17BP.11.R.152 Alleghany 5 Permit Drawings for PCN.pdf

Highway North Carolina Department of Transportation
Stormwater
Highway Stormwater Program
STORMWATER MANAGEMENT PLAN
(Version 2.08; Released April 2018) FOR NCDOT PROJECTS
WBS Element: 1713P.11.R.152 TIP No.: 1713P.11.R.152 County(ies): Alleghany Page 1 of 1
General Project Information
WBS Element:
1713P.11.R.152
ITIP Number: 17BP.11.R.152
Project Type: Bridge Replacement
Date: 8/10/2021
NCDOT Contact:
Joe Laws, PE
Contractor / Designer:
Kisinger Campo & Associates
Address:
801 Statesville Road
North Wilkesboro, 28659
Address:
301 Fayettville St.,
Suite 1500
Raleigh, NC 27601
Phone:
[phone]
Phone:
[phone]
Email:
jlaws(cDncdot.gov
Email:
Imcnulty(c�kcaeng.com
City/Town:
Sparta
County(ies):
Alleghany
River Basin(s):
New
CAMA County?
No
Wetlands within Project Limits?
No
Project Description
Project Length (lin. miles or feet):
700'
Surrounding Land Use:
JAgricultural
Proposed Project
Existing Site
Project Built -Upon Area (ac.)
1.3 ac.
0.6 ac.
Typical Cross Section Description:
The proposed typical section on either side of the bridge will be normal crown with a cross
slope of 0.020, and consist of two 10' lanes with 4' unpaved shoulders with 4:1 (left) and
2:1 or flatter (right) side slopes to existing ground with the exception around the bridge
openings.
Existing roadways consists of two 10' lanes, with 3' unpaved shoulders.
Annual Avg Daily Traffic (veh/hr/day):
Design/Future: 200 Year: 2021
Existing: 200 Year: 2016
General Project Narrative:
(Description of Minimization of Water
Quality Impacts)
State project 17BP.11.R.152 will consist of replacing the structurally deficient NCDOT bridge #20005 on SR 1133 over Little River. The proposed replacement structure is a 1-
span (1 @70') 24" PCBB with 4' caps with an out -to -out deck width of 30' which will replace the existing 1-span (1 @40'-6"). Roadway fill slopes will be 2:1 or flatter (left) and 2:1 or
flatter (right), with the exception around the bridge opening and the DRV1 alignment. All fill slopes will be grassy to encourage a diffuse flow pattern and passive stormwater
treatment where rip rap is not called for in the plans. Stormwater runoff from the bridge and approach slabs will be collected by a traffic bearing grated inlet. All areas in which fill
slopes impact existing ditches will be replaced by a swale or inlet to maintain existing drainage patterns. All pipe outlet locations will discharge to a rip rap dissipator pad at pipe
outlets and sheet flow towards the river
There are no wetlands present for this project.
Waterbody Information
Surface Water Body (1):
Little River
NCDWR Stream Index No.:
10-9-(1)
NCDWR Surface Water Classification for Water Body
Primary Classification:
Class C
Supplemental Classification:
Trout Waters Jr)
Other Stream Classification:
Impairments:
Aquatic T&E Species?
No Comments:
NRTR Stream ID:
N/A Buffer Rules in Effect:
N/A
Project Includes Bridge Spanning Water Body?
Yes
Deck Drains Discharge Over Buffer?
INo Dissipator Pads Provided in Buffer?
INo
Deck Drains Discharge Over Water Body?
lNo
(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)

in
1
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RIFLE RANGE 1
SR 1128
TO SPARTA /
WHITEHEAD UNION
BAPTISTT CHURCH
VICINITY MAP
L- STA.10 + 00.00
G ,a
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ALLEGHANY COUNTY
LOCATION: BRIDGE NO. 020005 OVER LITTLE RIVER ON
SR 1133 (PINE SWAMP RD)
TYPE OF WORK: GRADING, DRAINAGE, PAVING AND STRUCTURE
BEGIN BRIDGE
-L- STA.12 +11.83
** DESIGN EXCEPTION REQUIRED FOR DESIGN SPEED
AND HORIZONTAL STOPPING SIGHT DISTANCE
CLEARING ON THIS PROJECT SHALL BE PERFORMED TO THE LIMITS ESTABLISHED BY METHOD II
THIS PROJECT IS NOT LOCATED WITHIN MUNICIPAL BOUNDARIES.
THIS IS NOT A CONTROL OF ACCESS PROJECT.
GRAPHIC SCALES DESIGN DATA
ADT 2016 = 200
50 25 0 50 100
0 ADT 2040 = 322
PLANS
V = 25 MPH**
50 25 0 50 100 TTST = 3 DUAL 3
FUNC CLASS =
PROFILE (HORIZONTAL) LOCAL
10 5 0 10 20 SUB -REGIONAL TIER
PROFILE (VERTICAL)
PROJECT LENGTH
LENGTH ROADWAY PROJECT 1713P.11.R.152
LENGTH STRUCTURES PROJECT 17BP.11.R.152
TOTAL LENGTH PROJECT 17BP.11.R.152
END BRIDGE
L- STA. 12+84.17
Prepared In the Office of:
FI1 LICENSE No: C•1506
NI
(v 901 FLICENSE
St.,
KCNC
Ba11,
0.119
C 2
XISINGER Ba(9100, NC 31fi01
= MILES
& ASSOCIATES (61918fi2•]639
—ES
= 0.014 MILES
'STANDARD SPECIFICATIONS
= 0.133 MILES
RIGHT OF WAY DATE:
GLENN W. MUMFORD, PE
PROJECT ENGINEER
ANDREA B GORDON EI
SEPTEMBER 7, 2021
LETTING DATE.
NCDOT CONTACT: JOE LAWS, PE PROJECT DESIGN ENGINEER
DIVISION 11 PROJECT MANAGER DECEMBER 21, 2021
8TAT6
STATB PR016(.'T RHABBBNCB NQ
N.C.
17BP.11.R.152
eTATH PROI.NO.
.AFRO!. NO.
DF.SCRIPT[ON
17BP.11. PE.152
PE
17BP.11.ROW.152
ROWAJTIL
17BP.11.R.152
CONSTR
L- STA. 17+ 00.84
HYDRAULICS ENGINEER
P.E.
SIGNATURE:
ROADWAY DESIGN
ENGINEER
SIGNATURE:
P.E.
WETLAND &
STREAM IMPACTS
8/102021
PERMIT DRAWING
SHEET 1 OF 8
PRELIMINARY PLANS
DO NOT USE FOR CONSTRUCTION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED

PROJECT REFERENCE NO.
SHEET NO.
/7BP.11. M2
4
RW SHEET NO.
ROADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
$ $ $ DENOTES PERMANENT
IMPACTS IN SURFACE WATER
rs rs rs DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
DETAIL F
PROPOSED PROFILE
DETAIL FOR BANK STABILIZATION
-O
(N.10 Scab)
=
EXCAVATION
/
N
\ EST, 116 CV
\
\
ESTEXCA11 YON
m
PROPOSED ALIGNMENT RV1 I
EXISTING GROUND
I
I//
�
I
II
3
H
/
RIP RAP AT EMBANKMENT
CLASS II RIP RIP RAP
O�
I RIP RAP AT EMBANKMENT
pUa
Nw
MWY
I
TOE OF SLOPE
CLASS 11 RIP RIP RAP
TOE OF SLOPE
NUr
Z
T
�y
m
OM¢
�_/ ZN
N!b
am
LL(= 2'
THICKNESS
2'
wN C
1.) KEY RIP RAP TO WEATHERED ROCK
THICKNESS
/y.
-IN
BACKFI11 WITH
CLASS II RIP RAP
DETAIL A
TAILDITCH
Ne Smle)
Nmerd Nmeml
Ground 3,7 D 3.\� Ground
H
2.5 H. Mi, S HiFUR.B
B. 10 HL . . 25 Ft.
F.
TIE TO EXISTING GROUND AT ELEVATION 2911.1'
DDE: 15 CY
DETAIL B
ROADSIDE DITCH
NMro Smlel
Nobml A.�
Gmund �S.� D
Dire
Sbpe
Min. D . 1.5 Ft.
DTICH LINING: PSRM
-In STA 10+00 TO 11+00 LT
DETAIL D
ROADSIDE DITCH
I Not ro Smlel
Natural
Gmund ?7
D
From
D
Sbpap.
Min. D . 1.0 Ft.
DTICH LINING: PSRM
-L- STA 16+00 TO 17+00 LT
PRELIIMINARY PLANS
00 NOT USE FOR CONSTRUCTION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
P8EP0FFICExOF: KCA N0 3016 F Suttee 1600 6t , ixE KISINGEERR CAMPO 6alelg6, NC 27601
& ASSOCIATES [phone]
PERMIT DRAWING
2 OF 8
DETAIL C
ROADSIDE DITCH
I NM Swlel
Grand �5.7 D 3:\
p�
A —A
D 1.5 Ft.
Slope
15'
'��'
Min. .
DTICH LINING: PSRM
0.5
1.5' k 10,
-DRVI- STA 10+20 TO 11+65 LT
DETAIL E
ROADSIDE DITCH
INFLOW
I Nm ro Smlel
B—B
Neroml
Ground ?7 D !\
Dikh
�
'ape
2.5 0.5'
Min. D . 2.0 Ft.
IFS 10,
OUTFLOW
-YI- STA 10+25 TO 10+75 RT

Ir
a
m
m
0
SITE
ENLARGEMENT
S S DENOTES PERMANENT
IMPACTS IN SURFACE WATER /
J
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IMPACTS IN SURFACE WATER - - u
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SCALE:
1"=30'
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<ZIP
SITE 2
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PROJECT REFERENCE NO.
SHEET NO.
17BP.1l.R.152
4
RW SHEET NO.
ROADWAY DESIGN
ENGINEER
HYDRAULICS
ENGINEER
INCOMPLETE PLANS
DO NOT USE FOR R/W ACOUISITION
PREILIIMINARY PLANS
IRI NOT USE MR CONSTRUCTION
.�X�\
c" DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PREPARED
KCN0301X FSOSta 1fi00, St.,,
E mSASSOCaMEs XalelgM1 XC 27601
c+ PERMIT ODRRAgWING
RETAIN
W
:MAP
v
REMOVE
(491 LENGTH)
c;cF

PROJECT REFERENCE NO. SHEET NO.
N -L- SR 1133 (PINE SWAMP RD) NM993490 E 1369595 17BP.1/.R.152 5_
ROADWAY DESIGN HYDRAULICS
-L- STA. 14 122.95 101.68' LT ENGINEER ENGINEER
EL = 2915.65
CHISELED SO. IN NE CORNER
OF HW SOUTHSIDE OF HAROLD RD.
ID11 L I IMdN A I) h1L �N3
DO NOT USR POR CONSTRUCTION
BEGIN
BRID
E
---
_ _
+
.83
_
DESIGN EXCEPTION REQUIRED FOR DESIGN SPEED
E.L. =
2923.8
DOCUMENT NOT CONSIDERED FINAL
------
UNLESS ALL SIGNATURES COMPLETED
IN /^ NL FIRM LILENSE No: L• 506
THE OFFICE OF: JO1 FayetTev a t.,
THE
Pl — 11+35.00
—
.........
EN B
ID
E
_
,
R(v Su1te 1600
EL = 2,927.90'
-L- ST
84.
7
8Is NoERCATIES Re(919J, HC 239 1
2,940
------
-----
-------
VC = 86'
.12
=
Pl = 16+45.00
EL = 2,925.68'
K = 49
PROPOSED
ROFILE
Pl = 15+60.18
VC = 53'
_
DS > 45 MPH
EL = 2,922.0/'
K = 26
PERMIT DRAWING
Pl = 13- 50.00
VC - l00'
DS > 25 MPH
4 OF 8
___—_
-
-J3.5
EL = 2,9/6.61'
K = 57
2-930
. -
=� �zsooi
r`JS,
VC = 204'
DS > 30 MPH
3
---
---
---
--- --- --- ---
- 2S D=
_�422 i D
K = 26
/>6
\..
—
DS > 25 MPH
— + 4.33�
. , +16 z° JL�
10-YEARWSE6,
—�
- j+14 ZOL
cv
�29 9.7
LOWS
T LOW CHOR
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^
WCHORD
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-
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LASS
RIP
STRUCTURE HYDRAULIC DATA
ROU
DESIGN DISCHARGE = 2600 CFS
-
DESIGN FREQUENCY = 25 YRS
01.12.2
21)
DESIGN HW ELEVATION = 2918.0 FF
BASE DISCHARGE = 3600 CFS
BASE FREQUENCY = l00 YRS
2,900
BASE HW ELEVATION = 2919.7 FT
OVERTOPPING DISCHARGE = 3340 CFS
OVERTOPPING FREQUENCY = 50" YRS
OVERTOPPING ELEVATION = 2918.7 FT
FOR -L- (SR 1133),-Yl- (SR 1134)
AND -DRVI- PLAN SEE SHEET 4
tHt�ti
FOR STRUCTURE PLANS,SEE S-ITHRU S-TBD
10 11 12 13 14 15 16 17
-Yl- SR 1134 (HAROLD RD)
90
7®���®.................................................................................
21940 2,940
2,930 2,930
2,920 2,920
2,910 2,910
2,900 2,900
Pl = 11+34.25 Pl - 11+86.00
EL - 2,924.09' EL = -9,918.921
VC-30, VC=30'
K - 5 K 3
18.
mmmm
H,I, WH Hiiiiiiiiiiiii I I I I I I I I I I I I I I I I
10 11 12 10 11 12

PROJECT REFERENCE NO.
SHEET NO.
/7BP.11. M2
4
RW SHEET NO.
ROADWAY DESIGN
HYDRAULICS
ENGINEER
ENGINEER
$ $ $ DENOTES PERMANENT
IMPACTS IN SURFACE WATER
rs rs rs DENOTES TEMPORARY
IMPACTS IN SURFACE WATER
CLASS B RIP RAP
EST. 2 TONS
7 Sy
GEOTE. E
EXIST. PIPE*
(TO BE REMOVED) SITE
ROADSIDE DITCH
SEE DETAIL C
RIP RAP AT EMBANKMENT
LASS II IPRAP ` `
�¢ 12201SV T(7E
as .� GAA.DE TOrD'.,
TRANSITION BRIDG
,.,RIP RAR, 0 RIP RAP R
AT EMBANKMENT„- I .
WILLIAM F. SHERRILL
DB 362 PG 441
PB 10 PG 8
_ ROADSI oITeR
AILS
" /
RETAIN
1� S OULDFR `
!% (§TR. PAY'ITEM)M)
40(
CL II RIP RAP \
SHOULDER PT
' I (STR. PAY ITEM)
RIVERS EDGE'LANDII, LLC 1
r
DETAIL F
PROPOSED PROFILE
DETAIL FOR BANK STABILIZATION
-O
INw fo Scale)
=
EXCAVATION
/
N
\ EST, 116 CV
\
\
ESTA11 CVEXCON
m
PROPOSED RVi
ALIGNMENT I
EXISTING GROUND
I
I// �
�
I
II
I
3
H
/
RIP RAP AT EMBANKMENT
CLASS II RIP RIP RAP
O�
I RIP RAP AT EMBANKMENT
pUU
N
I
TOE OF SLOPE
CLASS 11 RIP RIP RAP
I TOE OF SLOPE
wY
Z
�y
m N
OM¢
ZN
Nm
am
Z10TES: 2•
THICKNESS
2'
wN
1.) KEY RIP RAP TO WEATHERED ROCK
THICKNESS
/y.
-IN
BACKFIL WITH
O� r
11,
CLASS II RIP RAP
— EN
+D2
i
—15" W/
ELBgWS
CLASS$ RIP RA
EST.1 DNS
5 SY GrEOTEXTIL
I
i
RIP RAP AT EMBANKMENT
SEE DETAIL F
CLASS II RIFWRIP RAP '
EST. 55 TONS ' ti
100 SV PEQTEXTILE
r
== ` '
`�' I I •+Z��- gyp � e '.� r i
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SIDE'` \,WkLP&Nf,F.'SI-IERRILL
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63"CMP\\
- I BU�IED 1 �VjV
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V ` SEETIC De
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LUKE STRONG SPECIAL NEEDS TRUST{
, Ta
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r�
%
PRELIIMINARY PLANS
00 NOT USE FOR CONSTRUCTION
DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PBEPOFFICExOF: KCA N0 3016 F Suttee 1600 6t , ixE pSINGEERR CAMPO 6alelg6, NC 27601
[phone]
PERMIT DRAWING
5 OF 8
DETAIL A
DETAIL B
DETAIL C
TAILDITCH
INM 1e S.6)
ROADSIDE DITCH
IN.ro-1e1
ROADSIDE DITCH
INMroS 6)
N-1 Nofurol
GroundGround
Nolurol A`
Ground 7S./
D Dikh
Grand �S. Gc` Front
A -A
2.5 H. Min. S FUR..7
Sblu
D Dik
6 p.
' 5'
B
B. 10 H. L . 25 Ft. F.
Min. D . 1.5 Ft.
Min. D . 1.5 Ft.
���
DTICH LINING: PSRM
DTICH LINING: PSRM
TIE TO EXISTING GROUND AT ELEVATION 2911.1'
0. rjr
-In STA 10+00 TO 11+00 LT
-DRVI- STA 10+20 TO 11+65 LT
DDE: 15 CY
DETAIL D
DETAIL E
1.5' k 10,
ROADSIDE DITCH
ROADSIDE DITCH
INFLOW
I Not w 6wlel
I Not. Smlel
B-B
NOlu,al
Ground ?. yFronf
7 D Dikh
Nawrol 0.� Fronf
d ?7 D___
Dikh
wpes
Pe
2.5 0.5'
Min. D . 1.0 Ff.
Min. D . 2.0 Ff.
DTICH LINING: PSRM
UTI' `I 10,
-L- STA 16+00 TO 17+00 LT
-YI- STA 10+25 TO 10+75 RT
OUTFLOW(

O' PROJECT REFERENCE NO. SHEET NO.
0'
17BP.11.R.152 4
SITE RW SHEET NO.
ROADWAY DESIGN HYDRAULICS
I ENGINEER ENGINEER
ENLARGEMENT °�.,`6� ,,.``,,.\�6� ���6 ��6� -6� N N, � �� W' -,1'li
91, �6 "cp G x \J INCOMPLETE PLANS
\ CJ \ I• I �\\ DD NOT USE FOR R/W ACOUI6ITION
PRELIIMINA1[$Y PLANS
DO NOT USE MR CONSTRUCTION
DENOTES PERMANENT '
$ $ IMPACTS IN SURFACE WATER
O DOCUMENT NOT CONSIDERED FINAL
UNLESS ALL SIGNATURES COMPLETED
PREPARED IN NC FIEM LICENSE Xo: C-1!
o
TS TS DENOTES TEMPORARY �___ 1_, / SITE �/ XE OFFICE OF: KC 30, F.yettevllle Et.,
1' / / ^fib KISINGERClAMPO Ell,l9X,e NC 027601
IMPACTS IN SURFACE WATER V — — ;�P ��� a,aEE2.IE3s
E II'�
"r-
P RM6 ODFA8IN G
2g32 6�211"
-0,
0-)
/
2 2pa R'E M OVA
o�
-149' LENGTH)
w F r
ct �
a I co
1
—
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or!I
dl
�
ml I 1 � \
%I w
—
a i� I`• �S , �I F
o
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SCALE: I W v fv
I
1 " = 3 0' ----------- =----- - 6 9 SITE 2
N N
i
3
Oj � h'

WETLAND AND SURACE WATER IMPACTS SUMMARY
WETLAND IMPACTS SURFACE WATER IMPACTS
Site
No.
Station
(From/To)
Structure
Size / Type
Permanent
Fill In
Wetlands
(ac)
Temp.
Fill In
Wetlands
(ac)
Excavation
in
Wetlands
(ac)
Mechanized
Clearing
in Wetlands
(ac)
Hand
Clearing
in
Wetlands
(ac)
Permanent
SW
impacts
(ac)
Temp.
SW
impacts
(ac)
Existing
Channel
Impacts
Permanent
(ft)
Existing
Channel
Impacts
Temp.
(ft)
Natural
Stream
Design
(ft)
1
12+52 - 12+85
Exist. Bridge/Bank Stabilization
0
0
0
0
0
0.004
0
37
0
0
2
14+16 - 14+73
Culvert
0
0
0
0
0
<0.001
0.01
12
79
0
TOTALS*:
0.01
0.01
49
79
0
*Rounded totals are sum of actual impacts
NOTES:
Site 1 - Permanent Surface water impacts: 182 sq ft.
Site 2 - Permanent Surface water impacts: 44 sq ft
Tree Clearing = 0.06 acres (Areas where trees are > 3" DBH)
Revised 2018 Feb