
= 25
= 100 YRS
= 665.0
= 665.86
= 668.1
NORMAL WATER SURFACE ELEV = 662.7 FT
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
STR #000267 Sta. 12+15.84 -L-
NWS SURVEY DATE 08/2014
= 410
= 600
= 500+
ELEV. = 675.60
STA. 9+50.00
BEGIN GRADE
ELEV. = 670.08
STA. 14+60.00
END GRADE
EX. (+)3.27%
E
X
.(-)
5
.
61
%
F
F F
F
F
F
F F
F
C
F
F
F
C
C
C
C
C
C
C
C
F
F
C
F
EX. R/W
+95.00
22
EX. R/W
+29.00
45’
+20.00
45’
+52.00
EX. R/W
+65.00
40’
+00.00
20 21
EX. R/W
35’
+20.00
EX. R/W
40’
+35.00
EX. R/W
35’
+33.00
EST 95 SY FF
EST 90 TONS
CLASS II RIP RAP
EST 85 SY FF
EST 80 TONS
CLASS II RIP RAP
FACILITY
TRANSPORTATION
LIMIT OF EXISTING
TRANSPORTATION FACILITY
LIMIT OF EXISTING
REMOVE
LIN
E
&

S
TA
TIO
N
TO
P

E
L
E
VA
TIO
N
D
O

N
O
T
U
S
E
RC
P
O
F
F
S
ET
N
U
M
BER
S
TRU
C
TU
RE
IN
V
ERT
E
L
E
V
A
TIO
N
IN
V
ERT
E
L
E
V
A
TIO
N
D
EP
TH
D
RA
IN
A
G
E
S
TRU
C
TU
RE
D
O

N
O
T
U
S
E
C
S
P
D
O

N
O
T
U
S
E
P
VC
D
O

N
O
T
U
S
E
C
A
A
P
D
O

N
O
T
U
S
E
H
D
P
E
18
"

S
ID
E
D
RA
IN

P
IP
E
15
"

S
ID
E
D
RA
IN

P
IP
E
C
LA
S
S

IV

RC
P

REQ
U
IRED
FT.FT.FT.FT.15"18"24"FT.FT.
F
RO
M
TO
0401 4.00
0401 0402
667.99
663.99 663.85
PIPE (FT.)
DRAINAGE
26
#

EL
BO
W
S

REQ
U
IRE
D
X X X X
13’ LT 0402
-L- 12+71.6
-L- 12+82.0
Y 0
-L- 12+82.0 28’ LT 0403
0402 0403
13’ RT
14 X X N 0
4.06667.91
663.85 662.96
SEE DETAIL C
BASE DITCH
SPECIAL CUT
2GI-B
TB
RC
P-I
V
15
"
2GI-B
TB
15
"18"
SEE DETAIL C
BASE DITCH
STANDARD
V10=4.8 FPS
Q10=0.3 CFS
INV=662.96’
SEE DETAIL A
EMBANKMENT
RIP RAP AT
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 11+94 TO STA. 12+43
DETAIL A
Grade
Ditch
2.0’
GEOTEXTILE
Geotextile= 105 sy
Type of Liner= 100 TONS, CL II Rip-Rap
1.0’min.
SEE DETAIL D
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 140 SY PSRM
BASE DITCH
SPECIAL CUT
2:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 13+00 TO STA. 13+98 RT
FROM STA. 11+00 TO STA. 11+14 LT
DETAIL C
B= 2 Ft.
Min. D= 0.7 Ft.
Ground
Natural
Slope
Ditch
Front
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
d
2:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 12+45 TO STA. 13+00 RT
STA. 9+59 TO STA. 12+10 RT
FROM STA. 10+43 TO STA. 11+00 LT
DETAIL B
B= 2 Ft.
Max. d= 0.55 Ft.
Min. D= 0.65 Ft.
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
-L- 13+53.2
Flatter2:1 or
D
1.
5:
1
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 12+19 TO STA. 13+90 LT
DETAIL D
Min. D= 0.95 Ft.
Ground
Natural Slope
Ditch
Front
STRADER GARY DOUGLAS
SATTERFIELD ELIZABETH F
SMITH SUSAN RANEE
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
STA. 11+84.67
BEGIN BRIDGE
STA 12+47.00
END BRIDGESTA. 9+50.00
BEGIN PROJECT
POT Sta. 9+00.00
PC Sta. 15+36.84
STA 14+60.00
END PROJECT
F
F F
F
C
C
6
6
0
6
6
06
6
0
6
6
0
6
60
665
6
6
5
665
665
665
6
6
5
665
6
6
5
665
6
6
5670
670
670
670
67
0
675
6
7
5
6
7
5
6
6
0
6
6
0
665
6
6
5
665
6
6
5
665
T
6
0
.
0
0
’
J
O
N
E
S
C
R
E
E
K
1 EXISTING R/W
EXISTING R/W EXISTING R/W
EXISTING R/W
ELEV = 670.43
BM1
CONC
POND
8" RCP
ALTAMAHAW RACETRACK RD.
SR 157118’ PAVED
TO ALTAMAHAW
CHURCH RD.
TO STONY CREEK
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
DB: 1397 Pg: 552
DB: 676 Pg: 983
6
0
.
0
0
’
END SBG STA. 12+80 LT.
END SBG STA. 12+90 RT.
-L- POT STA. 11+73.71
BEGIN APPROACH SLAB
-L- POT STA. 12+57.97
END APPROACH SLAB
F
-
F
2
7
’-
10
"
-L- POT STA. 11+84.67
BEGIN BRIDGE
-L- POT STA. 12+47.00
END BRIDGE
10
’
10
’
.
0
2
.
0
2
3
’-
11"
3
’-
11"
O
U
T
-
O
U
T
3
0
’-
0
"
.
0
2
.
0
1
.
0
2
.
0
4
.
0
3
.
0
2
.
0
0
.
0
1
.
0
2
NAD
83 (
NS
RS
20
0
7
)
1"=50’
SCALE
E E IN WETLAND
DENOTES EXCAVATION
WETLAND
DENOTES FILL INFF
S S SURFACE WATER
DENOTES IMPACTS IN
CLEARING
DENOTES MECHANIZED**
*
*
**
*
**
*
*
TS TS
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
WETLAND
EXCAVATION IN
FILL IN WETLAND
SURFACE WATER
IMPACTS IN
TEMPORARY
CLEARING
MECHANIZED
CLEARING
MECHANIZED
SURFACE WATER
IMPACTS IN
SURFACE WATER
IMPACTS IN
TEMPORARY
SURFACE WATER
IMPACTS IN
TEMPORARY
SURFACE WATER
IMPACTS IN
SHEET 11 OF 13
PERMIT DRAWING
CLEARING
MECHANIZED
PLANS PREPARED BY :
900 RIDGEFIELD DRIVE SUITE 350
RALEIGH, NORTH CAROLINA 27609-3960
RUMMEL, KLEPPER & KAHL, LLP
NC LICENSE NO. F-0112 [phone]
8
/
1
7
/
9
9
4
/
7
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2
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1
5
R
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2
6
7
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d
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TYPE-III TYPE-III
TYPE-III TYPE-III
ENGINEER
ROADWAY DESIGN
R/W SHEET NO.
ENGINEER
HYDRAULICS
SHEET NO.PROJECT REFERENCE NO.
13+0012+0011+00
SKETCH SHOWING ROADWAY IN RELATION TO PROPOSED STRUCTURE
4
-L-
000267
10+00
650
660
670
680
690
650
660
670
680
690
14+00
DIV7A - BRIDGE 000267 - ALAMANCE COUNTY
R/R SPIKE IN 36" RED OAK
N 898475 E 1851890
BM#1 ELEVATION = 670.43
9+00
640 640
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
GRAU 350 TL-3
SAG VERTICAL CURVE & SSD
DESIGN EXCEPTION REQUIRED FOR*
17BP.7.R.62
662.7’
NWS
PI = 10+60.00
EL = 669.97’
(-)
5
.
1213
%
(-)0.8000%
VC = 220’
PI = 13+67.00
EL = 667.51’
(-)0.8000%
(+)2.7600%
VC = 180’
STA. 11+84.67
BEGIN BRIDGE
STA. 12+47.00
END BRIDGE
V = 35 mph
V = 35 mph
ELEV. = 668.0674
L.P. = 13+17.45
-L- STA. 14+31.00 TO 14+60.00
-L- STA. 9+50.00 TO 9+78.00
MILLING LIMITS:
K = 51
K = 51
*
*
665.86’
100 YR
ELEV. 673.40’
-L- STA. 9+59 RT
BEGIN SP. CUT DITCH
ELEV. 662.11’
-L- STA. 12+10 RT
END SP. CUT DITCH
ELEV. 663.68’
-L- STA. 11+15 LT
END SP. CUT DITCH
E
L
E
V.

6
6
8
.4
0
’
P
I
S
T
A
.

10
+
5
0

R
TELEV. 667.59’
-L- STA. 10+43 LT
BEGIN SP. CUT DITCH
E
L
E
V.

6
6
3
.8
5
’
P
I
S
T
A
.

11
+
0
0

L
T
ELEV. 661.96’
-L- STA. 12+19 LT
BEGIN SP. CUT DITCH
ELEV. 661.09’
-L- STA. 12+45 RT
BEGIN SP. CUT DITCH
ELEV. 666.66’
-L- STA. 13+98 RT
END SP. CUT DITCH
ELEV. 666.39’
-L- STA. 13+90 LT
END SP. CUT DITCH
ELEV. 663.50’
PI STA. 13+00 RT
ELEV. 663.25’
PI STA. 13+00 LT
(+)3.2301%
(-)1.1386%
(+)4.4139%
(-)
3
.9281
%
(-)
5.
4669
%
(-)
6.5938
%
(+)3.4850%
(+)1.5852%
BRIDGE HYDRAULIC DATA
100 YEAR FREQUENCY
= 1,445
= 25
= 100 YRS
= 665.0
= 665.86
= 668.1
NORMAL WATER SURFACE ELEV = 662.7 FT
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
YRS
CFS
FT
CFS
FT
YRS
CFS
FT
STR #000267 Sta. 12+15.84 -L-
NWS SURVEY DATE 08/2014
= 410
= 600
= 500+
ELEV. = 675.60
STA. 9+50.00
BEGIN GRADE
ELEV. = 670.08
STA. 14+60.00
END GRADE
EX. (+)3.27%
E
X
.(-)
5
.
61
%
F
F F
F
F
F
F F
F
C
F
F
F
C
C
C
C
C
C
C
C
F
F
C
F
EX. R/W
+95.00
22
EX. R/W
+29.00
45’
+20.00
45’
+52.00
EX. R/W
+65.00
40’
+00.00
20 21
EX. R/W
35’
+20.00
EX. R/W
40’
+35.00
EX. R/W
35’
+33.00
EST 95 SY FF
EST 90 TONS
CLASS II RIP RAP
EST 85 SY FF
EST 80 TONS
CLASS II RIP RAP
FACILITY
TRANSPORTATION
LIMIT OF EXISTING
TRANSPORTATION FACILITY
LIMIT OF EXISTING
REMOVE
LIN
E
&

S
TA
TIO
N
TO
P

E
L
E
VA
TIO
N
D
O

N
O
T
U
S
E
RC
P
O
F
F
S
ET
N
U
M
BER
S
TRU
C
TU
RE
IN
V
ERT
E
L
E
V
A
TIO
N
IN
V
ERT
E
L
E
V
A
TIO
N
D
EP
TH
D
RA
IN
A
G
E
S
TRU
C
TU
RE
D
O

N
O
T
U
S
E
C
S
P
D
O

N
O
T
U
S
E
P
VC
D
O

N
O
T
U
S
E
C
A
A
P
D
O

N
O
T
U
S
E
H
D
P
E
18
"

S
ID
E
D
RA
IN

P
IP
E
15
"

S
ID
E
D
RA
IN

P
IP
E
C
LA
S
S

IV

RC
P

REQ
U
IRED
FT.FT.FT.FT.15"18"24"FT.FT.
F
RO
M
TO
0401 4.00
0401 0402
667.99
663.99 663.85
PIPE (FT.)
DRAINAGE
26
#

EL
BO
W
S

REQ
U
IRE
D
X X X X
13’ LT 0402
-L- 12+71.6
-L- 12+82.0
Y 0
-L- 12+82.0 28’ LT 0403
0402 0403
13’ RT
14 X X N 0
4.06667.91
663.85 662.96
SEE DETAIL C
BASE DITCH
SPECIAL CUT
2GI-B
TB
RC
P-I
V
15
"
2GI-B
TB
15
"18"
SEE DETAIL C
BASE DITCH
STANDARD
V10=4.8 FPS
Q10=0.3 CFS
INV=662.96’
SEE DETAIL A
EMBANKMENT
RIP RAP AT
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 11+94 TO STA. 12+43
DETAIL A
Grade
Ditch
2.0’
GEOTEXTILE
Geotextile= 105 sy
Type of Liner= 100 TONS, CL II Rip-Rap
1.0’min.
SEE DETAIL D
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
SEE DETAIL B
EST 140 SY PSRM
BASE DITCH
SPECIAL CUT
2:
1 D
B
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 13+00 TO STA. 13+98 RT
FROM STA. 11+00 TO STA. 11+14 LT
DETAIL C
B= 2 Ft.
Min. D= 0.7 Ft.
Ground
Natural
Slope
Ditch
Front
SEE DETAIL B
EST 60 SY PSRM
BASE DITCH
SPECIAL CUT
d
2:
1
B
D
( Not to Scale)
SPECIAL CUT BASE DITCH
Flatter2:1 or
STA. 12+45 TO STA. 13+00 RT
STA. 9+59 TO STA. 12+10 RT
FROM STA. 10+43 TO STA. 11+00 LT
DETAIL B
B= 2 Ft.
Max. d= 0.55 Ft.
Min. D= 0.65 Ft.
Type of Liner= PSRM
Ground
Natural
Slope
Ditch
Front
-L- 13+53.2
Flatter2:1 or
D
1.
5:
1
( Not to Scale)
SPECIAL CUT DITCH
FROM STA. 12+19 TO STA. 13+90 LT
DETAIL D
Min. D= 0.95 Ft.
Ground
Natural Slope
Ditch
Front
STRADER GARY DOUGLAS
SATTERFIELD ELIZABETH F
SMITH SUSAN RANEE
STRADER GARY DOUGLAS
STRADER GARY DOUGLAS
STA. 11+84.67
BEGIN BRIDGE
STA 12+47.00
END BRIDGESTA. 9+50.00
BEGIN PROJECT
POT Sta. 9+00.00
PC Sta. 15+36.84
STA 14+60.00
END PROJECT
F
F F
F
C
C
STA. 11+84.67
BEGIN BRIDGE
STA. 12+47.00
END BRIDGE
STA. 9+50.00
BEGIN PROJECT
00
00
1010
1010
2020
2020
3030
3030
4040
4040
5050
5050
6060
6060
7070
7070
8080
8080
9090
9090
100100
100100
110110
110110
120120
120120
130130
130130
140140
140140
150150
150150
3
/
2
3
/
2
0
1
5
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
0
0
0
2
6
7
_
p
e
r
_
x
p
l
.
d
g
n
e
r
i
g
g
s
8
/
2
3
/
9
9
PROJ. REFERENCE NO.SHEET NO.0
680 680
670 670
9+00.00
680 680
670 6709+50.00
670 670
680 680
660 660
10+00.00
670 670
680 680
660 660
10+50.00
670 670
680 680
660 66011+00.00
660 660
670 670
680 680
650 650
11+50.00
660 660
670 670
680 680
650 650
12+00.00
670 670
680 680
660 66012+50.00
X-1000267
-L-
5 10
SHEET 12 OF 13
PERMIT DRAWING
678.33
675.60
672.79
0.020 0.0242:1 2:
1
671.13
2:1
670.29
0.020 0.0202:1
Eop
2:
1
668.40
2:1
667.15
2:
1
668.31
0.020 0.0202:1 2:
1
666.44
663.85
2:1
2:
1
EX. R/W
EX. R/W
667.00
0.020 0.0202:1
S.S. 663.34
2:
1 2:1
664.47
EX. R/W
EX. R/W
666.60
0.020 0.020
662.51
2:
1
2:1EX. R/W
EX. R/W
666.64
0.020 0.0202:1
2:
1
0.020 0.0202:1
2:
1
662.46
661.29
2:11.
5:
1
EX. R/W EX. R/W
STA. 14+60.00
END PROJECT
00
00
1010
1010
2020
2020
3030
3030
4040
4040
5050
5050
6060
6060
7070
7070
8080
8080
9090
9090
100100
100100
110110
110110
120120
120120
130130
130130
140140
140140
150150
150150
3
/
2
3
/
2
0
1
5
R
:
\
H
y
d
r
a
u
l
i
c
s
\
P
E
R
M
I
T
S
_
E
n
v
i
r
o
n
m
e
n
t
a
l
\
D
r
a
w
i
n
g
s
\
0
0
0
2
6
7
_
p
e
r
_
x
p
l
.
d
g
n
e
r
i
g
g
s
8
/
2
3
/
9
9
PROJ. REFERENCE NO.SHEET NO.0
670 670
680 680
660 66013+00.00
670 670
680 680
660 660
13+50.00
670 670
680 680
660 660
14+00.00
670 670
680 680
660 66014+50.00
670 670
680 680
660 660
15+00.00
660 660
X-2000267
-L-
5 10
SHEET 13 OF 13
PERMIT DRAWING
666.77
0.020 0.020
2:
1
0.0202:1
663.25 663.50
2:1
1.
5:
1
667.27
0.020
2:
1
0.020 0.0202:1
665.12
2:11.
5:
1
668.26
0.0200.014 0.020
2:
12:1
EX. R/W
669.75
0.014
2:
1
0.006
670.99