HE-0013_Drainage Redlines_20230912

9/12/2023DRAINAGE REDLINE PLANS -
VICINITY MAPVICINITY MAP
PROJECT
BEGIN
PROJECT
END
SOUTHERN RR
LAURINBURG &
-L- POC Sta. 13+00.00
BEGIN CONSTRUCTION
BEGIN TIP PROJECT HE-0013
-L- POT Sta. 43+00
END CONSTRUCTION
END TIP PROJECT HE-0013
-SR2- POT Sta. 10+00.00
-L- POT Sta. 35+30.58=
-SR2- POT Sta. 13+48.42
-SR1- POT Sta. 27+10.13=
-SR1- POT Sta. 10+00.00
-L- POC Sta. 21+52.82=
-DR1- POT Sta. 10+00.00
-L- POC Sta. 15+57.20=
TO LAURINBURG
-
D
R1-
TO ABERDEEN
ABERDEEN ROAD
US 15-501
-L--SR2-R
AILR
O
A
D C
O
MP
A
N
Y
L
A
URINB
UR
G
& S
O
UT
HER
N
= 0.568 MILES
= 0.000 MILES
= 0.568 MILES
TOTAL LENGTH OF TIP PROJECT HE-0013
LENGTH STRUCTURE TIP PROJECT HE-0013
LENGTH ROADWAY TIP PROJECT HE-0013
SCOTLAND COUNTY
US 15-501 (ABERDEEN RD) NORTH OF
DRAINAGE, PAVING, AND GRADING

25 50 10050
25 50 10050
5 10 2010
=ADT
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
FUNC CLASS =
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
0
0
0
PROFILE (HORIZONTAL)

PROJECT LENGTH
RIGHT OF WAY DATE:
LETTING DATE:
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATA
SIGNATURE:
SIGNATURE:
P.E.
P.E.
2018 STANDARD SPECIFICATIONS
GRAPHIC SCALES PLANS
PROFILE (VERTICAL)
LOCATION:
TYPE OF WORK:09/08/99HE-0013DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
0
00
9/12/2023HE-0013_Hyd_PSH_01.dgnmedwardsCONTRACT:TIP PROJECT:HE-0013ARTMEN
N ASO
H
DEPT
O
F TRA S PORTTIONTATEOFNRTCAR
O
LI
NAMichael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
HYDRAULICS ENGINEER
ROADWAY DESIGN ENGINEER
NCDOT CONTACT
PROJECT ENGINEER
TODD H. BUCKNER, PE
PROJECT DESIGN ENGINEER
JUSTIN BLACKMAN
See Sheet 1B For Conventional Symbols
See Sheet 1A For Index of Sheets
X
XMINOR ARTERIAL
REGIONAL TIER
-DR1- Sta. 10+85.00
END CONSTRUCTION
LAURINBURG
pop. 15,895
CI
TY LI
MI
TS
(
I
N)LAURI
NBURG
CITY LIMITS (IN)
LAURINBURG
50700.1.1
THE LIMITS ESTABLISHED BY METHOD II.
2. CLEARING ON THIS PROJECT SHALL BE PERFORMED TO
BOUNDARIES OF THE CITY OF LAURINBURG.
1. PROJECT IS PARTIALLY LOCATED WITHIN THE MUNICIPAL
NOTES:
GREGORY DAVIS, PE
65% ROADWAY PLANS
-SR1-
-SR2- Sta. 13+92.69
END CONSTRUCTION
-SR1- Sta. 30+57.32
END CONSTRUCTION
SR 1301 (PLANT RD)
PE
2021 7,300
Cemetery
CampbellPl
a
nt RdPlant Rd Heck Norton RdHeck Norton Rd401
BYP
401
BUS
BUS15
BYP
501
15
NAD 83/ 2011
-L-LC
POINT
GRADE
.02 .02.08 .02
FDPS
2'
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
SHEET NO.PROJECT REFERENCE NO.
ROADWAY DESIGN
ENGINEER ENGINEER
2A-1HE-0013
PAVEMENT DESIGN6/2/999/12/2023HE-0013_Hyd_PSH_02A1.dgnmedwardsDOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
NOTE: PAVEMENT EDGE SLOPES 1:1 UNLESS SHOWN OTHERWISE.
P A V E M E N T S C H E D U L E
W
C1
LAYERS.
AT AN AVERAGE RATE OF 168 LBS. PER SQ. YD. IN EACH OF TWO
PROP. APPROX. 3" ASPHALT CONCRETE SURFACE COURSE TYPE S9.5C,
D1
D2
IN LAYERS NOT TO EXCEED 2.0".
AN AVERAGE RATE OF 112 LBS. PER SQ. YD. PER 1" DEPTH TO BE PLACED
PROP. VAR. DEPTH ASPHALT CONCRETE SURFACE COURSE, TYPE S9.5C, AT
C2
(SEE STANDARD WEDGING DETAILS)
VARIABLE DEPTH ASPHALT PAVEMENT
" OR GREATER THAN 4" IN DEPTH.2
1IN LAYERS NOT LESS THAN 2
AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH TO BE PLACED
PROP. VAR. DEPTH ASPHALT CONCRETE INTERMEDIATE COURSE, TYPE I19.0C,
E2
IN DEPTH.
" 2
1BE PLACED IN LAYERS NOT LESS THAN 3" OR GREATER THAN 5
AT AN AVERAGE RATE OF 114 LBS. PER SQ. YD. PER 1" DEPTH TO
PROP. VAR. DEPTH ASPHALT CONCRETE BASE COURSE, TYPE B25.0C,
EARTH MATERIALT
R1
AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD.
PROP. APPROX. 4" ASPHALT CONCRETE INTERMEDIATE COURSE TYPE I19.0C,
CONCRETE EXPRESSWAY GUTTER
BEGIN MILLING
COURSE
SURFACE
TO EXISTING25' MINIMUM
SEE PROFILE FOR LIMITS
FULL DEPTH OF
DETAIL 1
U
U
INCIDENTAL MILLING DETAIL
GRADE - TIE
END PROFILE
(3" MAX)
SURFACE COURSE
V2
C1
TYPICAL SECTION NO.1
.02
4:1.02
GROUND
ORIGINAL MATCHLINE AMATCHLINE A4'2'VAR. 0'-12'
GRADE TO THIS LINE T
C1 D1
E1 R1
C1 D1
GRADE TO THIS LINE
11"
C1 D1
T
E1 E1
U
W
TYPICAL SECTION NO.1A
-L- Sta. 13+00.00 TO Sta. 43+00.00 -L- Sta. 17+40.06 TO Sta. 20+90.06
.02
GROUND
ORIGINAL 4:1T.08.02
FDPS
2'
3:1 MAX
GROUND
ORIGINAL
/// /// /// ///
U
C EXISTINGL
Detail Showing Method of Wedging No. 1

C2 C1C1
E2 D1 D2 D2 D1 E2
3" MIN.3" MIN.
" MIN.2
12" MIN.2
12
LL
VARIABLE
POINT
GRADE
C SURVEY C EXISTING
U

Detail Showing Method of Wedging No. 2
" MIN.2
12
3" MIN.
E2
C1
C2
D2
D2
D1 E2
" MIN.2
12
3" MIN.
12'6'VAR. 0'-12'12'VAR. 0'-6'VAR. 0'-6'12'6'
3:1 MAX
9' W/ GR9' W/ GR
V3 MILLED RUMBLE STRIP
V3 V3
FINAL PAVEMENT DESIGN
V2 0" TO 3" VARIABLE DEPTH MILLING
E1 AT AN AVERAGE RATE OF 456 LBS. PER SQ. YD.
PROP. APPROX. 4" ASPHALT CONCRETE BASE COURSE TYPE B25.0C,
K1
N1
V1 V1
U
V1
EXISTING PAVEMENT
1.5" MILLINGPROP. 12" CLASS IV SUBGRADE STABILIZATION
GEOTEXTILE FOR SOIL STABILIZATION
GEOTEXTILE CROSS-
MACHINE DIRECTION (CD)
ROLL WIDTH 13' MIN (TYP)
SURVEY LINE
GEOTEXTILE MACHINEDIRECTION (MD)(PLAN VIEW)
12" (TYP)
12" (TYP)
SOIL STABILIZATION
GEOTEXTILE FOR
GEOTEXTILE FOR SOIL STABILIZATION PLACEMENT
OR
LANE LINE
(100% COVERAGE REQUIRED)
E.O.P.
SUBGRADE
E.O.P.
SUBGRADE
MIN (TYP)
18" OVERLAP
SUBDRAIN PIPE
6" PERFORATED
GRADE TO THIS LINE
FDPS
VAR.
SUBSURFACE DRAIN DETAIL
SEE STANDARD DRAWING 815.02
DETAIL 3
USE SUBSURFACE DRAIN DETAIL
-SR2- STA. 10+18 TO 13+21 LT OR RT
-SR1- STA. 24+25 TO 30+13 LT OR RT
-SR1- STA. 10+18 TO 13+12 LT OR RT
-L- STA. 28+50 TO 47+00 LT OR RT
-L- STA. 13+00 TO 17+50 LT OR RT
DETAIL 2
SHALLOW UNDERCUT DETAIL
-L- STA. 14+25 TO 41+75 LT/RT
USE SHALLOW UNDERCUT DETAIL
12"
CD=CROSS-MACHINE DIRECTION
GRADE TO THIS LINE
N1K1
CD
12"
.08 .02
.08
.02
.08
4:1
.02 .08
.02
POINT
GRADE
POINT
GRADE
LC
LC
-SR1-
-SR2-
4:1
4:16'12'12'12'6'4:18'
FDPS
2'
FDPS
2'
FDPS
2'
FDPS
2'
.02
.02.02 .02
.02
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
SHEET NO.PROJECT REFERENCE NO.
ROADWAY DESIGN
ENGINEER ENGINEER
2A-2HE-0013
PAVEMENT DESIGN6/2/999/12/2023HE-0013_Hyd_PSH_02A2.dgnmedwardsDOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
PAVEMENT SCHEDULE
T EARTH MATERIAL
U EXIST. PAVEMENT
W WEDGING
V1
D2
C1
D1
E1
3" S9.5C
4" I19.0C
4" B25.0C
C2 VAR. S9.5C
VAR. I19.0C
E2 VAR. B25.0C
.08 .02 POINT
GRADE
LC -DR1-
4:1
FDPS
2'
.02
FDPS
2'
.02
.08.02
TYPICAL SECTION NO.4
E1
C1
T
GRADE TO THIS LINE
GRADE TO THIS LINE
C1 E1C1E1
TT
T
C1
E1
7"
T
C1 E1
GRADE TO THIS LINE
T
C1E1
TYPICAL SECTION NO.2
TYPICAL SECTION NO.3
-DR1- Sta. 10+18.71 TO Sta. 10+85.00
GROUND
ORIGINAL
4'11'11'4'8'
-SR1- Sta. 27+34.17 TO Sta. 30+57.32
-SR1- Sta. 10+18.00 TO Sta. 26+98.12
-SR2- Sta. 10+18.02 TO Sta. 13+92.69
GROUND
ORIGINAL
GROUND
ORIGINAL 3:1
M
A
X
GROUND
ORIGINAL
3:1 MAX
GROUND
ORIGINAL
3:1 MAX
4:1GROUND
ORIGINAL
8'6'12'12'6'
V2
7"
7"
V3 MILLED RUMBLE STRIP
VAR. DEPTH MILLING
1.5" MILLING
R1 EXPRESSWAY GUTTER
N1
K1 CL IV SUBGRADE STAB.
GEOTEXTILE FOR STAB.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
4HE-0013
9/12/2023HE-0013_Hyd_PSH_04.dgnmedwards8/17/99INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
NAD 83/ 2011
POC Sta. 24+00.00 - SHEET 5MATCH TO -L- POT Sta. 16+00 - SHEET 5MATCH TO -SR1- 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
FOR -SR1- PROFILE SEE SHEET 8
FOR -DR1- PROFILE SEE SHEET 8
FOR -L- PROFILE SEE SHEET 7221221221222222222222222223223223
223
223224224224
224
2242
2
4 224224224225225225
22522
5225225225225
225 225225
225225226226226
226226226226226226226226226 226226226226226227227227227
227227
227227227
227227
227227227
227227227227227
227 2272
2
7
228228
228
228
228228228228228
228
228
228
228228228228228
228
2282282
2
8
228228 228228228228229229229 229229229229
229
2292292292292292
2
9
229229229
229229229229
2
3
0
2
3
0 230230230230230230
230
230
2302302302
3
0230230230230230
230230230230230230
230230231
231
2312312312
3
1
231231231231
231231231231
231232
232
232
2
3
2
2
3
2
232232 232232
232232
2322322
3
2
2
3
2
232232
232232232233
233
233
2
3
3233 233233 233233233
233233
233233233233233 233
233233233233233233234
234234234234
234
234
234234234234234 234234234 234
2342342342342342
3
4
2
3
4234234234234
234234234
234
234
2342342342342342342342342342342342
3
4 234234234234234
234234234234234
2
3
4 234234234234234234234234234234234234235
235
235235235 235235235235235235
235235235235
2
3
5
2352352
3
5 235235235235235
2
3
5 235235235235235235235
235235
235235235235
235235235 235235235235235
235235235235236236236236
2362362362362362362
3
6236
237237
237237237237237
2372382
3
8
238
2382382382
3
8
239239
23923924024024024124124224218" RCP
18" RCP
24" RCP
15" RCP 15" RCP
15" RCP 18" RCP24" RCP
FOOT BRIDGE72" CHL72" CHL
CONC36" CHL36" CHL72" C
HL
18"
RCP
INV=222
.09
'INV=221.66'
15"
R
C
P
INV=220.40'
48" CMP
INV=220.22'
INV=221.86'
INV=220.67'48" RCPINV=220.79'
18" RCP
INV=223.58'
INV=224.49'INV=224.50'
BURIED
JB
LT
STEPS
2' WD WALL
LT
LT
CONC
G
GR
STEPS
STEPS
1SFD
DECK GRGR
BST
BST 39' BSTSR 1301 (PLANT ROAD) 22' BST
INV=227.99'INV=228.13'
LTLTLTLT
INV=231.44'BSTCONC
GR
G
R
S
CONC
SWING
WOODS
WOODS
WOODS
WOODS
IN
V=224.67'
IN
V=224.48'24" RCPINV=221.14'HW
CONC
2' WD WALLINV=233.11'INV=233.17'MON
CONC
NC 15/501 (ABERDEEN ROAD) 27' BST
S
SSS
METER
POWER
I
N
V
=222.52'
72" C
HL
LA
URINB
UR
G
& S
O
UT
HER
N R
AILR
O
A
D C
O
MP
A
N
Y
2
3
20
21
23
24
25
NEW WILL LLC
JOEL D & REBECCA LUCAS
DANIEL A MADDEN
CHARLES D NICHOLS
CHARLES D NICHOLS
1001 CAROLINE DR LLC
JOHN & JEFF SCHWARZ LLC
DB 1739 PG 118
DB 1722 PG 139
DB 1615 PG 132
DB 10E PG 90
DB 1437 PG 157
DB 1758 PG 822
DB 370 PG 232S 88°11'07" W218.72'N 01°48'53" W
103.20'
N 39°19'26" W255.67'
N 50°45'15" E
366.05'
N 39°19'26" W
60.02'
S 15°29'09" E199.67'
S 15°29'09" E426.27'S 86°05'17" W305.45'EIP
EIP
EIP S 70°54'32" W399.65'
MON
CONC
EIP
24.85'
80.00'
EXISTING R/W
EXISTING R/W
E
XISTIN
G R
AILR
O
A
D R/WE
XISTIN
G R
AILR
O
A
D R/WE
XISTIN
G R
AILR
O
A
D R/WEXISTING R/W
EXISTING R/W
EXISTING R/W
EXISTING R/W
MON
CONC
N 39°23'19" W
60.12'
N 50°46'12" E
341.27'
S 52°45'46" W448.54'
L
A
U
RIN
B
U
R
G
CIT
Y
LI
MITS LAURI
NBURG CI
TY LI
MI
TSPOSSIBLE CONNECTION
END NOT FOUNDBL-101
BL-102
TTTHHTT
CHHTTSEOI
EOI EOIEOIEOIEOIAT&T, COPPER, UNK. S
PNG, 2", STEEL
AT&T, COPPER, UNK. S
AT
&T, C
OPPE
R, U
N
K. S
AT&T DUCT BANK
SPECTRUM, CONDUIT, UNK. S
AT&T, COPPER, UNK. S
12
", AC
P
PNG, 2", STEEL
60.00'D
B 1561 P
G 41
60' E
ASE
ME
NT
SCOTLAND COUNTY, 6", PVC
19
DB 1762 PG 933
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
18
SCOTLAND COUNTY ECONOMIC DEVELOPMENT CORPORATION
MB N PG 223
MBM PG 223
DB 1561 PG 41
22
SCOTLAND COUNTY ECONOMIC DEVELOPMENT CORPORATION
MB N PG 223
MB M PG 223
DB 1561 PG 41

4
RYDER TRUCK
DB 8P PG 183
R
AILR
O
A
D R/WE
XISTIN
G
INV=N/A
JB
18" RCP
30" CMP18" CMP
INV=226.56'
INV=225.95'
18" RCP
18" R
CP
GI
P
A
VE
D
D
RIVE
-SR1- POT Sta. 10+00.00
-L- POC Sta. 21+52.82=
-L-
-L- POC Sta. 13+00.00
BEGIN CONSTRUCTION
BEGIN TIP PROJECT HE-0013
-DR1- POT Sta. 10+00.00
-L- POC Sta. 15+57.20=
100.00' STORAGE
100.00' TAPER
250.00' DECELERATION15 20-L- PC Sta. 10+00.00
-DR1- PC Sta. 14+79.17
-DR1- PT Sta. 15+66.4212'12'12'12'12'12'12'12'12'12'12'12'12'12'PS2'PS2'PS2'PS2'PS2'PS2'PS2'GUTTER
EXPRESSWAY
PROP. CONC.
11'11'
PS2'PS2'
12'12'12'
PS
2'
PS
2'
.003
.003
.00
.01.01
.02.02EXIST.EXIST..02.0212'12'12'PS2'PS2'+40.06(TYP.)19'(TYP.)19'PI Sta 15+22.80
D
L = 87.26'
T = 43.63'
R = 2,500.00'
PI Sta 17+62.65
D
L = 1,525.29'
T = 762.65'
R = 2,475,958.60'
-L--DR1-
SE = NC SE = EXISTING
-SR1-
SE = .04
RUNOFF = 76'15.02
.02
.01
.01
.00
.02-SR1- PC Sta. 11+85.68
-SR1- PT Sta. 15+79.79
PI Sta 14+37.10
D
L = 394.12'
T = 251.42'
R = 250.00'
(TYP.)
19'(TYP.)19'15'R
1
4'R10'R
10'R 12'
10'
10'R
68'33'46'20'R20'R(TYP.)(TYP.)(TYP.)(TYP.)
+62.30
5
0'
R
50'R
2
5'R+42.70
.03
.04
+16.01
+54.46.03.04100' TAPER
NOITARELECED
'051
12'12'PS2'PS2'12'TAPER
100'
+67.31
-DR1- POT Sta. 10+85.00
END CONSTRUCTION
EGAROTS
'84.26455.00' RT
+00.00 -DR1-
EX. R/W
+45.00 -L-
EX. EASEMENT
45.00' RT
+35.00 -DR1-
60.00' RT
+00.00 -SR1-
70.00' RT
+40.00 -SR1-
70.00' RT
+79.79 -SR1-
EX. R/W
+40.00 -L-
55.00' RT
+75.00 -L-
EX. R/W
55.00' RT
+55.00 -L-
EX. R/W
+35.00 -L-
85.00' LT
+20.00 -L-
130.00' LT
+00.00 -L-
155.00' LT
+10.00 -L-
170.00' LT
+25.00 -L-135.00' LT
+50.00 -L-
180.00' LT
+35.00 -L-
145.00' LT
+60.00 -L-
EX. R/W
+20.00 -L-
EX. R/W
+25.00 -L-
EX. P/L
45.00' LT
+10.00 -DR1-
65.00' RT
+70.00 -L-
55.00' RT
+00.00 -L-
EX. R/W
+25.00 -L-
EX. R/W
+92.34 -L-
EX. R/W
+12.13 -L-
35.00' LT
60.00' LT
+00.00 -SR1-
NO FLOW
n=0.06
A A
2.5'
2.5'
1:11:1
AADITCH
VEGETATED
HEAVILY
CONDITION
FAIR
SECTION DESTROYED
OUTLET 4' RCP
CONDITION
FAIR
CONDITION
FAIRCONDITION
FAIR
CONDITION
FAIR
CONDITION
FAIR
CONDITION
FAIR
CONDITION
FAIR
CONDITION
GOOD
18" CMP
CONDITION
GOOD
18" RCP
n=0.04
B B
5'
5'
1:1 1:1
B
B
STANDING WATER
0"-1"
(-)0.3000
%(+)0.3000
%(-)0.3000%(+)0.3000%(+)0.2825
%(-)1.5183
%(+)0.3000%(-)0.1010%
(-)0.3733%(+)1.2482%
MUDDY
LIGHT VEGETATION ELEV=234.91-SR1- STA. 11+00.00SAGELE
V=235.54
-SR1- ST
A. 13+50.00
C
REST
ELEV=226.26
-L- STA. 13+00.00
EXIST SAG
ELEV=234.91
-SR1- STA. 16+00.00
SAG
(-)0.3000%(+)0.3000%66" RCP-IV
SEE DETAIL 4-1
SPECIAL 2' BASE DITCH
GTD GTD
GTD
GTD
0403
0410
0409
0408 0407
CONDITION
UNK.
RETAIN
RETAIN
RETAINRETAINRETAIN
REMOVE
REMOVE REMOVE
REMOVE
ELE
V=227.87
-
D
R1- ST
A. 10+90
E
XIST S
A
G 18"TB 2GI
TB 2GI
TB 2GI
0406
RE
MO
VE
RCP-V
2@48"
E0404
E0403
E0402
RETAIN
SEE DETAIL 4-7
W/ CL 'I' RIP RAP
BANK STABILIZATION
PIPE OUTLET
REMOVE
18" RCP-IV 18" RCP-IV
SEE DETAIL 4-3
W/ CL 'I' RIP RAP
BANK STABILIZATION
PIPE INLET
RETAIN
3:1
3:1D
( Not to Scale)
TAIL DITCH
B
d
FROM STA. 11+82 -L- LT
DETAIL 4-6
Ground
Natural
Ground
Natural
Geotextile
B= 6 Ft.
d= 4.0 Ft.
Min. D= 4.0 Ft.
(TYP)
a Minimum of 1ft
Tuck Geotextile
On Banks Only
Type of Liner= CL 'I' Rip-Rap
SEE DETAIL 4-6
SLOPE=0.333%
EST 240 CY DDE
EST 361 SY GF
EST 220 TONS
ON BANKS ONLY
W/CL 'I' RIP RAP
TAIL DITCH
RETAIN
GTD
30" RCP-V0402
CAPA
2@83"X57"
0404
d 3:1B
D
( Not to Scale)
3:1
FROM STA. 15+30 TO STA. 15+64.5 -L- LT
FROM STA. 10+90 TO STA. 12+00 -DR1- LT
DETAIL 4-2
Ground
Natural
Ditch
Slope
Front
Geotextile
B=5.0 Ft.
d=3.5 Ft.
Min. D=3.5 Ft.
Minimum of 1ft (TYP)
Tuck Geotextile a
Type of Liner= CL 'I' Rip-Rap, Keyed-In
SPECIAL 5' BASE DITCH
d 3:1B
D
( Not to Scale)
3:1
FROM STA. 13+03.7 TO STA. 15+30 -L- LT
DETAIL 4-4
Ground
Natural
B=5.0 Ft.
d=3.5 Ft.
Min. D=3.5 Ft.
SPECIAL 5' BASE DITCH
Ditch
Slope
Front
Geotextile Minimum of 1ft (TYP)
Tuck Geotextile a
On Banks Only
Type of Liner= CL 'I' Rip-Rap, Keyed-In
SEE DETAIL 4-2
W/CL 'I' RIP RAP
EST 537 SY GF
EST 329 TONS
BASE DITCH
SPECIAL 5'
SEE DETAIL 4-5
EST 367 SY GF
EST 200 TONS
W/CL 'I' RIPRAP
BASE DITCH
SPECIAL 2'
SEE DETAIL 4-4
EST 810 SY GF
EST 485 TONS
ON BANKS ONLY
W/CL 'I' RIPRAP
BASE DITCH
SPECIAL 5'
SEE DETAIL 4-2
EST 124 SY GF
EST 88 TONS
W/CL 'I' RIPRAP
BASE DITCH
SPECIAL 5'
SHEAR=0.74 LB/SF
V=2.70 FPS
d=3.56 FT
Q10=160 CFS
n=0.052
SLOPE =0.0033 FT/FT
% IMPERVIOUS=33%
DA=176 AC
STA. 11+82 -L- LT
SHEAR=0.99 LB/SF
V=3.05 FPS
d=3.43 FT
Q10=160 CFS
n=0.052
SLOPE =0.0046 FT/FT
% IMPERVIOUS=33%
DA=169 AC
STA. 13+04 TO STA. 15+65 -L- LT
SHEAR=3.47 LB/SF
V=5.28 FPS
d=2.35 FT
Q10=150 CFS
n=0.055
SLOPE =0.0236 FT/FT
% IMPERVIOUS=33%
DA=156 AC
STA. 10+90 -DR1- LT
0411
0412
0401
0402
( Not to Scale)
DETAIL 4-3
Ground
Natural
Ground
Natural
d*
PIPE INLET BANK STABILIZATION
of Ditch Slopes on Jurisdictional Streams
*Rip-Rap to be Installed to 2ft Outside Top
Directed by Engineer
Riprap in Locations
Place Geotextile Under
(Typ)
a Minimum of 1ft
Tuck Geotextile
Until Refusal (Typ)
Channel Bottom
Press Riprap into BANKEXI
STI
NG BANKEXISTING
(MATCH EXTG.)
CHANNEL BED
STA. 13+48.7 -SR1- LT
Est.= 17 Tons Class 'I' Rip-Rap, Keyed-In.
d=4.0 Ft.
Length=15.0 Ft.
Est. 32 SY Geotextile
0405
E0401
(Variable)
Channel Bed
(TYP)
a Minimum of 1ft
Tuck Geotextile
(TYP)
2ft
RCP-IV
15"
d 3:1B
D
( Not to Scale)
OR FLATTER3:1
FROM STA. 16+46.9 TO STA. 17+44 -L- RT
FROM STA. 15+64.5 TO STA. 17+18 -L- LT
DETAIL 4-5
Ground
Natural
Ditch
Slope
Front
Geotextile
B=2.0 Ft.
d=1.5 Ft.
Min. D=1.5 Ft.
Minimum of 1ft (TYP)
Tuck Geotextile a
Type of Liner= CL 'I' Rip-Rap, Keyed-In
SPECIAL 2' BASE DITCH
SEE DETAIL 4-5
EST 210 SY GF
EST 126 TONS
W/CL 'I' RIPRAP
BASE DITCH
SPECIAL 2'Flatter3:1 or D
B
( Not to Scale)
Flatter3:1 or
FROM STA. 13+24.4 TO STA. 16+00 -SR1- RT
FROM STA. 10+50 TO STA. 13+16 -SR1- RT
FROM STA. 13+57.8 TO STA. 15+50 -SR1- LT
FROM STA. 10+50 TO STA. 13+48 -SR1- LT
FROM STA. 15+00 TO STA. 15+36.6 -L- RT
FROM STA. 10+67 TO 11+25 -DR1- RT
DETAIL 4-1
B= 2.0 Ft.
Min. D= 1.5 Ft.
Ground
Natural
SPECIAL 2' BASE DITCH
Slope
Ditch
Front
SEE DETAIL 4-1
BASE DITCH
SPECIAL 2'
SEE DETAIL 4-1
BASE DITCH
SPECIAL 2'
SEE DETAIL 4-1
BASE DITCH
SPECIAL 2'
SEE DETAIL 4-1
BASE DITCH
SPECIAL 2'
TB 2GI
TB 2GI
( Not to Scale)
Elevation
Natural Bed
STA. 13+21 -SR1- RT
Ground
Natural
Ground
Natural
PIPE OUTLET CHANNEL STABILIZATION
DETAIL 4-7
1.5'

Type of Liner= CL 'I' Rip-Rap - Keyed-In, Est. 33 Tons, Est. 52 SY Geotextile
Length= 20 Ft.
Geotextile*
in Locations Directed by Engineer
*Place Geotextile Under Riprap
INV=224.1
INV=227.4
TOP=231.4
INV=228.4
TOP=232.4
INV=229.6
TOP=233.6
BURIED 1.0'
INV=222.3
BURIED 0.8'
INV=220.9
BURIED 1.0'
INV=221.9
BURIED 1.0'
INV=226.5
BURIED 1.0'
INV=226.6
BURIED 0.8'
INV=221.3
INV=227.2
INV=223.6
TOP=227.5
INV=223.9
TOP=225.9
INV=224.8
INV=223.5
HW
HW
HW
C
F
F
F
F
F
C
F
F
F F
F
F
F
F F
F
F
F
F
F
F
F
F
F
F
F
F
CCC
C
C
C
C
C
C C
C C
C C
F
C
C
C
C
C
C
C
F
CCCCCCC
F
F
FCCCC
CCCCCCCC
CC C
C
C
F
F
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
5HE-0013
9/12/2023HE-0013_Hyd_PSH_05.dgnmedwards8/17/99INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
NAD 83/ 2011
POC Sta. 24+00.00 - SHEET 4MATCH TO -L- POT Sta. 37+00.00 - SHEET 6MATCH TO -L- FOR -SR2- PROFILE SEE SHEET 9
FOR -SR1- PROFILE SEE SHEET 9
FOR -L- PROFILE SEE SHEET 7POT Sta. 16+00 - SHEET 4MATCH TO -SR1- POT Sta. 29+00 - SHEET 6MATCH TO -SR1- 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
228228228
228228229229229 229229
229229229229 229229229230230230 230230230
230230230230230230230230230230
230230230230230230230230230
230230230230230230
230 2302
3
0
231231231231231
231231231231231231
231
231231231231231231
231
2 3 1231
231 231231231
231231 232232232232232232232
232
232232232232232232
232 232232232232
232232232232232
232232232232232232232 2322332332332332332
3
3
233
233
233233233233
2
3
3
233
233
233 233233233 233233233233233233
233233233 2332332332
3
3
233233233233233233233233233233
233
233 233233
233234
234234234234234
2342342342342342
34234234234
234234234234234
234234234
234234234234234234 234234234234234234
234234234234234234
234234
2342
3
4
2342342342342342342342342342342342342342342342 3 4
234
234234234234 234234234 2342342342342342
3
4
234234 2 3 4 234234234234234
2 3 4
234234234
234234234
2342
3
4
234234234234234234234234234234234234
234
234
234 2342342342342342342342342342342342342342342342
3
42342342342
3
4
234234234234
234234
234234 2
3
4
234234234234234234
2342342342
3
4
234234234234234234
234234234
234
234
234234234 234234234234234234234
234234234234234234234234234234
234
234234234234
234
2342342342342342342342342
3
4
234234234234
234234234234234234234234
234234234234234234235235
235235235235
235
235
235235
235235
235235 235235235235235235235235235235235235235235235235235235235235235235235235235235235235235 235235235235235235235235235235235235235235235235235235235235 2352352352352352352352352
3
5
235
235235
235
2352
3
5
2352352352
35235235235236
236236 236236236
236236236
236
2362362362362362
3
6
236
236236236236236236236236 236236237237
2372372372372
3
7
23823823823823923924" RCP
18" RCP18" RCP18" RCP18" HDPE
12" H
DPE
15" RCP
AREA UNDER CONSTRUCTIONSOIL36" WD
INV=231.77'
INV=231.72'INV=231.76'BSTINV=231.34'
INV=231.05'
INV=232.47'
INV=232.40'SOILSOIL SOIL
WOODS
WOODS
WOODS WOODS
SSS
IN
V=228.06'IN
V=228.95'
15" RCP
4
5
6
7
8
18
19
SCOTLAND COUNTY ECONOMIC DEVELOPMENT CORPORATION
DB 1762 PG 933 N 66°41'14" W32.88'S 82°49'49" W
24.52'
N 01°13'24" E
290.16'N 18°48'20" E410.37'
EIP
MON
CONC
S
6
2
°
2
5'
3
2
" W12
3
8.
9
9'S 87°56'02" E383.37'EIP
EIP
EIP
EIP S 88°48'32" W671.78'EXISTING R/W
EXISTING R/W
EIP MON
CONCS 89°09'57" W162.40'N 01°22'06" W
158.84'S 89°09'57" W162.90'0.09' R/W-EIPEIP3.70' R/W-EIPN 46°46'09" W382.62'
BL-103
TTEOIPNG, 2", STEEL
AT&T, COPPER, UNK. S
PNG, 2", STEEL
AT&T, COPPER, UNK. S
AT&T, COPPER, UNK. S
AT&T, COPPER, UNK. S
MB N PG 223
MBM PG 223
DB 1561 PG 41 DB 14Z PG 282PIEDMONT NATURAL GAS COMPANY, INC.50.00'
SCOTLAND COUNTY, 6", PVC
SCOTLAND COUNTY, 6", PVC
RYDER TRUCK
DB 8P PG 183
WESTWOOD ASSOCIATES
DB 7N PG 483
JAMES SMITH
DB 1708 PG 127
JAMES SMITH
DB 1708 PG 127
WESTWOOD ASSOCIATES
WRONG DEED?
DB 3S PG 135
18A
BM 12 PG 362
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
S 15°29'09" E426.27'
N 01°14'12" W
453.04'
18" RCP
FESFES
GRAVEL DRGR DRGR DR18" RCP
18" RCP
FES FES
FES FES
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
INV=226.26'
INV=224.88'87"x63" CMAP-SR2- POT Sta. 10+00.00
-L- POT Sta. 35+30.58=
-SR2- POT Sta. 13+48.42
-SR1- POT Sta. 27+10.13=
100.00' TAPER2530 35250.00' DECELERATION
-L- PT Sta. 25+25.29
12'12'12'12'12'12'12'12'12'12'12'PS2'PS2'PS2'PS2'PS2'PS2'12'12'12'
PS
2'
PS
2'
12'12'12'
PS
2'
PS
2'-SR2-12'12'PS2'PS2'.02.02
.02.02
.02.0212'12'12'PS2'PS2'-L-.02.0212'12'12'PS2'PS2'.02.02+00.87PI Sta 17+62.65
D
L = 1,525.29'
T = 762.65'
R = 2,475,958.60'
-L-
SE = NC
-SR1-
SE = .04 SE = .04
RUNOFF = 76'RUNOFF = 76'2025-SR1- PC Sta. 22+99.74
-SR1- PRC Sta. 24+78.30
-SR1-.00.01.01.02.02.01.01.01.00.00.003.003.00.01.01.02.0212'12'PS2'PS2'12'12'PS2'PS2'(TYP.)
19'
(TYP.)
19'
(TYP.)
19'
(TYP.)
19'
PI Sta 23+91.22
D
L = 178.56'
T = 91.49'
R = 333.00'
PI Sta 25+68.23
D
L = 175.67'
T = 89.93'
R = 333.00'
-SR1- PT Sta. 26+53.97
23'20'R(TYP.)30'R3
0'R30'R
30'R20'
R20'R
27'26'
20'R
10
'R
(TYP.)
40'
18'10'R(TYP.)(TYP.)
1
0'R(
T
YP.)
9'10'R(TYP.)10'
10'R
5 5 'R200'R 200'R60'R
+11.46100' TAPER
.02+11.07.03.04.04.04.03.03.02.02.01.01(TYP.)19'.02.03.04(TYP.)
19'+25.51+68.77+80.17150' DECELERATION
+79.79NOITARELECED
15'R
9'
100.00'
STORAGE
-SR2- POT Sta. 13+92.69
END CONSTRUCTION
20'R
35.00' LT
+05.00 -SR1-
150.00' LT
+90.00 -SR1-
EX. R/W
+10.00 -L-
35.00' LT
+50.00 -SR1-
60.00' LT
+00.00 -SR1-
35.00' LT
+75.00 -SR1-
60.00' RT
+15.00 -SR1-
75.00' RT
+50.00 -SR1-
75.00' RT
+50.00 -SR1-
60.00' RT
+00.00 -SR1-
60.00' RT
+25.00 -SR1-
35.00' LT
60.00' LT
+00.00 -SR1-
85.00' RT
+70.00 -L-
35.00' RT
+15.00 -SR2-EX. P/L
+90.00 -SR2-
65.00' LT
+00.00 -SR2-
EX. R/W
+83.40 -L-
EX. R/W
+91.98 -L-
35.00' LT
+66.19 -SR1-
35.00' LT
+76.93 -SR1-
35.00' LT
+40.00 -SR1-
EX. R/W
+75.00 -L-85.00' RT
+10.00 -L-
135.00' LT
+65.00 -SR1-
35.00' RT
60.00' RT
+00.00 -SR1-
CONDITION
FAIR
CONDITION
POOR
CONDITION
FAIR
WITH DEBRIS
COMPLETELY FILLED
CONDITION
UNK.
CONDITION
FAIR
CONDITION
POOR
CONDITION
GOOD
W/FES
18" RCP
CONDITION
GOOD
W/FES
18" RCP
CONDITION
GOOD
W/FES
18" RCP
NO FLOW
n=0.06
C C
2.5'
DITCH
VEGETATED
HEAVILY C
C
3'1.5:1 1.5:1
D
D
3" FLOW
n=0.04
D D
5'
6'
1:1 1:1
MUDDY
LIGHT VEGETATION
n=0.06
E E
4'
E
E
DITCH
VEGETATED
HEAVILY
2.5'
1.5:1 1.5:1
STANDING WATER
1"-2"
H
H
n=0.06
H H
3'
DITCH
VEGETATED
HEAVILY
1.5:1 1.5:1
4'
NO FLOW
F
F
n=0.06
F F
1'
DITCH
VEGETATED
HEAVILY
1'
NO FLOW
G
G
n=0.06
G G
3'
DITCH
VEGETATED
HEAVILY
3.5:1 3.5:1
NO FLOW
2:1 2:1
2.5'
I I
n=0.04
I I
4'
6'
1:1 1:1
STANDING WATER
1.6'
SOIL.
IS FILLED WITH 1' OF
SURVEY SHOTS, PIPE
LOCATE. BASED ON
COULD NOT
CONDITION
UNK.
(+)0.3000%(-)0.5441%(+)0.3000%(-)0.3000%
(+)0.3000%
(-)0.5441%
(+)0.1845%(-)0.1010%
(-)0.0205%(+)0.1845%
ELEV=236.43
-SR1- STA. 21+39.16
CREST
ELEV=234.13-SR1- STA. 26+10.84SAG
ELEV=235.34
-L- STA. 27+78.08
SAG
ELEV=236.57
-L- STA. 35+60.00
CREST
POND
DRY DETENTION
POND
DRY DETENTION
050130" RCP-VELEV=234.91
-SR1- STA. 16+00.00
SAG
ELEV=234.08
-SR1- STA. 27+51.44
SAG
(-)0.5441%(+)0.3000%
LEAVES
SOME
MUDDY
0506
0507
SEE DETAIL 5-2
SPECIAL 4' BASE DITCH
0508
05093:1D
B
( Not to Scale)
Flatter4:1 or
FROM STA. 24+00 TO STA. 26+65 -SR1- RT
FROM STA. 18+00 TO STA. 23+40 -SR1- RT
DETAIL 5-2
B= 4.0 Ft.
Min. D= 3.0 Ft.
Ground
Natural
SPECIAL 4' BASE DITCH
Slope
Ditch
Front
SEE DETAIL 5-2
SPECIAL 4' BASE DITCH
SEE DETAIL 5-2
SPECIAL 4' BASE DITCH
SEE DETAIL 5-1
SPECIAL 2' BASE DITCH
RETAIN
RETAIN
RETAIN RETAIN 15" RCP-III
REMOVE
RETAIN
18" RCP-III
RE
MO
VE
0502
0505
INSTALLED
NOT BEING
18" RCP
18" RCP-III
HW/D=0.69
Q10=3.9 CFS
PIPE SLOPE =0.0525 FT/FT
Tc=15.0 MIN
I10=5.4 IN/HR
C=0.36
DA=2.0 AC
STA. 34+70 -L- LT
HW/D=0.32
Q10=0.9 CFS
PIPE SLOPE =0.005 FT/FT
Tc=10.0 MIN
I10=6.4 IN/HR
C=0.47
DA=0.3 AC
STA. 32+70 -L- RT
HW/D=1.16
Q10=43 CFS
PIPE SLOPE =0.0015 FT/FT
Tc=23.0 MIN
I10=4.6 IN/HR
C=0.65
DA=14.45 AC
STA. 23+70 -SR1- RT
TO CHANGE.
IS SUBJECT
(ENCIRCLED)
DRAINAGE
EST 22 SY GF
EST 11 TONS
CL 'I' RIP RAP
SEE DETAIL 5-6
EST 73 SY GF
EST 45 TONS
LENGTH=24'
W/CL 'I' RIP RAP
BANK STABILIZATION
PIPE OUTLET
24" RCP-V
30" RCP-IV
24" RCP-IV
SEE DETAIL 5-4
SLOPE=8.08%
EST 22 CY DDE
EST 75 SY GF
EST 42 TONS
W/CL 'I' RIP RAP
HEAD DITCH
SEE DETAIL 5-7
EST 87 SY GF
EST 50 TONS
W/CL 'I' RIP RAP
BASE DITCH
SPECIAL 2'
SEE DETAIL 5-9
EST 327 SY GF
EST 102 TONS
W/CL 'B' RIP RAP
SPECIAL 2' BASE DITCHRETAINDITCH
18" RCP AND
CLEANOUT
RETAIN AND
SEE DETAIL 5-5
SLOPE=1.36%
EST 58 SY GF
EST 86 CY DDE
EST 33 TONS
LENGTH=22'
W/CL 'I' RIP RAP
TAIL DITCH
3:1
3:1D
( Not to Scale)
TAIL DITCH
B
d
STA. 20+67 -SR1- LT
DETAIL 5-5
Ground
Natural
Ground
Natural
Geotextile
B= 4 Ft.
d= 3 Ft.
Min. D= 2.5 Ft.
(TYP)
a Minimum of 1ft
Tuck Geotextile
Type of Liner= CL 'I' Rip-Rap
SEE DETAIL 5-10
SLOPE=0.28%
EST 39 CY DDE
HEAD DITCH
SEE DETAIL 5-1
BASE DITCH
SPECIAL 2'
EST 37 CY
CHANNEL
EXISTING
FILL IN
EST 270 CY
CHANNEL
EXISTING
FILL IN
SEE DETAIL 5-10
SLOPE=0.64%
EST 240 CY DDE
HEAD DITCH
B
3:13:1D
( Not to Scale)
HEAD DITCH
STA. 23+15 -SR1- RT
STA. 17+13 -SR1- RT
DETAIL 5-10
B= 3.0 Ft.
Min. D= 2.0 Ft.
Ground
Natural
Ground
Natural
3:1
3:1D
( Not to Scale)
HEAD DITCH
B
d
FROM STA. 29+12.7 -L- LT
DETAIL 5-4
Ground
Natural
Ground
Natural
Geotextile
B= 3 Ft.
d= 1.5 Ft.
Min. D= 1.5 Ft.
(TYP)
a Minimum of 1ft
Tuck Geotextile
Type of Liner= CL 'I' Rip-Rap
d 3:1B
D
( Not to Scale)
OR FLATTER4:1
FROM STA. 35+79.1 TO STA. 37+00 -L- RT
DETAIL 5-9
Ground
Natural
Ditch
Slope
Front
Geotextile
B=2.0 Ft.
d=1.5 Ft.
Min. D=1.5 Ft.
Minimum of 1ft (TYP)
Tuck Geotextile a
Type of Liner= CL 'B' Rip-Rap, Keyed-In
SPECIAL 2' BASE DITCH
(Variable)
Channel Bed
(TYP)
a Minimum of 1ft
Tuck Geotextile
(TYP)
2ft
0503 0504
SEE DETAIL 5-1
BASE DITCH
SPECIAL 2'
SEE DETAIL 5-1
BASE DITCH
SPECIAL 2'SEE DETAIL 5-1
BASE DITCH
SPECIAL 2'3:1D
B
( Not to Scale)
Flatter4:1 or
FROM STA. 10+62.6 TO STA. 13+00 -SR2- LT
FROM STA. 27+50 TO STA. 28+50 -SR1- RT
FROM STA. 16+00 TO STA. 17+50 -SR1- RT
FROM STA. 32+90 TO STA. 34+21 -L- RT
FROM STA. 31+00 TO STA. 32+50 -L- RT
FROM STA. 28+50 TO STA. 30+00 -L- LT
DETAIL 5-1
B= 2.0 Ft.
Min. D= 1.5 Ft.
Ground
Natural
SPECIAL 2' BASE DITCH
Slope
Ditch
Front
SEE DETAIL 5-1
BASE DITCH
SPECIAL 2'
BY OTHERS
INSTALLED
87"X67" CMPA
SEE DETAIL 5-7
EST 141 SY GF
EST 77 TONS
W/CL 'I' RIP RAP
BASE DITCH
SPECIAL 2'
d 3:1B
D
( Not to Scale)
OR FLATTER4:1
FROM STA. 34+32.8 TO STA. 34+60.8 -L- RT
FROM STA. 34+80 TO STA. 35+00 -L- LT
FROM STA. 34+20.7 TO STA. 34+60 -L- LT
DETAIL 5-7
Ground
Natural
Ditch
Slope
Front
Geotextile
B=2.0 Ft.
d=2.0 Ft.
Min. D=2.0 Ft.
Minimum of 1ft (TYP)
Tuck Geotextile a
Type of Liner= CL 'I' Rip-Rap, Keyed-In
SPECIAL 2' BASE DITCH
( Not to Scale)
DETAIL 5-3
Ground
Natural
Ground
Natural
d*
PIPE INLET BANK STABILIZATION
of Ditch Slopes on Jurisdictional Streams
*Rip-Rap to be Installed to 2ft Outside Top
Directed by Engineer
Riprap in Locations
Place Geotextile Under
(Typ)
a Minimum of 1ft
Tuck Geotextile
Until Refusal (Typ)
Channel Bottom
Press Riprap into BANKEXI
STI
NG BANKEXISTING
(MATCH EXTG.)
CHANNEL BED
STA. 21+00 -L- RT
d=3.0 Ft.
Length=16.0 Ft.
SEE DETAIL 5-3
EST 52 SY GF
EST 31 TONS
LENGTH=16'
W/ CL 'I' RIP RAP
BANK STABILIZATION
PIPE INLET
SEE DETAIL 5-8
EST 41 SY GF
EST 20 TONS
W/CL 'I' RIP RAP
BANK STABILIZATION
( Not to Scale)
STA. 20+67 -L- LT
Ground
Natural
Ground
Natural
(Variable)
CHANNEL BED
EXI
STI
NG BANKd*
BANK STABILIZATION
of Ditch Slopes on Jurisdictional Streams
*Rip-Rap to be Installed to 2ft Outside Top
Directed by Engineer
Riprap in Locations
Place Geotextile Under
(Typ)
a Minimum of 1ft
Tuck Geotextile
Until Refusal (Typ)
Channel Bottom
Press Riprap into
Keyed-In
Est.= 20 Tons of Class 'I' Rip-Rap,
d= 4.0 Ft.
Length= 33 Ft.
48" RCP-IV
SEE DETAIL 5-5
TAIL DITCH
DETAIL 5-8
4
8" RCP-I
V( Not to Scale)
Elevation
Natural Bed
STA. 34+25.8 -L- RT
Ground
Natural
Ground
Natural
PIPE OUTLET CHANNEL STABILIZATION
DETAIL 5-6
1.5'

Type of Liner= CL 'I' Rip-Rap - Keyed-In
Geotextile*
in Locations Directed by Engineer
*Place Geotextile Under Riprap
INV=230.9
INV=230.6
INV=228.8
INV=228.5
HW
INV=230.0INV=229.8
INV=229.2
INV=229.3
INV=232.6 INV=232.4
INV=230.5INV=230.1
HW
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F
F F F
F F
F
F
F F F F
F F
F F
FFFF
F
F
FCF
F
F
C
F F F F F F F F
F
F F
F F
F F
F
F
F
F F FF
F
FC
F
F
F
C
C F
F
C
C C C C
C C
F
C
C
C
C
C
F
C C
C C
C
C
C C
C
C
C C C C
C CC
C
C
C
C
C
F CCCCCC C
C
C
C
C
F
NAD 83/2011
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
REVISIONS HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
SHEET NO.PROJECT REFERENCE NO.
6HE-0013
9/12/2023HE-0013_Hyd_PSH_06.dgnmedwards8/17/99INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
POT Sta. 37+00.00 - SHEET 5MATCH TO -L- FOR -SR1- PROFILE SEE SHEET 9
FOR -L- PROFILE SEE SHEET 8POT Sta. 29+00 - SHEET 5MATCH TO -SR1- 905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
233
233 234234
234234234234
234
234234234
234234234234234
234
234234234234
2342342342342342342342342 3 4
234
234234234
2342342
3
4
234
234234234234234235235235235235
235235 235235235235235235235235235
2352
3
5
2352352352352352
3
5 235235235
235
235235235235235235
235
235235235
235235235
235235236236236236236236236236236236236236236236 236
236236236236236236236236
236236236236237237 23723715" RCP
15" RCP 15" RCP 15" RCP
15" RCP
15" RCP
15" RCP
18" RCP
AREA UNDER CONSTRUCTION
SOIL
9' GR10' GRNC 15/501 (ABERDEEN ROAD) 27' BST
9' GR9' GR9' GR12' SOILWOODS
EIP EIP EIP
9
10
1112
13
14
15
16
17
18A 150.00'1.31' R/W-EIP1.77' R/W-EIPN 51°04'03" W126.11'N 88°10'51" W288.35'S 88°47'14" W166.93'N 34°18'13"
E
45.98'N 34°18'13"
E
244.83'N 34°18'13"
E
175.58'N 34°18'13"
E
99.27'
S
5
7°0
8'50" W310.48'N
6
7
°
1
3'
5
6
" E1
0
1.
7
2'
N 01°14'12" W
453.04'N
6
7
°
1
4'
5
8
" E2
7
5.
3
0'0.70' R/W-EIPS 62°13'03" E898.03'N 82°50'18" W551.17'EIP
EIP
EIPN 76°14'47" E129.44'
EIP
EXISTING R/W
EXISTING R/W
N 01°22'06" W
88.91'N 89°09'52" E163.18'N 51°04'03" W662.39'N 75°51'11" W226.64'N 83°04'03" W447.88'S 88°47'36" W274.55'S 88°47'14" W301.24'S 88°47'14" W131.89'N 01°12'46" W
200.00'24.18'BL-104 BL-105
TTTPNG, 2", STEELPNG, 2", STEEL
AT&T, COPPER, UNK. S
AT&T, COPPER, UNK. S
AT&T, COPPER, UNK. S
AT&T, COPPER, UNK. S15' SOILN 34°18'13"
E
227.17'
70.00'
70.00'MB 12 PG 362PIEDMONT NATURAL GAS COMPANY, INC.MB 12 PG 362PIEDMONT NATURAL GAS COMPANY, INC.SCOTLAND COUNTY, 6", PVC
SCOTLAND COUNTY, 6", PVC
50.00'PER CITY OF LAURINBURG UTILITIES DIRECTOR50' UTILITY EASEMENTCRAIG & DIANE VAN PELT
MB 9 PG 33
DB 1628 PG 71
PHILIP H MCRAE
BM 11 PG 198
DB 1237 PG 268
WALTER & GAIL MCRAE
DB 562 PG 298 WALTER & GAIL MCRAE
DB 1284 PG 294
ROBIN S OSWALD
DB 1316 PG 13
SAMUEL E & ELEANOR SNEAD
DB 4K PG 67
WALTER & GAIL MCRAE
DB 9L PG 286
WALTER & GAIL MCRAE
DB 13J PG 333
WALTER & GAIL MCRAE
DB 9L PG 286
BM 12 PG 362
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
18
MB N PG 223
MBM PG 223
DB 1561 PG 41
DEVELOPMENT CORPORATION
SCOTLAND COUNTY ECONOMIC
8
JAMES SMITH
DB 1708 PG 127
6
WESTWOOD ASSOCIATES
WRONG DEED?
DB 3S PG 135
CONC FLOOR
FES FES
18" RCP
-L-
-L- POT Sta. 43+00.00
END CONSTRUCTION
END TIP PROJECT HE-00134045
12'12'12'12'12'PS2'PS2'PS2'-L- POT Sta. 49+69.02
3015 12'PS2'12'PS2'.02.0212'12'12'PS2'PS2'.02.02EXIST.EXIST.300' TRANSITION
+50.12PS2'30-SR1-
-SR1- POT Sta. 31+37.46
-SR1- POT Sta. 30+57.32
END CONSTRUCTION30'R15'R(TYP.)
12'
98'
97'30'R(TYP.)
12'10'R30'R
35.00' LT
+57.32 -SR1-
35.00' RT
+57.32 -SR1-
35.00' RT
60.00' RT
+00.00 -SR1-
CONDITION
FAIR
CONDITION
FAIRCONDITION
GOOD
W/FES
18" RCP
NEEDS CLEANOUT
CONDITION
FAIR CONDITION
FAIR
DIRT
FULL OF
CONDITION
FAIR
CONDITION
POOR
(+)0.1497%(-)0.0084%
ELEV=236.41
-L- STA. 45+15.00
EXIST SAG
ELEV=235.47
-SR1- STA. 29+28.56
CREST
(+)1.3420%(-)0.3000%
15" RCP
CLEANOUT
RETAIN AND
SEE DETAIL 6-1
SPECIAL 2' BASE DITCH
ELEV=233.1
18" RCP FES
TIE TO EXISTING
OF SURVEYED 18" RCP FES INVERT (233.1').
SPECIAL 2' BASE DITCH WAS CUT TO ELEVATION
24" RCP AT STA. 34+26 -L- RT. PROPOSED
CURRENTLY FLOWS TO OUTLET OF EXISTING
FROM SOUTH TO NORTH. THIS DRAINAGE AREA
SOUTH. SITE DEVELOPER HAS PIPES DRAINING
DRAINAGE AREA IS DRAINING FROM NORTH TO
HW/D= 2.33
Q10=14 CFS
PIPE SLOPE = 0.002 FT/FT
Tc=21.0 MIN
I10= 4.8 IN/HR
C= 0.33
DA= 8.8 AC
STA. 37+87 -L- RT
RETAIN
RETAIN
RETAIN
RETAIN
RETAIN
RETAINRETAINRETAIN
COMBINED.
ARE BEING
TWO DRIVES
TO CHANGE.
IS SUBJECT
(ENCIRCLED)
DRAINAGE SEE DETAIL 6-1
SPECIAL 2' BASE DITCH 3:1D
B
( Not to Scale)
Flatter4:1 or
FROM STA. 38+57.2 TO STA. 40+00 -L- RT
FROM STA. 37+00 TO STA. 37+18 -L- RT
DETAIL 5-1
B= 2.0 Ft.
Min. D= 2.5 Ft.
Ground
Natural
SPECIAL 2' BASE DITCH
Slope
Ditch
Front
F F F F F F F F F F
F
F
F
F
F F
F
F
CF
F
F
F
F
F F
C
F
C C C
F F
F
C
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED5/28/99SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
7HE-0013
9/12/2023HE-0013_Hyd_PSH_07_pfl.dgnmedwardsDOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
210
220
230
240
190
200
210
220
230
240
190
200
210
220
230
240
190
200
210
220
230
240
190
200
FOR -L- ALIGNMENT, SEE SHEET 4
FOR -L- ALIGNMENT, SEE SHEET 5
905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
11 12 13 14 15 16 17 18 19 20 21 22 23 24
DS > 50 mph
DS > 50 mph
-L-
EL. 226.26'
-L- POC Sta. 13+00.00
BEGIN GRADE
-L- POC Sta. 21+52.82-SR1- POT Sta. 10+00.00 =-L- POC Sta. 15+57.20-DR1- POT Sta. 10+00.00 =235.70'GRADE
PROPOSED
PI = 20+00.00
EL = 235.00'
(+)1.2482%(+)0.3000%
VC = 150'
K = 158
PI = 22+75.00
EL = 235.82'
(+)0.3000%(-)0.1010%
VC = 150'
K = 374
GROUND
EXISTING -L- STA. 23+12.21 CREST 24 25 26 27 28 29 30 31 32 33 34 35 36 37
DS > 50 mph
DS > 50 mph
-L--L- POT Sta. 35+30.58-SR2- POT Sta. 10+00.00 =235.70'236.54'GRADE
PROPOSED
PI = 28+00.00
EL = 235.29'
(-)0.1010%(+)0.1845%
VC = 150'
K = 525
GROUND
EXISTING
PI = 35+00.00
EL = 236.58'
(+)0.1845%(-)0.0205%
VC = 150'
K = 732
-L- STA. 27+78.08SAG-L- STA. 35+60.03CREST (+)0.4601%
ELEV=228.0
PI STA 17+18 -L- LT
DITCH W/CL 'I' RIP RAP
END SPECIAL 2' BASE
(+)3.3225%
0.5000%
(-)
ELEV=222.9
PI STA 15+64.5 -L- LT
DITCH W/CL 'I' RIP RAP
BEG SPECIAL 2' BASE
ELEV=221.7
PI STA 13+03.7 -L- LT
ON BANKS ONLY
W/CL 'I' RIP RAP
BEG SPECIAL 5' DITCH
ELEV=222.7
PI STA 15+30 -L- LT
ON BANKS ONLY
W/CL 'I' RIP RAP
END SPECIAL 5' BASE DITCH
ELEV=222.9
PI STA 15+64.5 -L- LT
W/CL 'I' RIP RAP
END SPECIAL 5' BASE DITCH
ELEV=222.7
PI STA 15+30 -L- LT
W/CL 'I' RIP RAP
BEG SPECIAL 5' BASE DITCH
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 226.3
= 107
= <2
= <2
= 110
= 226.4
= 210
= 229.9
= 169
2@48" RCP-V Sta. N/A (PLANT RD)*
*PIPE IS NOT SHOWN IN PROFILE
ELEV=225.9
PI STA 15+20 -L- RT
0.6024%
(+)
(+)4.0165%
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 227.9
= 124
= 2+
= 2
= 98
= 227.4
= 200
= 228.4
= 156
2@83"X57" CAPA Sta. 15+96 -L-
2@83"X57" CAPA
ELEV=227.2
PI STA 17+44 -L- RT
DITCH W/CL 'I' RIP RAP
END SPECIAL 2' BASE
ELEV=223.3
PI STA 16+46.9 -L- RT
DITCH W/CL 'I' RIP RAP
BEG SPECIAL 2' BASE
ELEV=226.0
PI STA 15+00 -L- RT
BEG SPECIAL 2' BASE DITCH
ELEV=226.0
PI STA 15+36.6 -L- RT
END SPECIAL 2' BASE DITCH
(-)0.4000%(-)0.6870%
ELEV=228.0
PI STA 34+20.7 -L- LT
DITCH W/CL 'I' RIP RAP
BEG SPECIAL 2' BASE
ELEV=232.2
PI STA 35+00 -L- LT
DITCH W/CL 'I' RIP RAP
END SPECIAL 2' BASE
ELEV=230.0
PI STA 34+32.8 -L- RT
DITCH W/CL 'I' RIP RAP
BEG SPECIAL 2' BASE
0.3571%
(+)
(+)2.0878%ELEV=230.9-L- LTPI STA 29+12.7(-)1.9139%(+)1.4891%
ELEV=230.5
PI STA 35+79.1 -L- RT
W/CL 'B' RIP RAP
BEG SPECIAL 2' BASE DITCH
ELEV=233.0
PI STA 37+00 -L- RT
W/CL 'B' RIP RAP
CONT SPECIAL 2' BASE DITCH
ELEV=230.1
PI STA 34+60.8 -L- RT
DITCH W/CL 'I' RIP RAP
END SPECIAL 2' BASE
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 235.3
= 27 +
= 500 +
= 50
= 22
= 233.3
= 23
= 233.3
= 8.0
30" RCP-V Sta. 29+24 -L-
30" RCP-V
ELEV=230.1
PI STA 34+60 -L- LT
DITCH W/CL 'I' RIP RAP
END SPECIAL 2' BASE
ELEV=231.1
PI STA 34+80 -L- LT
DITCH W/CL 'I' RIP RAP
BEG SPECIAL 2' BASE
5.3435%(+)5.5000%(+)
ELEV=232.1
PI STA 28+50 -L- LT
BEG SPECIAL 2' BASE DITCH
ELEV=232.2
PI STA 30+00 -L- LT
END SPECIAL 2' BASE DITCH
ELEV=233.2
PI STA 31+00 -L- RT
BEG SPECIAL 2' BASE DITCH ELEV=232.6
PI STA 32+50 -L- RT
END SPECIAL 2' BASE DITCH
ELEV=232.4
PI STA 32+90 -L- RT
BEG SPECIAL 2' BASE DITCH
ELEV=231.5
PI STA 34+21 -L- RT
END SPECIAL 2' BASE DITCH
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED5/28/99SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
8HE-0013
9/12/2023HE-0013_Hyd_PSH_08_pfl.dgnmedwardsDOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
210
220
230
240
190
200
210
220
230
240
190
200
220
230
240
210
200
220
230
240
210
200
FOR -L- ALIGNMENT, SEE SHEET 6
FOR -SR1- ALIGNMENT, SEE SHEET 4
905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
220
230
240
210
200FOR -DR1- ALIGNMENT, SEE SHEET 4
220
230
240
210
200
10 11 12 13 14 15 16
37 38 39 40 41 42 43 44 45 46 47 48 49
-L-
EL. 236.42'
-L- POT Sta. 43+00.00
END GRADE236.54'GRADE
PROPOSED
GROUND
EXISTING
(-)0.0205%
-SR1-
DS > 30 mph
GRADE
PROPOSED
GROUND
EXISTING
10 11 12 13 14 15 16234.91'PI = 11+00.00
EL = 234.85'
(-)0.3000%(+)0.3000%
VC = 75'
K = 125
PI = 13+50.00
EL = 235.60'
(+)0.3000%(-)0.3000%
VC = 75'
K = 125
PI = 16+00.00
EL = 234.85'
(-)0.3000%
VC = 75'
K = 125
DS > 30 mph
DS > 30 mph
EL. 235.10'
-L- POC Sta. 21+52.65, 18.00' RT
-SR1- POT Sta. 10+18.00
BEGIN GRADE
-SR1- STA. 11+00.00SAG-SR1- STA. 13+50.00 CREST -SR1- STA. 16+00.00SAGEL. 228.11'
-DR1- POT Sta. 10+85.00
END GRADE
GRADE
PROPOSED
EXISTING GROUND
-DR1-
EL. 229.27'
-L- POC Sta. 15+70.29, 18.00' RT
-DR1- POT Sta. 10+22.26
BEGIN GRADE
(-)1.8489%
37 38 39 40 41 42 43 44 45 46 47 48 49
-L-
EL. 236.42'
-L- POT Sta. 43+00.00
END GRADE236.54'GRADE
PROPOSED
GROUND
EXISTING
(-)0.0205%
-SR1-
DS > 30 mph
GRADE
PROPOSED
GROUND
EXISTING
10 11 12 13 14 15 16234.91'PI = 11+00.00
EL = 234.85'
(-)0.3000%(+)0.3000%
VC = 75'
K = 125
PI = 13+50.00
EL = 235.60'
(+)0.3000%(-)0.3000%
VC = 75'
K = 125
PI = 16+00.00
EL = 234.85'
(-)0.3000%
VC = 75'
K = 125
DS > 30 mph
DS > 30 mph
EL. 235.10'
-L- POC Sta. 21+52.65, 18.00' RT
-SR1- POT Sta. 10+18.00
BEGIN GRADE
-SR1- STA. 11+00.00SAG-SR1- STA. 13+50.00 CREST -SR1- STA. 16+00.00SAGELEV=233.1
PI STA 38+57.2 -L- RT
BEG SPECIAL 2' BASE DITCH
ELEV=233.3
PI STA 40+00 -L- RT
END SPECIAL 2' BASE DITCH
(+)0.1401%
ELEV=233.0
PI STA 37+00 -L- RT
W/CL 'B' RIP RAP
CONT SPECIAL 2' BASE DITCH
ELEV=233.4
PI STA 37+18 -L- RT
W/CL 'B' RIP RAP
END SPECIAL 2' BASE DITCH
(+)2.0878%
(+)0.4464%
ELEV=230.2
PI STA 16+00 -SR1- RT
CONT SPECIAL 2' BASE DITCH
(-)0.4362%
0.4887%
(-)
ELEV=229.0
PI STA 13+24.4 -SR1- RT
BEG SPECIAL 2' BASE DITCH
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 234.9
= 182
= 25 +
= 25
= 160
= 234.2
= 190
= 235.2
= 141
66" RCP-IV Sta. 13+34 -SR1-
66" RCP-IV
(+)0.8554%
ELEV=232.3
PI STA 10+50 -SR1- RT
BEG SPECIAL 2' BASE DITCH
ELEV=231.0
PI STA 13+48 -SR1- LT
END SPECIAL 2' BASE DITCH
ELEV=232.3
PI STA 10+50 -SR1- LT
BEG SPECIAL 2' BASE DITCH
ELEV=231.0
PI STA 13+16 -SR1- RT
END SPECIAL 2' BASE DITCH ELEV=231.6
PI STA 15+50 -SR1- LT
END SPECIAL 2' BASE DITCH
ELEV=230.0
PI STA 13+57.8 -SR1- LT
BEG SPECIAL 2' BASE DITCH
0.3448%
(-)(+)2.3636%
ELEV=225.9
PI STA 12+00 -DR1- LT
W/CL 'I' RIP RAP
END SPECIAL 4' DITCH
ELEV=225.0
PI STA 10+67 -DR1- RT
BEG SPECIAL 2' BASE DITCH
30" RCP-V
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 227.3
= 22 +
= 100 +
= 25
= 19
= 227.0
= 22
= 227.2
= 4.6
30" RCP-V Sta. 11+13 -DR1-
ELEV=223.3
PI STA 10+90 -DR1- LT
W/CL 'I' RIP RAP
BEG SPECIAL 4' DITCH
ELEV=224.8
PI STA 11+25 -DR1- RT
END SPECIAL 2' DITCH
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED5/28/99SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
9HE-0013
9/12/2023HE-0013_Hyd_PSH_09_pfl.dgnmedwardsDOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
INCOMPLETE PLANS
DO NOT USE FOR R/W ACQUISITION
220
230
240
210
200
220
230
240
210
200
220
230
240
210
200
220
230
240
210
200
225
235
245
215
205
225
235
245
215
205
FOR -SR1- ALIGNMENT, SEE SHEET 5
FOR -SR1- ALIGNMENT, SEE SHEET 6 FOR -SR2- ALIGNMENT, SEE SHEET 5
905 JONES FRANKLIN ROAD
RALEIGH, NORTH CAROLINA 27606
SUNGATE DESIGN GROUP, P.A.
NC COA No. C-0890
Michael Baker Engineering, Inc.
NC License: F-1084
Cary, NC 27518
Suite 600
8000 Regency Pkwy
INTERNATIONAL
DS > 30 mph
-SR1-
GRADE
PROPOSED
GROUND
EXISTING -SR1- POT Sta. 27+10.13-SR2- POT Sta. 13+48.42 =16 17 18 19 20 21 22 23 24 25 26 27 28 29234.91'DS > 30 mph
EL. 234.11'
-SR1- POT Sta. 27+34.17
BREAK FOR INTERSECTION
EL. 234.35'
-SR1- POT Sta. 26+98.12
BREAK FOR INTERSECTION
(+)0.3000%
PI = 21+50.00
EL = 236.50'
(+)0.3000%(-)0.5441%
VC = 75'
K = 89
PI = 26+00.00
EL = 234.06'
(-)0.5441%(+)0.3000%
VC = 75'
K = 89
DS > 30 mph
DS > 30 mph
PI = 16+00.00
EL = 234.85'
VC = 75'
K = 125
(-)0.3000%
PI = 27+80.00
EL = 233.97'
(+)1.3420%
VC = 90'
K = 55
(+)1.3420%
PI = 29+00.00
EL = 235.58'
VC = 90'
K = 55 235.40'DS > 30 mph
-SR1- STA. 16+00.00SAG-SR1- STA. 21+39.16CREST -SR1- STA. 26+10.84SAG-SR1- STA. 27+51.44SAGGRADE
PROPOSED
EL. 235.11'
-SR1- POT Sta. 30+57.32
END GRADE
-SR1-
DS > 30 mph
GROUND
EXISTING
29 30
PI = 29+00.00
EL = 235.58'
(-)0.3000%
VC = 90'
K = 55235.40'-SR1- STA. 29+28.56CREST 10 11 12 13 14 15 16
GRADE
PROPOSED
DS > 30 mph
EL. 234.46'
-SR2- POT Sta. 13+92.69
END GRADE
205
EXISTING GROUND
-SR2-
PI = 11+00.00
EL = 235.33'
(-)1.0558%(-)0.3000%
VC = 75'
K = 99
EL. 236.20'
-L- POT Sta. 35+29.73, 18.00' RT
-SR2- POT Sta. 10+18.02
BEGIN GRADE
ELEV=230.9
PI STA 17+50 -L- RT
END SPECIAL 2' BASE DITCH
ELEV=230.2
PI STA 16+00 -L- RT
CONT SPECIAL 2' BASE DITCH
(+)0.4464%(-)1.0667%
ELEV=232.0
PI STA 18+00 -SR1- RT
BEG SPECIAL 4' BASE DITCH
ELEV=229.2
PI STA 23+40 -SR1- RT
END SPECIAL 4' BASE DITCHELEV=228.8-SR1- RTPI STA 21+00(+)0.1667%
ELEV=229.3
PI STA 24+00 -SR1- RT
BEG SPECIAL 4' BASE DITCH
ELEV=229.8
PI STA 26+65 -SR1- RT
END SPECIAL 4' BASE DITCH
(+)0.3000%
ELEV=230.3
PI STA 28+50 -SR1- RT
END SPECIAL 2' BASE DITCH
ELEV=230.0
PI STA 27+50 -SR1- RT
BEG SPECIAL 2' BASE DITCH
(+)0.1887%
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 234.1
= 110 +
= 500 +
= 25
= 81
= 232.9
= 94
= 233.4
= 24
48" RCP-IV Sta. 20+82 -SR1-
48" RCP-IV
(+)1.0110%
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 234.1
= 23
= 100
= 25
= 20
= 233.5
= 23
= 234.1
= 11
24" RCP-IV Sta. 10+63 -SR2-
DRAINAGE AREA
DESIGN FREQUENCY
DESIGN DISCHARGE
DESIGN HW ELEVATION
100 YEAR DISCHARGE
100 YEAR HW ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE
OVERTOPPING ELEVATION
PIPE HYDRAULIC DATA
AC
YRS
YRS
CFS
CFS
CFS
FT
FT
FT= 233.9
= 18 +
= 500 +
= 25
= 15
= 232.2
= 18
= 232.7
= 4
24" RCP-V Sta. 13+82 -SR2-
24" RCP-IV
24" RCP-V
ELEV=230.5
PI STA 10+62.6 -SR2- LT
BEG SPECIAL 2' BASE DITCH ELEV=232.9
PI STA 13+00 -SR2- LT
END SPECIAL 2' BASE DITCH