20200259 Ver 1_BR-0125 Permit Drawings_20200218

(Version 2.08; Released April 2018)48834.1.1TIP No.:BR-0125County(ies):Wilkes Page 1 of 1TIP Number:Date:Phone:Phone:Email:Email:County(ies):CAMA County?YesDesign/Future:Year:2040Existing:Year:Aquatic T&E Species?NoComments:YesN/ANoWetlands within Project Limits?Trout Waters (Tr) Designated Public Mountain Trout Waters Supplemental Classification: WoodedEast Prong Roaring River12-46-4-(7)0.70.23Project DescriptionProposed ProjectYadkin-Pee DeeRiver Basin(s): City/Town:0.9Typical Cross Section Description: Surrounding Land Use: General Project Narrative:(Description of Minimization of Water Quality Impacts)[e-mail]:12/9/2019WilkesTraphill, NCDavid StuttsRaleigh, NC 27610WBS Element:Bridge ReplacementWBS Element:STV Engineers, Inc. / Shirshant SharmaNCDOT Contact:[phone]Charlotte, NC 28202Contractor / Designer:(704) 816-2556900 West Trade Street, Ste. 715North Carolina Department of TransportationHighway Stormwater Program STORMWATER MANAGEMENT PLAN FOR NCDOT PROJECTSProject Type:1020 Birch Ridge DriveAddress:General Project InformationBR-012548834.1.1Impairments:Other Stream Classification: Primary Classification: Project Built-Upon Area (ac.)The existing 151', 4 span bridge over East Prong Roaring River on SR 1002 (Traphill Road) is being replaced with 3 span bridge with a span arrangement of 1@40' (21" Cored Slab), 1@70' (24" Cored Slab), and 1@60' (24" Cored Slab). The bridge will have 1.5:1 sloping abutments. The bridge will be super elevated with a 4% slope left and with 11' travel lanes with 4'5" to the right and 4'5" to the left shoulders, 30'-10" clear width and 33' OTO width. The existing bridge structure will be removed. Overall drainage patterns will be maintained. There are roadside ditches that flow towards the existing bridge on the right side and on the left approach side. There are proposed ditches on both sides of the downstream side of the proposed bridge and the existing ditch on the left end side of the proposed bridge will be reconstructed. Existing ditches will be maintained in the proposed condition. On the downstream side of the existing bridge, traffic bearing grated drop inlets with double frame and grates (2GI) were placed on the right sides of the roadway in the shoulder berm gutter to pick up runoff from the bridge and to reduce the amount of excavation. There is a 2GI in the shoulder gutter on the left end side of the proposed roadway. Class-II rip rap abutment protection on both banks of the stream is also proposed to prevent future erosion and stream migration. Deck drains are not required.N/ABuffer Rules in Effect:None1500Bridge : Two 11' lanes, 4'5" to the right and 4'5" to the left paved shoulders.Approach: Two 10' lanes, variable paved shoulders.Waterbody Information2016NCDWR Stream Index No.:NRTR Stream ID:Annual Avg Daily Traffic (veh/hr/day):Existing SiteProject Length (lin. miles or feet): ac.Surface Water Body (1): Class CNCDWR Surface Water Classification for Water Bodyac.Bridge: Two 12' lanes,1.5' to the right and 1' to the left shoulders.Approach: Two 10' lanes, variable [e-mail] Includes Bridge Spanning Water Body? Deck Drains Discharge Over Buffer? Dissipator Pads Provided in Buffer? N/ADeck Drains Discharge Over Water Body?(If yes, provide justification in the General Project Narrative) (If yes, describe in the General Project Narrative; if no, justify in the General Project Narrative)(If yes, provide justification in the General Project Narrative)
PROJECT SITEROARING RI
VEREAST PRONGLITTLE SANDY CREEK(SR 1943)
BREWER MILL RD(SR 1002)TRAPHILL RD(SR 1002)
TRAPHILL RD
(SR 1941)ROUNDHILL CHURCH RD(SR 1743)TWIN LOCUST RD(SR
1
74
2
)GRI
SSEL TAI
L RD(SR 1939)BILLINGS HILL CHURCH RD(SR 1737)
LO
N
GB
OTT
O
M R
D
RD (SR 1781)TRAPHILL ESTATESBEGIN PROJECT
END PROJECT
D
T
V
=
=
=
=
=
=
ADT
ADT

PROJECT LENGTH
STATE STATE PROJECT REFERENCE NO.
STATE PROJ. NO.F. A. PROJ. NO.DESCRIPTION
NO.
TOTAL
SHEETS
N.C.
SHEET
1
DESIGN DATAGRAPHIC SCALES 09/08/991/17/2020R:\Hydraulics\PERMITS_Environmental\Drawings\SHT\BR-0125_prm_hyd_psh01_tsh.dgnmisiecmoVICINITY MAP
N.T.S.
See Sheet 1B For Standard Symbology Sheet
See Sheet 1A For Index of Sheets
DIVISION OF HIGHWAYS
STATE OF NORTH CAROLINA
P.E.
NCDOT CONTACT:
RIGHT OF WAY DATE:
LETTING DATE:
PROJECT ENGINEER DEPART
MEN
T
O
F
TRANSPORTATIONSTATE O F NORT
H CAR
O
LI
NAPLANS PREPARED FOR THE NCDOT BY:
SIGNATURE:
P.E.
P.E.
ENGINEER
HYDRAULICS
SIGNATURE:
ENGINEER
DESIGN
ROADWAY
NC License Number F-0991
Charlotte, NC 28202
900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
NIKKI T. HONEYCUTT, PE
PROJECT DESIGNER
DHV
/N A
/N A
FUNC. CLASSIFICATION:
2018 STANDARD SPECIFICATIONS
MPH
CONTRACT:NORTH CAROLINA
4
2040
N / A
0
PROFILE (VERTICAL)
00 10 20510
Scale : 60
15002016
55
0
PLANS
50 1002550
0
PROFILE (HORIZONTAL)
0 50 1002550TIP PROJECT: BR-0125BR-0125
WILKES COUNTY
RIVER ON SR 1002 (TRAPHILL RD)
LOCATION: BRIDGE #663 OVER EAST PRONG ROARING
48834.1.1
BHUPESH R. JOSHI, EIT MAJOR COLLECTOR
TOTAL LENGTH OF TIP PROJECT BR-0125 = 0.226 MILES
LENGTH OF STRUCTURE TIP PROJECT BR-0125 = 0.033 MILES
LENGTH OF ROADWAY TIP PROJECT BR-0125 = 0.193 MILES
END BRIDGE
BEGIN BRIDGE
-L-
BEGIN TIP PROJECT BR-0125
-L- STA. 10+35.00
END TIP PROJECT BR-0125
-L- STA. 16+22.44
-Y- STA. 10+15.00
BEGIN CONSTRUCTION E. PRONG ROARING RIVERE. PRONG ROARING RIVERSR 1002 (TRAPHILL RD.)-Y-SR 1743 (TWIN LOCUST RD)-L- STA. 14+49.56
(SR 1943)MILL R
D
TO BRE
WER
CHURCH RD
TO ROUNDHILL (SR 1941)
2000
Structures Management Unit
TYPE OF WORK: GRADING, DRAINAGE, PAVING, & STRUCTURE
-L- STA. 22+30.00
TO THE LIMITS ESTABLISHED BY METHOD __.
CLEARING ON THIS PROJECT SHALL BE PERFORMED
SUB-REGIONAL TIER
THIS PROJECT IS NOT WITHIN ANY MUNICIPAL BOUNDARIES.
DESIGN EXCEPTION REQUIRED FOR HORIZONTAL CURVE RADIUS AND VERTICAL CURVE K-VALUE & NIGHTTIME SSD.
-L- STA. 10+25.00
BEGIN CONSTRUCTION
-L- STA. 22+40.00
END CONSTRUCTION
48834.2.1 R.O.W/UTILITIES
6
SITE 1
WETLAND AND SURFACE WATER IMPACTS PERMIT
SITE 2
DAVID STUTTS, PE
DECEMBER 15, 2019
JUNE 16, 2020
of1 6
Permit Drawing
Sheet NAD 83
NA 2011
NC License Number F-0991
Charlotte, NC 28202
900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.8/17/991/17/2020R:\Hydraulics\PERMITS_Environmental\Drawings\SHT\BR-0125_prm_hyd_psh02.dgnmisiecmoScale : 50 BR-0125
SEE SHEET 3 FOR -L- & -Y- PROFILE
2
of2 6
Permit Drawing
Sheet
GRAPHIC SCALE
0'50'50'E. PRONG ROARING RIVERE. PRONG ROARING RIVERTTPAUL & PATSY JANE TRIPLETT
CLIFTON G. HUTCHISON
KATHY J. VARSALONA
JULIE LYNN GRAMMAN
LUCY B.S.COTHREN
PAMELA DENISE TRIPLETT
40
EIP
1
2
3
4
5
6
WAWBLEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SURFACE WATER
DENOTES IMPACTS IN
STREAM RELOCATION 139 LF
IN SURFACE WATER
PERMANENT IMPACTS
=S2
IN SURFACE WATER
TEMPORARY IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1 18" RCP-IV 18" RCP-IV FS
2GI
2GI
ELBOWS15" W/
(SEE DETAIL E)
17+50 TO 20+33 RT
CUT DITCH
TB 2GI
ELBOWS
15" W/2
REMOVE & REPLACE
(SEE DETAIL E)
18+00 TO 19+00 LT
CUT DITCH
15"
(SEE DETAIL G)
17+50 TO 18+00 LT
CUT BASE DITCH
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 14+61 RT TO STA. 14+73 RT
FROM STA. 15+60 LT TO STA. 15+76 LT
FROM STA. 15+15 LT TO STA. 15+30 LT
DETAIL D
Grade
Ditch
1'
GEOTEXTILE
Geotextile= 31 sy
Type of Liner= 10 TONS,CL-I Rip-Rap
10'min.
1.0'min.
LATERAL 'V' DITCH
( Not to Scale)
2:1 2:1
D
b
d
1"/Ft.
FROM STA. 15+76 LT TO STA. 16+92 LT
FROM STA. 16+71 RT TO STA. 17+11 RT
FROM STA. 14+00 RT TO STA. 14+61 RT
FROM STA. 14+50 RT TO STA. 15+15 LT
Slope
Fill
Type of Liner= CL-B Rip-Rap b= VARYING
Max. d= 1 Ft.
Min. D= 1 Ft.
DETAIL B
Ground
Natural
Geotextile
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+50 TO 15+15 LT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+15 TO 15+30 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+60 TO 15+76 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
10+35 TO 11+50 RT
SPECIAL LATERAL 'V' DITCH
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTILE
11+50 TO 13+50 RT
CUT DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
13+50 TO 14+00 RT
SPECIAL LATERAL 'V' DITCH
CL-II RIPRAP
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+00 TO 14+61 RT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
14+61 TO 14+73 RT
RIP RAP AT EMBANKMENT
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CLASS-B RIPRAP & GEOTEXTILE
16+71 TO 17+11 RT
LATERAL 'V' DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
20+33 TO 22+30 RT
SPECIAL LATERAL 'V' DITCH
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTLIE
17+11 TO 17+50 RT
CUT DITCH
CL-B RIPRAP & GEOTEXTILE
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
15+76 TO 16+92 LT
LATERAL 'V' DITCH
CL-II RIPRAP
CL-B RIPRAP & GEOTEXTILE3:1STREAM RELOCATION
FROM -L- STA. 15+36 RT TO STA. 17+00 RT
Ground
Natural
DETAIL F
2:1
EXISTING STREAMBED
MATERAL
b=Variable
B=3 Ft.
Max. d=3 Ft.
Min. D=3 Ft.
(Banks Only)
Type of Liner= CL-I RIPRAP
b
d
D
( Not to Scale)
B
1"/Ft.
Ground
Natural
Exist. Channel
Fill Slope
Proposed
RETAIN 30" CMP
TRAPH
ILL
RD
. (SR
1002
)TWIN LOCCUST RD.-Y--L-
GEOTEXTILE
CL-B RIPRAP &
(SEE DETAIL F)
DDE & CL-I RIPRAP
STREAM RELOCATION
CONC
CONC
CONC
DUKE
65T
DUKE
65T
DUKE
NAD 83 NA 2011
F
C
C
F
F
C
F
F
F
F
F
F
F
F
C
C
C
C
C
F
F
F
F
C
C
C
C
C
CF
F
NC License Number F-0991
Charlotte, NC 28202
900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.8/17/991/17/2020R:\Hydraulics\PERMITS_Environmental\Drawings\SHT\BR-0125_prm_hyd_psh03pfl.dgnmisiecmo16+0014+00 15+0012+00 17+00
Scale : 50 BR-0125
13+00 18+00 19+00 20+00 21+00 22+00 23+0011+0010+00
13+00
1140
1150
1160
1170
1180
1190
1200
1210
1130
1120
1140
1150
1160
1170
1180
1190
1200
1210
1130
1120
1140
1150
1160
1170
1180
1130
1120
3
1140
1150
1160
1170
1180
1190
1200
1210
1130
1120
1220
10+00 11+00 12+009+00
-L-
-Y-
SEE SHEET 2 FOR -Y- PLAN
K VALUE AND STOPPING SIGHT DISTANCE.
* NOTE: DESIGN EXCEPTION REQUIRED FOR VERTICAL CURVE
SEE SHEET 2 FOR -L- PLAN
GRAPHIC SCALE
0'50'50'
of3 6
Permit Drawing
Sheet
DS = 15 mph
PI = 10+50.00
EL = 1,160.30'
VC = 70'
K = 13
DS = 20 mph
PI = 11+25.00
EL = 1,167.80'
VC = 80'
K = 7
END GRADE
EL = 1,167.21'
-L- STA. 19+77.55
-Y- STA. 11+67.51 =
-4
.0
%
-L-(-)1.3879%
(+)10.0000%
(+)4.6571%4.5183 %EXIST
EL = 1,158.67'
-Y- STA 10+15.00
BEGIN GRADE 1.5:11.5:1W.S.E. ON (03-22-2019) = 1142.3'
EST. 228 TON
CL-II RIPRAP (TYP.)
EST. 165 TON
CL-II RIPRAP (TYP.)
ELEV. = 1166.24'
SKEW = 120 DEGREES
W/4' END BENT CAPS
1@40' (21" CORED SLAB), 1@70' (24" CORED SLAB), 1@60' (24" CORED SLAB)
CENTERLINE STA. 15+36 -L-
25-YEAR W.S. ELEV = 1149.6'
100-YEAR W.S. ELEV = 1151.7'
(+) 1.1724%
(+) 20.6000%(+) 1.0000%(+) 1.0000%(+) 1.5400%(+) 2.5200%(+) 3.5600%
(+) 1.6667%
PI = 13+00.00
EL = 1,168.90'
VC = 260'
K = 62
DS = 35 mph *
VC = 370'
K = 49
DS = 35 mph *
EL = 1,161.80'
PI = 19+30.00
PI = 21+65.00
EL = 1,176.86'
VC = 100'
K = 59
DS = 40 mph *
(+)6.4085%
(+)4.7231%
(-)1.1270%
(-)1.1270%(-)5.3245%
EL = 1,183.01'
-L- STA 10+35.00
BEGIN GRADE
ELEV. = 1,163.57'
-L- STA 18+00.34
LOW POINT EL = 1,179.93'
-L- STA 22+30.00
END GRADE
EXISTING GROUND
PROPOSED GRADE5.7968
%EX
IST
5.2063 %EXIST
El = 1,163.67
El = 1,146.50
(+)2.1035%(+)2.8530%PI=16+50.00El = 1,143.03(+)7.4056%
El = 1,146.73El = 1,180.44El = 1,177.96(-)
4
.9
5
3
4%El = 1,175.90(-) 4
.1266%El = 1,173.28(-)
5
.240
0%El = 1,169.19(-) 8.1800%El = 1,162.67
(-) 13.0400
%(-) 13.0400
%El = 1,156.15
El = 1,149.63
(-) 13.0400
%(-) 9.0600%(+)10.76
00%(+)
1
0.
8
0
0
0
%(+) 3.0800%(+) 1.4800%(+) 4.0000%
(-) 10.0000%(+) 5.5000%(+) 4.3600%(+) 2.3810%
El = 1,144.00
El = 1,156.66
(+) 2.3529%
(+) 5.9800%
(+) 5.4000%(+) 5.2000%(+) 9.5333%
El = 1,172.09
El = 1,174.69
(-) 12.9167
%PI =13+00.00
PI =13+50.00
PI =14+00.00
El = 1,153.50
PI =14+50.00
BEGIN 'V' DITCH
PI =14+50.00
El = 1,145.10
El = 1,143.00PI =10+50.00PI =11+00.00PI =11+50.00PI =12+00.00PI =12+50.00El = 1,148.12
PI =15+00.00
El = 1,141.00 PI=16+00.00El = 1,141.60PI =16+50.00
El = 1,147.50
PI =16+00.00
El = 1,145.32
El = 1,148.50
PI =18+00.00
El = 1,158.20
PI =18+50.00
El = 1,158.94
El = 1,160.94
El = 1,165.45
PI =20+00.00
El = 1,166.00
PI =20+33.00
El = 1,166.40
PI =20+50.00
El = 1,169.39
PI =21+00.00
El = 1,177.55
PI =19+00.00
El = 1,162.41
PI =18+50.00
El = 1,161.64
PI =18+00.00
El = 1,161.14
PI =17+50.00
El = 1,160.64
PI =17+00.00
El = 1,150.34
PI =10+35.00
BEGIN 'V' DITCH
El = 1,182.38
El = 1,150.00
PI =19+50.00
PI =21+50.00
PI =22+00.00
EST. 82 SY GEOTEXTILE
EST. 53 TON CL-II RIPRAP
BANK STABILIZATION
EST. 63 SY GEOTEXTILE
EST. 42 TON CL-II RIPRAP
BANK STABILIZATION
4400
6100
100
20000
25
1149.6
1151.7
1163.8
1142.3
3/22/2019
DESIGN DISCHARGE
DESIGN FREQUENCY
BASE DISCHARGE
CFS
YRS
YRS
BASE FREQUENCY
OVERTOPPING ELEVATION
OVERTOPPING FREQUENCY
OVERTOPPING DISCHARGE CFS
CFS
YRS
FT
FT
FT
DESIGN HW ELEVATION
BASE HW ELEVATION
BRIDGE HYDRAULIC DATA
DATE OF SURVEY
W.S. ELEVATION
AT DATE OF SURVEY FT
=
=
=
=
=
=
=
=
=
=
=
500+
PI=15+71.31
RELOCATION
BEGIN STREAM
PI=17+00.00
END STREAM RELOCATION
PI =16+92.00
END 'V' DITCH
PI =15+76.00
BEGIN 'V DITCH
PI =17+50.00
BEGIN 'V DITCH
PI =19+00.00
END 'V' DITCH
PI =22+30.00
END 'V' DITCH
PI=16+71.00
BEGIN 'V' DITCH
PI =14+71.00
END 'V' DITCH
PI =15+15.000
END 'V' DITCH
RR SPIKE SET IN 26" DIA POPLAR
ELEV. = 1158.72
13.69' LT
STA. = 14+35.82
BM-21,160.940
NC License Number F-0991
Charlotte, NC 28202
900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.8/17/991/17/2020R:\Hydraulics\PERMITS_Environmental\Drawings\SHT\BR-0125_prm_hyd_psh04.dgnmisiecmo4Scale : 50 BR-0125
SEE SHEET 3 FOR -L- & -Y- PROFILE
of4 6
Permit Drawing
Sheet
GRAPHIC SCALE
0'50'50'1140114011401140114011401140114011401140114011401140
1140
11401140
1140 1145114511451145114511451145
1145114511451145114511451145
114511451145
1145 11451145114511451145114511451145
1145114511451 14 5
1145
1 1 4 5
114 5
1145 115011501150115011501150115
01150115011501150115011501150115011501150115011501150
1150115011501150
1150
11501150
1150
115
0
1155
1155
1155
1155
1155 11551155 1155115511551155 1155115511551
1
5
5
1155
1155
1155
11551155115
5
1155115511551155115511551155115511551155115511551155
115
5115511551160
1160
1160
1160
1160
1160 11601160 116011601160
1160
1160
1160 1160116011601
1
6
0
1160
1160 1160116011601160
1160
116
0
11601160116011601160116011601160
1160
1160116011601160116011601160116011651165
1165 11651165
1165 11651165 11651165
1165
1165
1165 1165116511651165
1165
1165116
5
1165
1
1
6
5
11651165116511651165
11651165116511651165116511651165116511651165117
0
1170
1170
1170
1 17 0 1170117011701170
1170 1170117011701170
1170
1170117011701170117011701170117011
70117011701170117011701170117011701170
1170
1175
1
1
7
5
1
1
7
51175
1 175117511751175117511751175
1175
1175 11751175117511751
1
7
5
1175
117511751175117511751175117511751175117511751175117511751175117511751175117511801180118
01180
1180 11801180118011801180
1180
1180
1180 1180118011801180118
0
1180
11801
1
8
0
1180118011801180118011801180
118011801180118011801180118011801185
11851185 1185118511851185
1185
1185
1185
1185
1185 11851185118
5
118511851185118511851185118511851185118511851185118511851190
11901190
1190 1190
1190
1190
1190 11901190119011901190119011901190119011901190119011901195
1195
1195
119
5
1195
1195
1195
1195 119511951195119511951195120012001200
120012001200
1200
1200 12001200120012051205
12051205
1205
1205 1205120512101210
1210
1210
1210
1 2 1 0 12151215
1215
1215 122012201
235E. PRONG ROARING RIVERE. PRONG ROARING RIVERTTPAUL & PATSY JANE TRIPLETT
CLIFTON G. HUTCHISON
KATHY J. VARSALONA
JULIE LYNN GRAMMAN
LUCY B.S.COTHREN
PAMELA DENISE TRIPLETT
40
EIP
1
2
3
4
5
6
WAWBLEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SURFACE WATER
DENOTES IMPACTS IN
STREAM RELOCATION 139 LF
IN SURFACE WATER
PERMANENT IMPACTS
=S2
IN SURFACE WATER
TEMPORARY IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1 18" RCP-IV 18" RCP-IV FS
2GI
2GI
ELBOWS15" W/
(SEE DETAIL E)
17+50 TO 20+33 RT
CUT DITCH
TB 2GI
ELBOWS
15" W/2
REMOVE & REPLACE
(SEE DETAIL E)
18+00 TO 19+00 LT
CUT DITCH
15"
(SEE DETAIL G)
17+50 TO 18+00 LT
CUT BASE DITCH
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 14+61 RT TO STA. 14+73 RT
FROM STA. 15+60 LT TO STA. 15+76 LT
FROM STA. 15+15 LT TO STA. 15+30 LT
DETAIL D
Grade
Ditch
1'
GEOTEXTILE
Geotextile= 31 sy
Type of Liner= 10 TONS,CL-I Rip-Rap
10'min.
1.0'min.
LATERAL 'V' DITCH
( Not to Scale)
2:1 2:1
D
b
d
1"/Ft.
FROM STA. 15+76 LT TO STA. 16+92 LT
FROM STA. 16+71 RT TO STA. 17+11 RT
FROM STA. 14+00 RT TO STA. 14+61 RT
FROM STA. 14+50 RT TO STA. 15+15 LT
Slope
Fill
Type of Liner= CL-B Rip-Rap b= VARYING
Max. d= 1 Ft.
Min. D= 1 Ft.
DETAIL B
Ground
Natural
Geotextile
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+50 TO 15+15 LT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+15 TO 15+30 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+60 TO 15+76 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
10+35 TO 11+50 RT
SPECIAL LATERAL 'V' DITCH
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTILE
11+50 TO 13+50 RT
CUT DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
13+50 TO 14+00 RT
SPECIAL LATERAL 'V' DITCH
CL-II RIPRAP
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+00 TO 14+61 RT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
14+61 TO 14+73 RT
RIP RAP AT EMBANKMENT
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CLASS-B RIPRAP & GEOTEXTILE
16+71 TO 17+11 RT
LATERAL 'V' DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
20+33 TO 22+30 RT
SPECIAL LATERAL 'V' DITCH
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTLIE
17+11 TO 17+50 RT
CUT DITCH
CL-B RIPRAP & GEOTEXTILE
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
15+76 TO 16+92 LT
LATERAL 'V' DITCH
CL-II RIPRAP
CL-B RIPRAP & GEOTEXTILE3:1STREAM RELOCATION
FROM -L- STA. 15+36 RT TO STA. 17+00 RT
Ground
Natural
DETAIL F
2:1
EXISTING STREAMBED
MATERAL
b=Variable
B=3 Ft.
Max. d=3 Ft.
Min. D=3 Ft.
(Banks Only)
Type of Liner= CL-I RIPRAP
b
d
D
( Not to Scale)
B
1"/Ft.
Ground
Natural
Exist. Channel
Fill Slope
Proposed
RETAIN 30" CMP
TRAPH
ILL
RD
. (SR
1002
)TWIN LOCCUST RD.-Y--L-
GEOTEXTILE
CL-B RIPRAP &
(SEE DETAIL F)
DDE & CL-I RIPRAP
STREAM RELOCATION
NAD 83 NA 2011
F
C
C
F
F
C
F
F
F
F
F
F
F
F
C
C
C
C
C
F
F
F
F
C
C
C
C
C
CF
F
NC License Number F-0991
Charlotte, NC 28202
900 West Trade St., Suite 715
STV Engineers, Inc.
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
SHEET NO.PROJECT REFERENCE NO.
HYDRAULICSROADWAY DESIGN
ENGINEER ENGINEER
R/W SHEET NO.
5
of5 6
Permit Drawing
Sheet
GRAPHIC SCALE
0'25'25'
BR-0125
SEE SHEET 3 FOR -L- & -Y- PROFILEE. PRONG ROARING RIVERE. PRONG ROARING RIVERTT40 WBLEGEND
IMPACTS IN SURFACE WATER
DENOTES TEMPORARY
SURFACE WATER
DENOTES IMPACTS IN
2GI
2GI
ELBOWS15" W/
(SEE DETAIL E)
17+50 TO 20+33 RT
CUT DITCH
TB 2GI
ELBOWS
15" W/2
(SEE DETAIL E)
18+00 TO 19+00 LT
CUT DITCH
15"
(SEE DETAIL G)
17+50 TO 18+00 LT
CUT BASE DITCH
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+50 TO 15+15 LT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+15 TO 15+30 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
15+60 TO 15+76 LT
RIP RAP AT EMBANKMENT
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTILE
11+50 TO 13+50 RT
CUT DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
13+50 TO 14+00 RT
SPECIAL LATERAL 'V' DITCH
CL-II RIPRAP
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
14+00 TO 14+61 RT
LATERAL 'V' DITCH
(SEE DETAIL D)
CL-I RIPRAP & GEOTEXTILE
14+61 TO 14+73 RT
RIP RAP AT EMBANKMENT
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CLASS-B RIPRAP & GEOTEXTILE
16+71 TO 17+11 RT
LATERAL 'V' DITCH
(SEE DETAIL A)
CL-B RIPRAP & GEOTEXTILE
20+33 TO 22+30 RT
SPECIAL LATERAL 'V' DITCH
(SEE DETAIL C)
CL-B RIPRAP & GEOTEXTLIE
17+11 TO 17+50 RT
CUT DITCH
CL-II RIPRAP & GEOTEXTILE
BANK STABILIZATION
(SEE DETAIL B)
CL-B RIPRAP & GEOTEXTILE
15+76 TO 16+92 LT
LATERAL 'V' DITCH
CL-II RIPRAP
CL-B RIPRAP & GEOTEXTILE
CL-B RIPRAP & GEOTEXTILE
( Not to Scale)
RIP RAP AT EMBANKMENT
FROM STA. 14+61 RT TO STA. 14+73 RT
FROM STA. 15+60 LT TO STA. 15+76 LT
FROM STA. 15+15 LT TO STA. 15+30 LT
DETAIL D
Grade
Ditch
1'
GEOTEXTILE
Geotextile= 31 sy
Type of Liner= 10 TONS,CL-I Rip-Rap
10'min.
1.0'min.
LATERAL 'V' DITCH
( Not to Scale)
2:1 2:1
D
b
d
1"/Ft.
FROM STA. 15+76 LT TO STA. 16+92 LT
FROM STA. 16+71 RT TO STA. 17+11 RT
FROM STA. 14+00 RT TO STA. 14+61 RT
FROM STA. 14+50 RT TO STA. 15+15 LT
Slope
Fill
Type of Liner= CL-B Rip-Rap b= VARYING
Max. d= 1 Ft.
Min. D= 1 Ft.
DETAIL B
Ground
Natural
Geotextile 3:1STREAM RELOCATION
FROM -L- STA. 15+36 RT TO STA. 17+00 RT
Ground
Natural
DETAIL F
2:1
EXISTING STREAMBED
MATERAL
b=Variable
B=3 Ft.
Max. d=3 Ft.
Min. D=3 Ft.
(Banks Only)
Type of Liner= CL-I RIPRAP
b
d
D
( Not to Scale)
B
1"/Ft.
Ground
Natural
Exist. Channel
Fill Slope
Proposed
LUCY B.S.COTHREN
2
TRAPH
ILL
RD
. (SR
1002
)
-L
-
(SEE DETAIL F)
DDE & CL-I RIPRAP
STREAM RELOCATION
STREAM RELOCATION 139 LF
IN SURFACE WATER
PERMANENT IMPACTS
=S2
IN SURFACE WATER
TEMPORARY IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1
IN SURFACE WATER
PERMANENT IMPACTS
=S1
NAD 83 NA 2011
C
F
C
F
F
F
C
C
C
C
C
CF
F
HandExisting Existing Permanent Temp. Excavation Mechanized Clearing Permanent Temp. Channel Channel Natural Site Station Structure Fill In Fill In in Clearing in SW SW Impacts Impacts StreamNo. (From/To) Size / Type Wetlands Wetlands Wetlands in Wetlands Wetlands impacts impacts Permanent Temp. Design(ac) (ac) (ac) (ac) (ac) (ac) (ac) (ft) (ft) (ft)1 14+49.56 / 16+22.440.02 11*114+49.56 / 16+22.440.02 116114+49.56 / 16+22.44DITCH OUTLET BANK STABILIZATION<0.01 142 15+69.00 / 16+97.00 STREAM RELOCATION IMPACTS0.03 225TOTALS:0.05 0.02 355 11*TEMPORARY IMPACTS LENGTH TOTAL = 127' (116' TAKEN INTO ACCOUNT IN PERMANENT STREAMBANK IMPACTS LENGTH)NC DEPARTMENT OF TRANSPORTATIONDIVISION OF HIGHWAYSBRIDGE #663 OVER EAST PRONG ROARING RIVER ON SR 1002 (TRAPHILL RD)WILKES COUNTYBR-0125ATN Revised 3/31/05 WETLAND PERMIT IMPACT SUMMARYSURFACE WATER IMPACTSWETLAND IMPACTSSHEET 6 of 6 1/17/20201 @ 40'(21" CORED SLAB) 1@70' (24" CORED SLAB), 1@60' (24" CORED SLAB) - OAL = 172.9', IMPACTS FROM FLOATING TURBIDITY CURTAIN1 @ 40'(21" CORED SLAB) 1@70' (24" CORED SLAB), 1@60' (24" CORED SLAB) - OAL = 172.9', IMPACTS FROM BRIDGE STREAMBANK STABILIZATION